This document contains calculations for wind loads and structural design of a steel warehouse. The wind calculations determine the basic wind velocity as 32 m/s. Mean wind velocity and turbulence intensity are also calculated. Using these values, peak velocity pressure is found to be 1521 Pa. Plastic analysis is performed to determine critical load combinations and failure mechanisms. The maximum plastic moment is found to be 829.89 kNm. Connection design calculations are provided for the primary beam to column connection including bolt shear, bearing, block tearing, and plate and web bearing capacities. Design is checked against Eurocodes.
This document provides an overview of the design of steel beams. It discusses various beam types and sections, loads on beams, design considerations for restrained and unrestrained beams. For restrained beams, it covers lateral restraint requirements, section classification, shear capacity, moment capacity under low and high shear, web bearing, buckling, and deflection checks. For unrestrained beams, it discusses lateral torsional buckling, moment and buckling resistance checks. Design procedures and equations for determining effective properties and capacities are also presented.
This document describes the design of a pile cap by a group of civil engineering students. It defines a pile cap as a concrete mat that rests on piles driven into soft ground to provide a stable foundation. It then provides two examples of pile cap design, showing dimensions, load calculations, reinforcement requirements and construction details. The document concludes that a pile cap distributes a building's load to piles to form a stable foundation on unstable soil. It acknowledges the guidance of professors in completing this project.
Structural Steel and Timber Design EV306 Project Reportherry924
This document summarizes a student's structural steel and timber design project report for a double storey steel building. The student followed British standards and used STAADPro software to analyze and design the building, which included columns, beams, trusses, and purlins made of steel sections. The student stated that the design was their original work done under guidance and checked calculations by hand to verify the STAADPro analysis results.
This document provides an overview of reinforced concrete design principles for civil engineers and construction managers. It discusses the aim of structural design according to BS 8110, describes the properties and composite action of reinforced concrete, explains limit state design methodology, and summarizes key elements like slabs, beams, columns, walls, and foundations. The document also covers material properties, stress-strain curves, failure modes, and general procedures for slab sizing and design.
STRUCTURAL CALCULATION - CURTAIN WALL (SAMPLE DESIGN)Eduardo H. Pare
This document provides a structural calculation for a curtain wall. It includes 7 chapters that analyze different components of the curtain wall:
1) Introduction to the project details and materials
2) Wind pressure calculations using codes to determine design wind loads
3) Structural analysis of glass panels to ensure they can withstand the loads
4) Structural calculation of aluminum mullions using STAAD analysis and code checks
5) Similar analysis for aluminum transoms
6) Design of brackets connecting the curtain wall to the building
7) References used
The document analyzes the critical glass panel and longest mullion/transom and ensures all components meet strength and deflection requirements based on codes.
This document provides design recommendations for an isolated square footing foundation, including:
- The allowable bearing capacity of the soil is 314 kN/m^2 at a minimum depth of 2 meters.
- For a given service load of 1230.3 kN dead load and 210.6 kN live load, the required base area is calculated as 5.18 m^2 and the footing size is determined to be 2.3x2.3 meters.
- The required thickness is determined to be 500 mm based on checks for one-way shear, two-way punching shear, flexure in the long direction, and flexure in the short direction. Steel reinforcement of 12 bars of
Design of Various Types of Industrial Buildings and Their ComparisonIRJESJOURNAL
This document describes the design and analysis of different types of industrial buildings. It compares steel truss industrial buildings of varying dimensions (14m x 31.5m, 20m x 50m, 28m x 70m) to pre-engineered buildings of the same dimensions. The design is based on Indian code IS 800-2007 and considers dead load, live load and wind load combinations. Analysis results like member forces and bending moments are obtained and compared between the steel truss and pre-engineered building designs. Key building elements like purlins, rafters, trusses, bracing and columns are also designed and their sizes optimized.
This document contains calculations for wind loads and structural design of a steel warehouse. The wind calculations determine the basic wind velocity as 32 m/s. Mean wind velocity and turbulence intensity are also calculated. Using these values, peak velocity pressure is found to be 1521 Pa. Plastic analysis is performed to determine critical load combinations and failure mechanisms. The maximum plastic moment is found to be 829.89 kNm. Connection design calculations are provided for the primary beam to column connection including bolt shear, bearing, block tearing, and plate and web bearing capacities. Design is checked against Eurocodes.
This document provides an overview of the design of steel beams. It discusses various beam types and sections, loads on beams, design considerations for restrained and unrestrained beams. For restrained beams, it covers lateral restraint requirements, section classification, shear capacity, moment capacity under low and high shear, web bearing, buckling, and deflection checks. For unrestrained beams, it discusses lateral torsional buckling, moment and buckling resistance checks. Design procedures and equations for determining effective properties and capacities are also presented.
This document describes the design of a pile cap by a group of civil engineering students. It defines a pile cap as a concrete mat that rests on piles driven into soft ground to provide a stable foundation. It then provides two examples of pile cap design, showing dimensions, load calculations, reinforcement requirements and construction details. The document concludes that a pile cap distributes a building's load to piles to form a stable foundation on unstable soil. It acknowledges the guidance of professors in completing this project.
Structural Steel and Timber Design EV306 Project Reportherry924
This document summarizes a student's structural steel and timber design project report for a double storey steel building. The student followed British standards and used STAADPro software to analyze and design the building, which included columns, beams, trusses, and purlins made of steel sections. The student stated that the design was their original work done under guidance and checked calculations by hand to verify the STAADPro analysis results.
This document provides an overview of reinforced concrete design principles for civil engineers and construction managers. It discusses the aim of structural design according to BS 8110, describes the properties and composite action of reinforced concrete, explains limit state design methodology, and summarizes key elements like slabs, beams, columns, walls, and foundations. The document also covers material properties, stress-strain curves, failure modes, and general procedures for slab sizing and design.
STRUCTURAL CALCULATION - CURTAIN WALL (SAMPLE DESIGN)Eduardo H. Pare
This document provides a structural calculation for a curtain wall. It includes 7 chapters that analyze different components of the curtain wall:
1) Introduction to the project details and materials
2) Wind pressure calculations using codes to determine design wind loads
3) Structural analysis of glass panels to ensure they can withstand the loads
4) Structural calculation of aluminum mullions using STAAD analysis and code checks
5) Similar analysis for aluminum transoms
6) Design of brackets connecting the curtain wall to the building
7) References used
The document analyzes the critical glass panel and longest mullion/transom and ensures all components meet strength and deflection requirements based on codes.
This document provides design recommendations for an isolated square footing foundation, including:
- The allowable bearing capacity of the soil is 314 kN/m^2 at a minimum depth of 2 meters.
- For a given service load of 1230.3 kN dead load and 210.6 kN live load, the required base area is calculated as 5.18 m^2 and the footing size is determined to be 2.3x2.3 meters.
- The required thickness is determined to be 500 mm based on checks for one-way shear, two-way punching shear, flexure in the long direction, and flexure in the short direction. Steel reinforcement of 12 bars of
Design of Various Types of Industrial Buildings and Their ComparisonIRJESJOURNAL
This document describes the design and analysis of different types of industrial buildings. It compares steel truss industrial buildings of varying dimensions (14m x 31.5m, 20m x 50m, 28m x 70m) to pre-engineered buildings of the same dimensions. The design is based on Indian code IS 800-2007 and considers dead load, live load and wind load combinations. Analysis results like member forces and bending moments are obtained and compared between the steel truss and pre-engineered building designs. Key building elements like purlins, rafters, trusses, bracing and columns are also designed and their sizes optimized.
The document discusses reinforced concrete columns, including their functions, failure modes, classifications, and design considerations. Columns primarily resist axial compression but may also experience bending moments. They can fail due to compression, buckling, or a combination. Design depends on whether the column is short or slender, braced or unbraced. Reinforcement is designed based on the column's expected loads and dimensions using methods specified in design codes like BS 8110.
The document summarizes the load distribution calculation for a one-way slab. It provides the given data for the slab, beam, and column dimensions. It then calculates the dead and live loads on the slab based on the self-weight and imposed live loads. The loads are then calculated as they are distributed from the slab to the beams, from the beams to the columns, and finally from the columns to the footing. Equations and diagrams are provided at each step to demonstrate how the loads are calculated and distributed throughout the one-way slab structural system.
Priliminary design of column
before going to give properties to the structure in the staad pro preliminary design have to be done to find out the dimensions of column
This document discusses the design of compression members subjected to axial load and biaxial bending. It introduces the concept of biaxial eccentricities and explains that columns should be designed considering possible eccentricities in two axes. The document outlines the method suggested by IS 456-2000, which is based on Breslar's load contour approach. It relates the parameter αn to the ratio of Pu/Puz. Finally, it provides a step-by-step process for designing the column section, which involves determining uniaxial moment capacities, computing permissible moment values from charts, and revising the section if needed. It also briefly mentions the simplified method according to BS8110.
This document provides an analysis and design of a G+3 residential building. It includes details of the building such as dimensions, material properties, and load calculations. An equivalent static analysis is performed to calculate the seismic lateral loads at each floor level. The results of the structural analysis including bending moment and shear force diagrams are presented. Slab, beam, column and footing designs are to be covered in the thesis work according to the scope.
Design of column base plates anchor boltKhaled Eid
This document discusses the design of column base plates and steel anchorage to concrete. It covers base plate materials and design for different load cases including axial, moment, and shear loads. It also discusses anchor rod types, materials, and design for tension and shear loading based on calculations of the steel and concrete breakout strengths according to building codes.
1. The document provides formulas for calculating slope, deflection, and maximum deflection for various beam types under different loading conditions. It gives the equations for cantilever beams with concentrated loads, uniformly distributed loads, and varying loads. It also provides the equations for simply supported beams with these different load types and with couple moments applied. The equations relate the beam properties like length, load location, and intensity to the resulting slope and deflection values.
22-Design of Four Bolt Extended Endplate Connection (Steel Structural Design ...Hossam Shafiq II
This document provides design assumptions and procedures for a four-bolt unstiffened extended end-plate moment connection. It includes steps to size bolts, determine the required end plate thickness, and design fillet welds. An example is provided to demonstrate the design of a connection between a W460x74 beam and W360x147 column using A36 steel. The example calculates bolt sizes, selects an end plate thickness of 20mm, and determines required fillet weld sizes.
This document discusses the design of beams. It defines different types of beams like floor beams, girders, lintels, purlins, and rafters. It describes how beams are classified based on their support conditions as simply supported, cantilever, fixed, or continuous beams. Commonly used beam sections include universal beams, compound beams, and composite beams. The document also covers plastic analysis of beams, classification of beam sections, and failure modes of beams.
The origin of the word 'Glulam' comes from the words 'glue' and 'laminated'. Glulam is manufactured by gluing together layers of dimensional lumber or timber boards with structural adhesives to form a structural laminated beam or column. One structural advantage Glulam has over conventional solid timber is that it allows for the manufacture of larger and longer structural members than what could be produced from a single piece of solid timber. An example of a type of structural form that can be constructed from Glulam in buildings is glulam arches.
This document discusses moment of inertia calculations for non-symmetric structural shapes. It provides examples of calculating the neutral axis location, transformed moment of inertia about the strong axis, and moment of inertia about the weak axis for "T-shaped" beams. The process involves determining the centroid of the overall shape, then using the parallel axis theorem to calculate the transformed moment of inertia by summing the moments of inertia of individual pieces after accounting for the distance from each piece's centroid to the neutral axis.
This document provides design calculations for structural elements of a concrete car park structure according to BS-8110, including:
1. A one-way spanning roof slab with a span of 2.8m, designed as simply supported with 10mm main reinforcement bars at 300mm spacing and 8mm secondary bars.
2. A load distribution beam D and non-load bearing beam E, with calculations provided for beam D's dead and imposed loads.
3. Requirements include individual work submission by January 2nd, 2016 and assumptions to be clearly stated.
This document summarizes the section sizes, material properties, boundary conditions, and loading for a portal frame structure. It includes tables showing the section designation, dimensions, properties, and material of various structural members. It also describes the fixed and pinned supports at nodes, as well as the dead and live loads on the roof and walls. Finally, it lists the load combinations to be analyzed for the ultimate and serviceability limit states.
Design of steel structure as per is 800(2007)ahsanrabbani
It does not offer resistance against rotation and also termed as a hinged or pinned connections.
It transfers only axial or shear forces and it is not designed for moment
It is generally connected by single bolt/rivet and therefore full rotation is allowed
This document provides an overview of design in reinforced concrete according to BS 8110. It discusses the basic materials used - concrete and steel reinforcement - and their properties. It describes two limit states for design: ultimate limit state considering failure, and serviceability limit state considering deflection and cracking. Key aspects of beam design are summarized, including types of beams, design for bending and shear resistance, and limiting deflection. Reinforcement detailing rules are also briefly covered.
Part-I: Seismic Analysis/Design of Multi-storied RC Buildings using STAAD.Pro...Rahul Leslie
For novice, please continue from "Modelling Building Frame with STAAD.Pro & ETABS" (http://www.slideshare.net/rahulleslie/modelling-building-frame-with-staadpro-etabs-rahul-leslie).
This is a presentation covering almost all aspects of Seismic analysis & design of Multi-storied RC Structures using the Indian code IS:1893-2016 (New edition), with references to IS:13920-2015 (Code for ductile detailing) & IS:16700-2017 (code for design of tall buildings) where relevant; following for each aspect of the code, (1) The clause/formula (2) It's explanation/theory (3) How it is/can be implemented in the software packages of (i) STAAD.Pro and (ii) ETABS
This is the latest edition of the earlier slides based on IS:1893-2002 which this one supersedes. This is Part-I of a two part series.
This publication provides worked examples for the design of structural elements in a notional steel framed building according to Eurocode standards. It includes an overview of the Eurocode system and conventions used, and introduces relevant content from Eurocode standards for steel, composite steel and concrete, and concrete structures. The worked examples apply the parameter values and design options specified in the UK National Annexes. They were produced with input from structural design lecturers and are intended to help both students and practicing designers learn Eurocode design methods.
This document provides a design example for a reinforced concrete T-beam bridge girder. It includes the design of the deck slab, longitudinal girders, and cross girders. The design uses Courbon's method to calculate live load bending moments and shear forces. Details are given for the design of an interior deck slab panel including reinforcement sizing. Design of the longitudinal girders includes calculating reaction factors and sizing reinforcement to resist bending moments and shear forces from dead and live loads.
DESIGN OF DECK SLAB AND GIRDERS- BRIDGE ENGINEERINGLiyaWilson4
This document provides a design example for a reinforced concrete T-beam bridge girder. It includes the design of the deck slab, longitudinal girders, and cross girders. The design uses Courbon's method to calculate live load bending moments and shear forces. Details are given for the design of an interior deck slab panel including reinforcement sizing. Design of the longitudinal girders includes calculating reaction factors and sizing reinforcement to resist bending moments and shear forces from dead and live loads.
The document discusses reinforced concrete columns, including their functions, failure modes, classifications, and design considerations. Columns primarily resist axial compression but may also experience bending moments. They can fail due to compression, buckling, or a combination. Design depends on whether the column is short or slender, braced or unbraced. Reinforcement is designed based on the column's expected loads and dimensions using methods specified in design codes like BS 8110.
The document summarizes the load distribution calculation for a one-way slab. It provides the given data for the slab, beam, and column dimensions. It then calculates the dead and live loads on the slab based on the self-weight and imposed live loads. The loads are then calculated as they are distributed from the slab to the beams, from the beams to the columns, and finally from the columns to the footing. Equations and diagrams are provided at each step to demonstrate how the loads are calculated and distributed throughout the one-way slab structural system.
Priliminary design of column
before going to give properties to the structure in the staad pro preliminary design have to be done to find out the dimensions of column
This document discusses the design of compression members subjected to axial load and biaxial bending. It introduces the concept of biaxial eccentricities and explains that columns should be designed considering possible eccentricities in two axes. The document outlines the method suggested by IS 456-2000, which is based on Breslar's load contour approach. It relates the parameter αn to the ratio of Pu/Puz. Finally, it provides a step-by-step process for designing the column section, which involves determining uniaxial moment capacities, computing permissible moment values from charts, and revising the section if needed. It also briefly mentions the simplified method according to BS8110.
This document provides an analysis and design of a G+3 residential building. It includes details of the building such as dimensions, material properties, and load calculations. An equivalent static analysis is performed to calculate the seismic lateral loads at each floor level. The results of the structural analysis including bending moment and shear force diagrams are presented. Slab, beam, column and footing designs are to be covered in the thesis work according to the scope.
Design of column base plates anchor boltKhaled Eid
This document discusses the design of column base plates and steel anchorage to concrete. It covers base plate materials and design for different load cases including axial, moment, and shear loads. It also discusses anchor rod types, materials, and design for tension and shear loading based on calculations of the steel and concrete breakout strengths according to building codes.
1. The document provides formulas for calculating slope, deflection, and maximum deflection for various beam types under different loading conditions. It gives the equations for cantilever beams with concentrated loads, uniformly distributed loads, and varying loads. It also provides the equations for simply supported beams with these different load types and with couple moments applied. The equations relate the beam properties like length, load location, and intensity to the resulting slope and deflection values.
22-Design of Four Bolt Extended Endplate Connection (Steel Structural Design ...Hossam Shafiq II
This document provides design assumptions and procedures for a four-bolt unstiffened extended end-plate moment connection. It includes steps to size bolts, determine the required end plate thickness, and design fillet welds. An example is provided to demonstrate the design of a connection between a W460x74 beam and W360x147 column using A36 steel. The example calculates bolt sizes, selects an end plate thickness of 20mm, and determines required fillet weld sizes.
This document discusses the design of beams. It defines different types of beams like floor beams, girders, lintels, purlins, and rafters. It describes how beams are classified based on their support conditions as simply supported, cantilever, fixed, or continuous beams. Commonly used beam sections include universal beams, compound beams, and composite beams. The document also covers plastic analysis of beams, classification of beam sections, and failure modes of beams.
The origin of the word 'Glulam' comes from the words 'glue' and 'laminated'. Glulam is manufactured by gluing together layers of dimensional lumber or timber boards with structural adhesives to form a structural laminated beam or column. One structural advantage Glulam has over conventional solid timber is that it allows for the manufacture of larger and longer structural members than what could be produced from a single piece of solid timber. An example of a type of structural form that can be constructed from Glulam in buildings is glulam arches.
This document discusses moment of inertia calculations for non-symmetric structural shapes. It provides examples of calculating the neutral axis location, transformed moment of inertia about the strong axis, and moment of inertia about the weak axis for "T-shaped" beams. The process involves determining the centroid of the overall shape, then using the parallel axis theorem to calculate the transformed moment of inertia by summing the moments of inertia of individual pieces after accounting for the distance from each piece's centroid to the neutral axis.
This document provides design calculations for structural elements of a concrete car park structure according to BS-8110, including:
1. A one-way spanning roof slab with a span of 2.8m, designed as simply supported with 10mm main reinforcement bars at 300mm spacing and 8mm secondary bars.
2. A load distribution beam D and non-load bearing beam E, with calculations provided for beam D's dead and imposed loads.
3. Requirements include individual work submission by January 2nd, 2016 and assumptions to be clearly stated.
This document summarizes the section sizes, material properties, boundary conditions, and loading for a portal frame structure. It includes tables showing the section designation, dimensions, properties, and material of various structural members. It also describes the fixed and pinned supports at nodes, as well as the dead and live loads on the roof and walls. Finally, it lists the load combinations to be analyzed for the ultimate and serviceability limit states.
Design of steel structure as per is 800(2007)ahsanrabbani
It does not offer resistance against rotation and also termed as a hinged or pinned connections.
It transfers only axial or shear forces and it is not designed for moment
It is generally connected by single bolt/rivet and therefore full rotation is allowed
This document provides an overview of design in reinforced concrete according to BS 8110. It discusses the basic materials used - concrete and steel reinforcement - and their properties. It describes two limit states for design: ultimate limit state considering failure, and serviceability limit state considering deflection and cracking. Key aspects of beam design are summarized, including types of beams, design for bending and shear resistance, and limiting deflection. Reinforcement detailing rules are also briefly covered.
Part-I: Seismic Analysis/Design of Multi-storied RC Buildings using STAAD.Pro...Rahul Leslie
For novice, please continue from "Modelling Building Frame with STAAD.Pro & ETABS" (http://www.slideshare.net/rahulleslie/modelling-building-frame-with-staadpro-etabs-rahul-leslie).
This is a presentation covering almost all aspects of Seismic analysis & design of Multi-storied RC Structures using the Indian code IS:1893-2016 (New edition), with references to IS:13920-2015 (Code for ductile detailing) & IS:16700-2017 (code for design of tall buildings) where relevant; following for each aspect of the code, (1) The clause/formula (2) It's explanation/theory (3) How it is/can be implemented in the software packages of (i) STAAD.Pro and (ii) ETABS
This is the latest edition of the earlier slides based on IS:1893-2002 which this one supersedes. This is Part-I of a two part series.
This publication provides worked examples for the design of structural elements in a notional steel framed building according to Eurocode standards. It includes an overview of the Eurocode system and conventions used, and introduces relevant content from Eurocode standards for steel, composite steel and concrete, and concrete structures. The worked examples apply the parameter values and design options specified in the UK National Annexes. They were produced with input from structural design lecturers and are intended to help both students and practicing designers learn Eurocode design methods.
This document provides a design example for a reinforced concrete T-beam bridge girder. It includes the design of the deck slab, longitudinal girders, and cross girders. The design uses Courbon's method to calculate live load bending moments and shear forces. Details are given for the design of an interior deck slab panel including reinforcement sizing. Design of the longitudinal girders includes calculating reaction factors and sizing reinforcement to resist bending moments and shear forces from dead and live loads.
DESIGN OF DECK SLAB AND GIRDERS- BRIDGE ENGINEERINGLiyaWilson4
This document provides a design example for a reinforced concrete T-beam bridge girder. It includes the design of the deck slab, longitudinal girders, and cross girders. The design uses Courbon's method to calculate live load bending moments and shear forces. Details are given for the design of an interior deck slab panel including reinforcement sizing. Design of the longitudinal girders includes calculating reaction factors and sizing reinforcement to resist bending moments and shear forces from dead and live loads.
The document presents the design of a post-tensioned prestressed concrete tee beam and slab bridge deck. Key details include:
- The bridge will have an effective span of 30m and width of 7.5m with 600mm kerbs and 1.5m footpaths on each side.
- The project team will design the bridge to meet Class AA loading standards for a national highway.
- The bridge will have 4 main girders spaced at 2.5m intervals with a 250mm thick deck slab cast between them.
- The document outlines the design process for the interior slab panel, longitudinal girders, and calculation of design moments and shear forces. Properties of the main girder cross
The document provides information for calculating shear forces and bending moments for slabs and beams in a building. It includes slab dimensions, imposed loads, material properties, beam and column sizes, and calculated fixed end moments and shear force coefficients for various slab sections. Moment distribution factors are calculated for joints in the frame to determine internal bending moments. Shear forces are then calculated at each joint by summing moments equal to zero.
This document provides information on the design and analysis of a multi-story residential building project. It includes sections on the objectives, loads, materials, and software used. The building has a reinforced concrete frame structure with brick walls. Floor plans and structural details are presented. Analysis is conducted using STAAD.Pro software, including load combinations, design moments, and reinforcement details. Wind and seismic load calculations are also summarized.
The document provides calculations for the dead load, live load, and ultimate load on several beams (H'45, GJ'5, FC'5) in a building. It calculates the load contributions from slabs, walls, and the beam self-weight, then applies load factors to determine the ultimate load. It also calculates the reaction forces and draws the shear force and bending moment diagrams for each beam.
The document appears to be a structural analysis report for a bungalow project completed by a group of students. It includes floor plans, structural plans, and individual calculations for various beams and columns. The beam calculations determine the ultimate load, reaction forces, shear forces, and bending moments. The column calculations determine the dead loads, live loads, and total ultimate loads from the roof, first floor, and ground floor.
This document provides an overview and analysis of a residential building project in Baalbeck, Lebanon. It includes:
- A project overview describing the 5-story reinforced concrete structure and its location.
- Calculations of structural loads including dead load, live load, and environmental loads like snow, wind, and earthquake.
- Analysis and design of key structural elements like ribbed slabs, mat foundation, beams and columns.
- Load combinations are presented and structural elements are designed and sized to resist the calculated loads and bending moments using strength design methods.
This document provides an example calculation for determining the interaction factors kyy, kyz, kzy, and kzz for a member subjected to combined bending and axial compression. It involves classifying the cross-section, calculating the relevant buckling strengths, and determining the reduction factors χy, χz, and χLT. The example analyzes an IPE 400 cross-section and determines it is Class 1. It then calculates the member's elastic buckling strengths and reduction factors. Finally, it assumes values from Annex A, Table A.2 to determine the actual interaction factors for the example member.
DESIGN OF ISOLATOR (LEAD RUBBER BEARING)premkumar mk
This document provides design parameters and calculations for seismic isolators. It lists soil properties, seismic coefficients, and other factors. It then calculates properties of the isolators including dimensions, material properties, stiffness, yield strength, and displacement. Finally, it performs iterative calculations to determine effective period, damping, displacements, and forces for design basis and maximum considered earthquakes.
Structural Analysis of a Bungalow Reportdouglasloon
Taylor's University Lakeside Campus
School of Architecture, Building & Design
Bachelor of Science (Hons) in Architecture
Building Structures (ARC 2523 / BLD 60103)
Project 2: Structural Analysis of a Bungalow
Structural analysis of a bungalow reportChengWei Chia
The document presents the structural analysis of a bungalow conducted by three students. It includes architectural plans, quantities of dead and live loads, structural plans, load distribution diagrams, tributary area diagrams, and individual analyses of structural components by each student. Student 1 analyzes beams and columns on the ground floor. Student 2 analyzes a beam spanning from the ground floor to the first floor. Student 3 analyzes point loads applied to beams. Calculations are shown for load quantities, load diagrams, and ultimate loads on structural elements.
This document presents the structural analysis of a two-storey bungalow located in Sibu, Sarawak. It includes floor plans, structural plans, load distribution plans, and individual beam and column calculations. The bungalow has a ground floor area of 228.16 sqm and first floor area of 150.61 sqm. Structural calculations are provided for various beams and columns, including determination of dead loads, live loads, ultimate loads, and reaction forces. Diagrams are also included showing shear force and bending moment.
This document summarizes the classification and design of columns. Columns can be classified as braced or unbraced, and slender or non-slender depending on their slenderness ratio (λ). The effective length (lo) of a column, which considers boundary conditions, is used to calculate λ. An example column is analyzed and found to be non-slender based on its λ being less than the limiting slenderness ratio (λlim).
Sheryar Bismil
Student of Mirpur University of Science & Technology(MUST).
Student of Final Year Civil Engineering Department Main campus Mirpur.
Here we Gonna to learn about the basic to depth wise study of Plan Reinforced Concrete-i.
From basis terminology to wide information about the analysis and design of Concrete member like column,Beam,Slab,etc.
This document provides structural analysis for a 2-storey bungalow located in Sibu, Sarawak. It includes floor plans, structural plans, load distribution plans, and individual beam and column calculations. Beam calculations are presented for multiple beams, analyzing dead loads from slabs, beams, and walls, live loads, and calculating ultimate loads, reactions forces, shear force diagrams, and bending moment diagrams. Column calculations consider loads from walls, slabs, beams and live loads to determine ultimate loads and reaction forces.
This document provides details of the design of a spread footing foundation, including:
1. Geometry, materials, and loads on the foundation.
2. Geotechnical design checks for stress, uplift, sliding, settlement, rotation.
3. Reinforced concrete design including required and provided reinforcement for the footing and column pier.
4. A summary of concrete and steel quantities.
This document provides design details for a simply supported concrete bridge with a solid slab cross section and two 3.6m lanes. Key information includes:
1. The bridge is 20m long with f'c concrete strength of 280kg/cm2 and fy reinforcement strength of 4200kg/cm2.
2. Load and resistance factor design (LRFD) according to AASHTO standards is used.
3. The critical design loads are an HL-93 truck and tandem, with maximum reactions of 57.77 tons and moments of 255.95 ton-m including impact factors.
4. Calculations determine the equivalent width of a traffic lane to be 5.596m for a single
Structural Design Process: Step-by-Step Guide for BuildingsChandresh Chudasama
The structural design process is explained: Follow our step-by-step guide to understand building design intricacies and ensure structural integrity. Learn how to build wonderful buildings with the help of our detailed information. Learn how to create structures with durability and reliability and also gain insights on ways of managing structures.
Company Valuation webinar series - Tuesday, 4 June 2024FelixPerez547899
This session provided an update as to the latest valuation data in the UK and then delved into a discussion on the upcoming election and the impacts on valuation. We finished, as always with a Q&A
At Techbox Square, in Singapore, we're not just creative web designers and developers, we're the driving force behind your brand identity. Contact us today.
How MJ Global Leads the Packaging Industry.pdfMJ Global
MJ Global's success in staying ahead of the curve in the packaging industry is a testament to its dedication to innovation, sustainability, and customer-centricity. By embracing technological advancements, leading in eco-friendly solutions, collaborating with industry leaders, and adapting to evolving consumer preferences, MJ Global continues to set new standards in the packaging sector.
LA HUG - Video Testimonials with Chynna Morgan - June 2024Lital Barkan
Have you ever heard that user-generated content or video testimonials can take your brand to the next level? We will explore how you can effectively use video testimonials to leverage and boost your sales, content strategy, and increase your CRM data.🤯
We will dig deeper into:
1. How to capture video testimonials that convert from your audience 🎥
2. How to leverage your testimonials to boost your sales 💲
3. How you can capture more CRM data to understand your audience better through video testimonials. 📊
Understanding User Needs and Satisfying ThemAggregage
https://www.productmanagementtoday.com/frs/26903918/understanding-user-needs-and-satisfying-them
We know we want to create products which our customers find to be valuable. Whether we label it as customer-centric or product-led depends on how long we've been doing product management. There are three challenges we face when doing this. The obvious challenge is figuring out what our users need; the non-obvious challenges are in creating a shared understanding of those needs and in sensing if what we're doing is meeting those needs.
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Industry expert Scott Sehlhorst will:
• Introduce a taxonomy for user goals with real world examples
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The Evolution and Impact of OTT Platforms: A Deep Dive into the Future of Ent...ABHILASH DUTTA
This presentation provides a thorough examination of Over-the-Top (OTT) platforms, focusing on their development and substantial influence on the entertainment industry, with a particular emphasis on the Indian market.We begin with an introduction to OTT platforms, defining them as streaming services that deliver content directly over the internet, bypassing traditional broadcast channels. These platforms offer a variety of content, including movies, TV shows, and original productions, allowing users to access content on-demand across multiple devices.The historical context covers the early days of streaming, starting with Netflix's inception in 1997 as a DVD rental service and its transition to streaming in 2007. The presentation also highlights India's television journey, from the launch of Doordarshan in 1959 to the introduction of Direct-to-Home (DTH) satellite television in 2000, which expanded viewing choices and set the stage for the rise of OTT platforms like Big Flix, Ditto TV, Sony LIV, Hotstar, and Netflix. The business models of OTT platforms are explored in detail. Subscription Video on Demand (SVOD) models, exemplified by Netflix and Amazon Prime Video, offer unlimited content access for a monthly fee. Transactional Video on Demand (TVOD) models, like iTunes and Sky Box Office, allow users to pay for individual pieces of content. Advertising-Based Video on Demand (AVOD) models, such as YouTube and Facebook Watch, provide free content supported by advertisements. Hybrid models combine elements of SVOD and AVOD, offering flexibility to cater to diverse audience preferences.
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The Evolution and Impact of OTT Platforms: A Deep Dive into the Future of Ent...
Steel warehouse design report
1. - 1 -
Steel Warehouse Design Report
1.Design Information
Steel Warehouse : Single floor , 18m clearly span , eave height 6m ,column distance
6m ,totally 12pcs steel frame ,roof slope 1:10 , Seismic intensity of 7 degree , Seismic
acceleration value 0.05g , Steel Frame Layout Plan Figure 1(a) , Steel Frame Type Figure
1(b) , wall and roof panel used corrugated color coated single sheet ,with glass wool
insulation ,Wall Girt and Roof Purlin used Galvanized C section , distance 1.5m , Steel
Materials Q345B ,welding rod : E43
2. - 2 -
2.Loading Calculated
(1) Loading Value :
1)Roof Dead Loading (Horizontal projected area)
YX51-380-760 Corrugated single sheet 0.15 KN/m2
50mmGloass Wool Insulation 0.05 KN/m2
Aluminum Foil and wire mesh 0.02 KN/m2
Purlin and Bracing 0.10 KN/m2
Self-weight of Roof Beam 0.15 KN/m2
Hanging Equipments 0.20 KN/m2
Totally 0.67 KN/m2
2)Roof Live Loading
Roof Live Loading Value : 0.50 KN/m2
。
Snow Loading : Snow PressureS0=0.45 KN/m2
。Double Slope Roof
Roof Slope α=5°42′38,μr=1.0 , Snow Loading : Sk=μrS0=0.45 KN/m2
。
Compared live loading and snow loading used the bigger value : 0.50 KN/m2
Not consider the Dust Load .
3)Light Weight Wall and self-weight of column
(including Column , wall-stud structures ) : 0.50 KN/m2
4)Wind Loading :
According 《Technical Specification for Light-Weighted Steel Portal Frames》
CECS102: 2002
Basic Wind Pressure ω0=1.05×0.45 KN/m2
, Ground Roughness : B,
Height variation factor of Wind Loading according《Building Structural Load Code》
(GB50009-2001), when height less than 10m, according 10m height value, μz=1.0.
Wind Load Shape Factor μs : Windward Column and Roof are respectively+0.25 and-1.0,
Leeward Column and Roof are respectively +0.55 and-0.65(CECS102:2002).
3. - 3 -
3.The Load Standard Calculated Value of Each Part
Roof Loading:
Dead Loading Standard Values : 0.67×6=4.02KN/m
Live Loading Standard Value : 0.50×6=3.00KN/m
Column Loading :
Dead Loading Standard Value : 0.5×6×6+4.02×9=54.18KN
Live Loading Standard Value : 3.00×9=27.00KN
Wind Loading Standard Value :
Windward : Column qw1=0.47×6×0.25=0.71KN/m
Rafter qw2=-0.47×6×1.0=-2.82KN/m
Leeward : Column qw3=-0.47×6×0.55=-1.55KN/m
Rafter qw4=-0.47×6×0.65=-1.83KN/m
4. Inner Force Analysis
(1)Under Dead Loading
λ=l/h=18/6=3
ψ=f/h=0.9/6=0.15
k=h/s=6/9.0449=0.6634
μ=3+k+ψ(3+ψ)=3+0.6634+0.15×(3+0.15)=4.1359
5289.0
1359.44
15.058
4
58
HA=HE=qlλΦ/8=4.02×18×3×0.5289/8=14.35KN
MC=ql2
[1-(1+ψ) Φ]/8=4.02x182
[1-(1+0.15)×0.5289]=63.78KN·m
MB=MD=-ql2
Φ/8=-4.02×182
×0.5289/8=-86.11KN·m
Inner Force of Steel Frame under dead loading as below figure
5. - 5 -
(2) Under Live Loading
VA=VE=27.00KN
HA=HE=3.00×18×3×0.5289/8=10.71KN
MC=3.00×182
[1-(1+0.15)×0.5289]/8=47.60KN·m
MB=MD=-3.00×182
×0.5289/8=-64.26KN·m
Inner Force of Steel Frame under live loading as below figure
6. - 6 -
(3) Under Wind Loading
The wind load acting on the roof can be decomposed into the component force qx in the
horizontal direction and the vertical component force qy. Calculated separately, and then
superimposed.
1) The Rafter under the action of wind loading vertical component of forces (qw2y) on
windward side
1322.0)15.058(
1359.416
1
)58(
16
1
KN
l
qa
VE 35.6
182
982.2
2
22
VA=2.82×9-6.35=19.03KN
HA=HE=qlλ Φ /4=2.82×18×3×0.1322/4=5.03KN
MB=MD=5.03×6=30.18KN·m
MC= ql2
[α 2
-(1+ψ ) Φ ]/4=2.82×182
×[0.52
-1.15×0.1322]/4=22.38KN·m
7. - 7 -
Steel Frame Internal Force diagram under action of (qw2y)
2) The Rafter under the action of wind loading vertical component of forces (qw2y) on
leeward side
KN
l
qa
VE 12.4
182
983.1
2
22
VA=1.83×9-4.12=12.35KN
HA=HE=qlλ Φ /4=1.83×18×3×0.1322/4=3.27KN
MB=MD=3.27×6=19.62KN·m
MC= ql2
[α 2
-(1+ψ ) Φ ]/4=1.83×182
×[0.52
-1.15×0.1322]/4=14.52KN·m
Steel Frame Internal Force diagram under action of (qw2y)
8. - 8 -
3) The Column under wind loading action qw1 on windward side
α=1,
9803.0]16634.0)6634.015.02(6[
1359.44
1
])2(6[
4
1 22
KK
VA=-VB=-qh1
2
/2L=-0.71×62
/(2×18)=-0.71KN
KN
qh
HA 22.3)9803.0
2
1
2(
2
1671.0
)
2
2(
2
HE=0.71×6-3.22=1.04KN
MD=1.04×6=6.24KN·m
mKN
qh
MC
81.0)]9803.0)15.01(1[
4
1671.0
])1(1[
4
2222
Steel Frame Internal Force diagram under action of (qw1)
mKN
qh
MB
52.6)9803.02(
4
1671.0
)2(
4
2222
9. - 9 -
4) The Column under wind loading action qw3 on windward side
VA=-VB=-qh1
2
/2L=-1.55×62
/(2×18)=-1.55KN
KN
qh
HE 02.7)9803.0
2
1
2(
2
1655.1
)
2
2(
2
HA=1.55×6-7.02=2.28KN
MD=7.02×6-1.55×62
/2=14.22KN·m
MB=2.28×6=13.68KN·m
mKN
qh
MC
78.1)]9803.0)15.01(1[
4
1655.1
])1(1[
4
2222
Steel Frame Internal Force diagram under action of (qw3)
11. - 11 -
Steel Frame Internal Force diagram under action of (qw2x)
6) The Rafter under the action of wind loading vertical component of forces (qw4x) on
leeward side
KNVV EA 59.0)9.062(
182
9.083.1
HA=1.83×0.9(1+0.0202)/2=0.84KN
HE=1.83×0.9-0.84=0.81KN
mKNMC
26.0]0202.015.15.015.0[
2
69.083.1
MB=0.81×6=4.86KN·m
MD=0.84×6=5.04KN·m
12. - 12 -
Steel Frame Internal Force diagram under action of (qw4x)
7) The combined force of steel frame under wind load
13. - 13 -
4.Internal force combination
The frame structure is designed according to the ultimate capacity of the load capacity.
According to the 《Building Structural Load Code》(GB50009-2001), the basic
combination of load effect is used: γ 0S≤R. The safety grade of the structural
components of this project is Grade 2, γ0 = 1.0.
The design value of the load effect combination (S) is determined by taking the most
unfavorable values from the following combination values :
A. 1.2 × constant load standard value calculated load effect + 1.4 × live load standard value
calculated load effect
14. - 14 -
B. 1.0 × constant load load value calculated by the load effect + 1.4 × wind load standard
value calculated load effect
C. 1.2 × constant load standard value calculated load effect + 1.4 × live load standard value
calculated load effect + 0.6 × 1.4 wind load standard value calculated load effect
D. 1.2 × constant load standard value calculated load effect + 1.4 × wind load standard
value calculated load effect + 0.7 × 1.4 × live load standard value calculated load effect
E. 1.35 × Constant load calculated by the load effect of + 0.7 × 1.4 × live load standard
value calculated load effect
The most unfavorable internal force combination of the calculated control section to take
the bottom of the column, the top of the column, end beam and beam cross section, for
the rigid beam, the cross section may be the most unfavorable internal force combination:
Beam end section: (1) Mmax and the corresponding N, V; (2) Mmin and the corresponding
N, V
Beam cross section: (1) Mmax and the corresponding N, V; (2) Mmin and the
corresponding N, V
For the rigid column, the most unfavorable internal forces of the cross section are:
(1) Mmax and the corresponding N, V; (2) Mmin and the corresponding N, V
(3) Nmax and the corresponding ± Mmax, V; (4) Nmin and the corresponding ± Mmax,
Internal Force Combination see below figure
15. - 15 -
Internal Force Combination of Steel Frame Figure 1
Section Internal Force Combination
Loading
combine mode
Loading Combine
portfolio
M
(KN·m)
N
(KN)
V
(KN)
Column
Top Column
(B point)
Mmax, N, V A 1.2×dead +1.4× live 193.30 81.22 -32.21(←)
Mmin, N, V B 1.0×dead +1.4×wind -7.89 1.05 -1.67(←)
Nmax ±Mmax、V A 1.2×dead+1.4×live 193.30 81.22 -32.21(←)
Nmin ±Mmax、V B 1.0×dead+1.4×wind -7.89 1.05 -1.67(←)
Bottom
Column
(A point)
Mmax, N, V
Mmin, N ,V
Nmax ,±Mmax ,V A 1.2×dead+1.4×live 0 102.82 -32.21(→)
Nmin ±Mmax ,V B 1.0×dead+1.4×wind 0 19.05 4.30(←)
Beam
Support
(B point)
Mmax N , V A 1.2×dead+1.4×live 193.30 39.89 77.60(↑)
Mmini N ,V B 1.0×dead+1.4×wind -7.89 1.57 0.89(↑)
Midspan
(C Point)
Mmax, N, V B 1.0×dead+1.4×wind -9.40 -2.03 0.60(↓)
Mmin , N ,V A 1.2×dead+1.4×live -143.18 31.81 -3.21(↑)
16.
17. - 17 -
5.Steel Frame Design
(1) Section design
Column and Beam used welded H section Steel 450×200×8×12,
Section properties:
B=200mm,H=450mm,tw=8.0mm,tf=12.0mm,A=82.1cm2
Ix=28181cm4
,Wx=1252cm3
,ix=18.53cm
Iy=1602cm4
,Wx=160.2cm3
,ix=4.42cm
(2) Section Checking
1) Width-to-thickness ratio checking
Flange Plate : 15235/f15896/12b/t y
Web Plate : 250235/f50225.356/824/th yw0
2) Beam Checking
(1)The shearing calculation
Max Shearing of Beam section Vmax=77.60KN
Consider only with support stiffened plate
8.0562.0235/
34.541
/0
y
w
s f
th
fv=125N/mm2
Vu=hwtwfv=426×8×125=426000N=426.0KN
Vmax=77.60KN<Vu,Ok
(2) Bending moment, Shearing force, Pressure action checking together
Checking and calculated the end of beam
N=39.89KN,V=77.60KN,M=193.30KN·N
Because V<0.5Vu,V=0.5Vu ,According to code , GB70017 .
))(( 22
2
2
1
1
A
N
fhA
h
h
AM fff
18. - 18 -
)
8210
39890
215)(21912200
219
219
12200(
2
=220.90KN·m>M=193.30KN·m,M=Mf
10)1
5.0
( 2
feu
f
u MM
MM
V
V
, OK
(3) Overall stability checking
N=39.89KN,M=193.30KN·m
A.In-plane Beam Overall stability checking
Calculated Length according beam length : lx=18090mm,
λ x=lx/ix=18090/185.3=97.63<[λ ]=150,b type section ,ψ x=0.570
KN
EA
N e
EX 0.1592
63.971.1
821010206
1.1 2
32
2
0
2
'
0
,β mx=1.0
)
1592
89.39
570.01(101252
1030.1930.1
8210570.0
39890
)1( 3
6
'
0
1
0
EX
xe
xmx
ex
N
N
W
M
A
N
=165.15N/mm2
<f=215 N/mm2
, Ok
B.Out-plane Beam Overall stability checking
Calculated length according two purlin distance or flange bracing distance ,ly=3015mm。
As for uniform section γ =0,μ s=μ w=1
λ y=μ sl/iy0=3015/44.2=68.2,b type section , ψ y=0.762
6.0133.1)
4264.4
122.68
(
101252
4268210
2.68
4320 2
32
by
ψ b’=1.07-0.282/ψ by=0.821
975.0)
N
N
(75.0
N
N
-1.0 2
'
EX0
'
EX0
t
22
3
6
10
/215/73.189
101252821.0
1030.193975.0
8210762.0
39890
mmNfmmN
W
M
A
N
bre
t
ey
(4)《Design Code for Steel Structure》(GB50017-2003) Check the beam web to allow high
thickness ratio.
Beam end section:
19. - 19 -
2
6
33
max
min /
24.141
96.150
10.14686.4
1028181
2131030.193
8210
1089.39
mmN
94.1
max
minmax
0
7.115
235
)2.265.048(25.53 0
0
yw ft
h
,OK
Mid-span section :
2
6
33
max
min /
35.104
09.112
22.10887.3
1028181
2131018.143
8210
1081.31
mmN
93.1
max
minmax
0
3.115
235
)2.265.048(25.53 0
0
yw ft
h
,OK
(5) Checking the area compressive bearing capacity under the concentrated load of purlin
The purlin pass the concentrated load to the upper flange of the beam:
F=(1.2×0.27×6+1.4×3.00)×3=18.43KN
Lz=a+5hy+2hR=70+5×12+0=130mm
22
3
/215/72.17
1308
1043.180.1
mmNfmmN
lt
F
zw
c
Checking the reduce stress at the upper edge of the web
Take the internal force at the end of the beam: M=193.30KN·m,N=39.89KN, V=77.60KN
2
4
3
1 /10.146213
1028181
1030.193
mmNy
I
M
n
σc=17.72N/mm2
2
4
3
/61.34
81028181
419122001060.77
mmN
It
VS
w
222222
61.343)89.3910.146(72.1772.17)89.3910.146(3 cc
=130.65 N/mm2
<1.2f=258 N/mm2
,OK
20. - 20 -
(3)Checking and calculated Column
Shearing Check
Max Shearing for column Vmax=32.21KN
Consider only with supported stiffening rib
8.0562.0235/
34.541
/0
y
w
s f
th
fv=125N/mm2
Vu=hwtwfv=426×8×125=426000N=426.0KN
Vmax=32.21KN<Vu , OK
(2) Bending moment, Shearing force, Pressure action checking together
Checking and calculated the end of beam
N=81.22KN,V=32.21KN,M=193.30KN·N
Because V<0.5Vu , V=0.5Vu, According to code GB70017
))(( 22
2
2
1
1
A
N
fhA
h
h
AM fff
)
8210
81220
215)(21912200
219
219
12200(
2
=215.61KN·m>M=193.30KN·m,M=Mf
10)1
5.0
( 2
feu
f
u MM
MM
V
V
, OK
(3) Overall stability checking
Max Internal Force of steel structure : N=102.82KN,M=193.30KN·m
In-plane Steel Frame Overall stability checking
Height of Column H=6000mm,Length of Rafter L=18090mm.
linear rigidity of column K1=Ic1/h=28181×104
/6000=46968.3mm3
linear rigidity of beam K2=Ib0/(2ψS)=28181×104
/(2×9045)=15578.2mm3
K2/K1=0.332, The calculation length coefficient of the column μ=2.934
Calculated Length of Column lx=μh=17604mm
λx=lx/ix=17604/185.3=95。0<[λ]=150,b type section , ψx=0.588
21. - 21 -
KN
EA
N e
EX 4.1681
0.951.1
821010206
1.1 2
32
2
0
2
'
0
,βmx=1.0
)
4.1681
82.102
588.01(101252
1030.1930.1
8210588.0
1082.102
)1( 3
63
'
0
1
0
EX
xe
xmx
ex
N
N
W
M
A
N
=181.45N/mm2
<f=215 N/mm2
, OK
Out-plane Overall stability checking of Column
Calculated length according two purlin distance or fly bracing distance ly=3000mm
uniform section structure : γ=0,μs=μw=1
λy=μsl/iy0=3000/44.2=67.9,b type section , ψy=0.764
6.0138.1)
4264.4
129.67
(
101252
4268210
9.67
4320 2
32
by
ψ b’=1.07-0.282/ψ by=0.822
942.0)
N
N
(75.0
N
N
-1.0 2
'
EX0
'
EX0
t
22
3
63
10
/215/32.193
101252822.0
1030.193942.0
8210764.0
1082.102
mmNfmmN
W
M
A
N
bre
t
ey
(4)《Design Code for the Steel Structure》(GB50017-2003) Check the steel column to
allow high thickness ratio
Column Top Section:
2
6
33
max
min /
21.136
99.155
10.14689.9
1028181
2131030.193
8210
1022.81
mmN
87.1
max
minmax
0
0.111
235
)2.265.048(25.53 0
0
yw ft
h
,OK
Column Bottom Section :
00
5.72
235
)255.016(25.53 0
0
yw ft
h
, OK
22. - 22 -
4.Check the lateral movement of the frame under wind load , μ
Ic=Ib=28181cm4
,ζt= Ic l/hIb=18000/6000=3.0
The equivalent horizontal force of the column is calculated by the following formula :
H=0.67W=0.67×13.56=9.09KN
W=(ω1+ω4)·h=(0.71+1.55)×6.0=13.56KN
mmhmm
EI
Hh
t
c
40150/][1.14)32(
10281811020612
60001009.9
)2(
12 43
333
6.Detail Checking
(1) Column and Beam Connected node
1) Bolt Strength Checking
Column and beam node used 10.9Gr , connected by M22 frictional high-strength bolts,
The contact surface of the component is sandblasted, Friction surface anti-slip coefficient
μ = 0.45, each high-strength bolts of the pre-tension of 190KN, the transmission of
internal force design value: N = 39.89KN, V = 77.60KN , M=193.30KN·m
The tension of each bolt :
KNKN
n
N
y
My
N
i
1521908.065.128
8
89.39
)16.0265.0(4
265.030.193
222
1
1
KNKN
n
N
y
My
N
i
1521908.070.75
8
89.39
)16.0265.0(4
16.030.193
222
2
2
Shear force of Bolt Group :
KNVKNpnN f
b
V 60.776.615819045.019.09.0 , OK
Outside row bolt of shear, tension force :
197.0
152
65.128
8/6.615
8/60.77
b
t
t
b
V
V
N
N
N
N
,OK
2)End Plate thickness Checking
End Plate thickness : t=21mm。
Calculated according double side support end plate :
23. - 23 -
mm
feeebe
Nee
t
wffw
twf
9.20
205)]4640(40220046[
1065.12846406
)](2[
6 3
(3) Calculation of shear stress of beam , column joints
22
6
/125/52.106
10426426
1030.193
mmNfmmN
tdd
M
v
ccb
, OK
(4)Web Plate strength calculated on bolt area
Nt2=75.70KN<0.4P=0.4×190=76.0KN
22
3
/215/52.206
846
101904.04.0
mmNfmmN
te
P
ww
,OK
(2)Mid-span Beam Node
1)Bolt Strength Checking
Mid-span beam node used 10.9Gr , connected by M20 frictional high-strength bolts, The
contact surface of the component is sandblasted, Friction surface anti-slip coefficient
μ = 0.45, each high-strength bolts of the pre-tension of 155KN, the transmission of
internal force design value: N=31.81KN,V=3.21KN,M=143.18KN·m
24. - 24 -
The tension of each bolt :
KNKN
n
N
y
My
N
i
1241558.001.95
8
81.31
)16.0265.0(4
265.018.143
222
1
1
KNKN
n
N
y
My
N
i
1241558.079.55
8
81.31
)16.0265.0(4
16.018.143
222
2
2
Shear force of Bolt Group :
KNVKNpnN f
b
V 21.32.502815545.019.09.0 , OK
Outside row bolt of shear, tension force :
177.0
124
01.95
8/2.502
8/21.3
b
t
t
b
V
V
N
N
N
N
, OK
2)End Plate thickness checking
End Plate thickness t=18mm
Calculated according double side support end plate :
mm
feeebe
Nee
t
wffw
twf
8.17
205)]4640(40220046[
1001.9546406
)](2[
6 3
3) Web Plate strength calculated on bolt area
Nt2=55.79KN<0.4P=0.4×155=62.0KN
22
3
/215/48.168
846
101554.04.0
mmNfmmN
te
P
ww
, OK
25. - 25 -
Column Foot Design
Column hinge connected with foundation, used plane type hinge connected column foot
1)Column foot internal force design value:
Nmax=102.82KN , V=32.21KN;
Nmin=19.05KN , V=4.30KN。
2)Because column foot shearing force
smaller .
Vmax=32.21KN<0.4Nmax=41.13KN,so the
span no need the shear key, but
calculated the column foot which
arrange column bracing need the shear
key.
Nmin>0,Considering the column bracing
pull up force, the bolt is still not bear the
tension, so only consider the stability of column in the installation process o, according to
26. - 26 -
the requirements of the structure can be set to anchor bolt , used 4M24 bolt .
3)Column base plate area and thickness calculated
A. Confirmed the column base plate area
b=b0+2t+2c=200+2×12+2×(20~50)=264~324mm,b=300mm;
h=h0+2t+2c=450+2×12+2×(20~50)=514~574mm,h=550mm;
Checking the concrete under base plate design value of Axial compressive strength:
Foundation used C20 Concrete , fc=9.6N/mm2
22
3
/6.9/62.0
550300
1082.102
mmNfmmN
bh
N
cc
, OK
B. Confirmed the thickness of Base plate
According the Column Base Plate area that segmented by column web plate and flange
plate calculate separately the maximum bending moment that base plate bearing, as for
three plate support area : b2/b1=96/426=0.225<0.3 , Calculated by cantilever plate with
length of b2 : mNaM 660814662.0
2
1
2
1 22
4
Cantilever Plate part : mNaM 7755062.0
2
1
2
1 22
4
Base Plate thickness : mmfMt 6.13215/66086/6 max , t=20mm。
6.Other Structure Calculated
(1) Fly Bracing Design
Fly Bracing design according axle-center pressed structural member, axle center N
calculated as following :
27. - 27 -
KNN
fAf
N
y
16.121009.12
68.44cos60
21512200
235cos60
3
Connected bolt used normal C grade M12
Bolt , The calculation length of the corner
supports the distance between the two ends
of the bolt center : l0=633mm , used L50x4 ,
section properties:
A=3.90cm2
,Iu=14.69cm4
,Wu=4.16cm3
,
iu=1.94cm,iv=0.99cm
λ u=l0/ iu=633/19.4=32.6<[λ ]=200,
b type section , ψu=0.927
Strength design value that single side
connected angle multiplied with the
reduction factor , αy:λ=633/9.9=63.94,
αy=0.6+0.0015λ=0.696
22
3
/215/0.48
390927.0696.0
1016.12
mmNfmmN
A
N
uy
, OK
(2) Purlin Design
Basic Information
Purlin used Galvanized C section steel, design according
single span simple member, roof slope :1/10,purlin
span6m ,set one row sag rod , purlin distance 1.5m ,steel
materials Q235B.
Loading and Internal force
Consider the combination of dead load and roof live load as the control effect ,
Purlin linear load standard value: Pk=(0.27+0.5)×1.5=1.155KN/m
Purlin linear load design value: Pk=(1.2×0.27+1.4×0.5)×1.5=1.536KN/m
Px=Psinα=0.153KN/m,Py=Pcosα=1.528KN/m ;
Design value of bending moment :
28. - 28 -
Mx=Pyl2
/8=1.528×62
/8=6.88KN·m
My=Pxl2
/8=0.153×62
/32=0.17KN·m
Section choose and section properties
Choose : C180×70×20×2.2
Ix=374.90cm4
,Wx=41.66cm3
,ix=7.06cm;
Iy=48.97cm4
,Wymax=23.19cm3
,Wymin=10.02cm3
,iy=2.55cm,χ 0=2.11cm;
Section stress calculated according gross section :
2
3
6
3
6
max
1 /48.172
1019.23
1017.0
1066.41
1088.6
mmN
W
M
W
M
y
y
x
x
(Press)
2
3
6
3
6
min
2 /18.148
1002.10
1017.0
1066.41
1088.6
mmN
W
M
W
M
y
y
x
x
(Press)
2
3
6
3
6
max
3 /82.157
1019.23
1017.0
1066.41
1088.6
mmN
W
M
W
M
y
y
x
x
(Pull)
Stability Coefficient of the stress steel structure
Web Plate
Web Plate is the stiffened Plate,ψ=σmin/σmax=-157.82/172.48=-0.915>-1,
k=7.8-6.29ψ+9.78ψ2
=21.743
Up Flange Plate
Up flange plate is the biggest press act on the support edge of the stiffened plate
ψ=σmin/σmax=148.18/172.48=0.859>-1,
kc=5.89-11.59ψ+6.68ψ2
=0.863
The effective wide of the press plate
Web Plate
k=21.743,kc=0.863,b=180mm,c=70mm,t=2.2mm,σ1=172.48N/mm2
1.1952.1
863.0
743.21
180
70
ck
k
b
c
Coefficient of constraint action between plate components
k1=0.11+0.93/(ξ-0.05)2
=0.367
080.348.172/743.21367.0205/205 11 kk
29. - 29 -
Because ψ=σmin/σmax<0 , α=1.5 .
bc=b/(1-ψ)=180/(1+0.915)=93.99mm
b/t=180/2.2=81.82
18αρ=18×1.15×3.080=63.76,38αρ=38×1.15×3.080=134.60
So 18αρ<b/t<38αρ
So the effective wide of section
mmb
tb
b ce 62.8199.93)1.0
82.81
060.315.18.21
)1.0
/
8.21
(
be1=0.4be=0.4×81.62=32.65mm,be2=0.6be=0.6×81.62=48.97mm
B. Top flange plate
k=0.863 , kc=21.743, b=70mm, c=180mm , σ1=172.48N/mm2
1.1512.0
743.21
863.0
70
180
ck
k
b
c
Coefficient of constraint action between plate components
398.1512.0/1/11 k
197.148.172/863.0398.1205/205 11 kk
Because ψ=σmin/σmax>0,则 α=1.15-0.15ψ=1.15-0.15×0.859=1.021,
bc=b=70mm,b/t=70/2.2=31.82
18αρ=18×1.021×1.197=22.00,38αρ=38×1.021×1.197=46.44
So 18αρ<b/t<38αρ
So the effective wide of section
mmb
tb
b ce 05.5770)1.0
82.31
197.1021.18.21
)1.0
/
8.21
(
be1=0.4be=0.4×57.0
5=22.82mm,be2=0.6be=0.6×57.05=34.23mm
Purlin top flange plate and Web plate effective area
30. - 30 -
C. Lower Flange Plate
Lower Flange Plate total cross section under tension and effective .
D. Effective net-section modulus
Top Flange deduct area the wide :70-57.05=12.95mmWeb Plate deduct area the wide :
93.99-81.62=12.37mm, and the calculated section of web plate with aφ 13 sag rod hole
(35mm distance from top flange plate), hole position same as the deduct area, so the
deduct area of web plate calculated accordingφ 13.see figure ,the effective net-section
modulus :
34
224
10813.3
90
)3590(2.213902.295.121090.374
mmWenx
1.21
)2/2.21.21(2.213)1.2182.222/95.12(2.295.121097.48 224
max
enyW
34
10257.2 mm
1.2170
)2/2.21.21(2.213)1.2182.222/95.12(2.295.121097.48 224
max
enyW
34
10974.0 mm
Wenx/Wx=0.915,Wenymax/Wymax=0.973,Wenymin/Wymin=0.972
Strength Calculated
Consider roof could stop purlin lateral buckling and torsion:
22
4
6
4
6
max
1 /205/97.187
10257.2
1017.0
10813.3
1088.6
mmNfmmN
We
M
W
M
ny
y
enx
x
22
4
6
4
6
min
2 /205/99.162
10974.0
1017.0
10813.3
1088.6
mmNfmmN
We
M
W
M
ny
y
enx
x
Deflection Calculated
mmlmmy 30200/][11.25
109.37410206
6000"38'425cos155.1
384
5
43
4
,OK
31. - 31 -
Structural requirement
λx=600/7.06=85.0<[λ]=200 , OK
λy=300/2.55=117.6<[λ]=200 , OK
(3) Wall Girt Design
1)Basic Information
The Building project is single floor workshop, column distance 6m,eave height
6m ,above1.2m is corrugated single color sheet ,wall girt distance 1.5m, one row sag rod,
steel materials Q235B
2)Loading Calculated
Wall Girt used Galvanized C section steel :160x60x20x2.5mm ,wall weight : 0.22KN/m2
Wind Loading
Basic wind loading: ω0=1.05×0.45=0.473KN/m2
, wind loading standard value calculated
according CECS102:2002 ωk=μsμzω0,μs=-1.1(+1.0)
When Calculated the wall girt no need calculated the weight of wall ,the wall sit on ground
qx=1.2×0.07=0.084KN/m,qy=-1.1×0.473×1.5×1.4=-1.093KN/m
3)Internal force calculated
Mx=0.084×62
/8=0.378KN·m , My=1.093×62
/8=4.919KN·m
4)Strength Calculated
Wall Girt :C160×60×20×2.5mm
Wxmax=19.47cm3
,Wmin=8.66cm3
,Wy=36.02cm3
,Iy=288.13cm4
Reference wall purlin calculated result and project experience
Wenx=0.9 Wx , Weny=0.9 Wy
22
3
6
3
6
/205/2.200
1002.369.0
10919.4
1066.89.0
10378.0
mmNfmmN
W
M
W
M
eny
y
enx
x
Under wind suction , the sag rod set at the internal of wall girt ,and arrange the inclined
sag rod at the bottom of column ,and corrugated color sheet strong connected with
32. - 32 -
outside of wall girt ,so don’t need calculated the overall stability of wall girt.
5) Deflection calculated
mmlmm 30200/][3.22
1013.28810206
60005.1473.01.1
384
5
43
4
, OK
(4) Wind Column Design
Basic information
Wind Column height 6274mm ,distance 6m ,bearing loading including self-weight, wall
girt weight ,and gable wall wind loading ,wind column hinge connected with foundation,
design as compression-bending members. Wind Column used as simple member which
support roof beam and foundation.
Wind Pressure ω0=0.45KN/m2
, Ground roughness category B, Fly Bracing distance
3.0m,Wind Column used Q235B steel .
Loading Calculated
Wind Column used H section steel 300×200×6×10, self-weight:g1=44.6kg/m
Wind Loading calculated according : CECS102:2002
ωk=μsμzω0 ,μs=-1.0(+1.0) ,ω0=1.05×0.45=0.473KN/m2
qz=1.2×(0.07×6×3+44.6×6.274×10-2
)=4.87KN
qy=1.4×1.0×1.0×0.473×6=3.97KN/m
Wind Column eccentricity under wall girt act :1.2×0.07×6×3×0.23=0.35KN·m
Internal Force Calculated
N=4.87KN , M=1/8×3.97×6.2742
+0.35=19.88KN·m
Local Stability Checking of Steel Structure
Width-to-thickness ratio of flange : b/t=96/10=9.6< yf/23513
2
3
63
max
min /
49.30
21.32
101.634
1088.19
56800
1087.4
mmN
W
M
A
N
x
x
947.1
max
minmax
0
,因 1.6<α 0<2.0,
l0=6274mm,λ x= l0/ ix=48.5<[λ ]=150
33. - 33 -
7.46
6
280
5.91
235
)2.265.048( 0
0
wy t
h
f
, OK
Strength Calculated
Section Properties : A=56.8cm2
,Ix=9511cm4,Wx=634.1cm3
,ix=12.94cm,
Iy=1334cm4
,Wy=133.4cm3
,iy=4.85cm
22
3
63
/215/7.30
101.63405.1
1088.19
56800
1087.4
mmNfmmN
W
M
A
N
nxx
x
n
Checking the In-plane stability under bending moment
λ=48.5 , b type section , ψx=0.863
KN
EA
NEX 1.4463
5.481.1
568010206
1.1 2
32
2
2
'
,βmx=1.0
)
1.4463
87.4
8.01(101.63405.1
1088.190.1
56800863.0
1087.4
)8.01( 3
63
'1
EX
xx
xmx
x
N
N
W
M
A
N
=30.85N/mm2
<f=215 N/mm2
, OK
Checking the Out-plane stability under bending moment
Consider the fly bracing as Lateral Support of Out-plane wind column l0y=3000mm,
λy= l0y/ iy=3000/48.5=61.9<[λ]=150,b type section , ψy=0.797
983.0
23544000
07.1
2
yy
b
f
,η=1.0,βtx=1.0
3
63
1 101.634983.0
1088.190.10.1
56800797.0
1087.4
xb
xtx
y W
M
A
N
=32.97N/mm2
<f=215 N/mm2
OK
Deflection Calculated
Wind Column under the action of horizontal wind loading could see as single
span ,simply-supported beam and calculated horizontal deflection according below:
mmlmm
EI
l
x
k
7.15400/][1.4
10951110206
627497.3
384
5
384
5
43
44
34. - 34 -
Column Foot Design
Because wind column bear small vertical load, so the base plate size used
400x300x20mm,anchor bolt used 2M20.
(5)Column Bracing Design
Column Bracing Layout as Below
Column bracing is diagonal strut, used X cross rod bracing ,strut could also used as purlin,
Column Bracing loading and internal force
Bracing calculated figure as below :
The wind loading at the top of gable wall(gable wall height 7.2m)
μs=0.8+0.5=1.3 ,ω1=1.3×1.0×0.45×18×7.35/2=38.70KN
35. - 35 -
According half wall action on 1/3 wind loading consider the loading standard value:
Fwk=1/3×1/2×38.70=6.45KN
Node loading design value : Fw=1.4×6.45=9.03KN
diagonal strut tension design value N=9.03/cos43.9191°=12.54KN
diagonal strut section design and strength checking
used φ12 rod , A=113.0mm2
Strength Calculated :N/A=12.54×103
/113.0=111.0N/mm2
<f= 215N/mm2
Ridge Calculated : tension rod no need consider the required of slenderness ratio
But Consider the structural used φ16 rod
(6)Roof Horizontal Bracing
Roof Bracing Layout Plan
Purlin distance 1.5m ,horizontal bracing :3m
Roof Bracing loading and internal force
Roof bracing used tension rod, bracing calculated as figure.
On gable wall side wind loading shape coefficient μs=1.0.
36. - 36 -
Node Loading Standard Value: Fwk=0.45×1.0×1.0×3.0×7.35/2=4.96KN ;
Node Loading Design Value : Fw=4.96×1.4=6.94KN;
Diagonal strut tension design value : N=2.5×6.94/cos29.0546°=19.85KN
Diagonal strut section design and strength calculated
Diagonal strut used :φ12 rod , A=113.0mm2
Strength Calculated :N/A=19.85×103
/113.0=175.7N/mm2
<f= 215N/mm2
Ridge Calculated: tension rod no need consider the required of slenderness ratio
But Consider the structural used φ16 rod
(7)Canopy Design
(1) Basic Information
Canopy total length 6000mm,overhang type, overhang length 1500,used Q235B steel,
Purlin used C180×70×20×2.2mm
(2) Loading Calculated
1)Dead Loading
Corrugated single color sheet 0.15KN/m2
Purlin, Canopy Beam and other structures 0.10 KN/m2
Total 0.25 KN/m2
Canopy Beam linear load standard value : 0.25×3=0.75 KN/m2
2)Live Loading
Along the wide of sheet each 1.0m choose one construction and repair loading ,each
concentrated load 1.0Kn, act area at the outside edge of canopy, so the live loading on
canopy is 3.5Kn.
3)Wind Loading
Wind loading shape coefficient of canopy :μs=2.0 ,ω0=0.45KN/m2
ωk=μsμzω0=2.0×1.0×0.45=0.90 KN/m2
Convert the loading standard value act on
canopy beam: 0.90×3=2.70KN/m
(3)Internal calculated and section design
37. - 37 -
Canopy Beam calculated as figure g+q=1.2×0.75+1.4×2.70=4.68KN/m
P=1.4×3.5=4.9KN
Most critical section on the root of beam :
M=12.62KN·m , V=11.92KN
Canopy Beam used variable cross-section built up H beam (200~100)×150×6×8
Beam root section properties :
A=3504m2
,Ix=6×1843
/12+8×150×962
×2=2523×104
mm4
,
Wx=2523×104
/96=26.3×104
mm3
22
3
0
/125/8.10
1846
1092.11
mmNfmmN
th
V
v
w
, OK
22
4
6
/215/7.45
103.2605.1
1062.12
mmNfmmN
W
M
nxx
x
, OK
Canopy beam connected with column used 4M20 normal C grade bolt
-END-