The document provides derivations of design equations for reinforced concrete beams. It begins by deriving the equation for maximum moment capacity of a singly reinforced beam based on concrete strength as M=0.167*fck*b*d^2. It then derives equations for doubly reinforced beams where compression steel is also required. The document further derives equations for design of flanged beams depending on whether the neutral axis lies within the flange or web. It concludes by outlining design procedures for singly and doubly reinforced beams.
Foundation Reinforcement Calcs & Connection CalcsMagdel Kotze
This document provides calculations for the reinforcement design of concrete beams and foundations for the Gokwe Water Tank project. It includes:
1) Calculation of bending reinforcement for various sagging and hogging moments in concrete beams.
2) Calculation of reinforcement for uplift/hogging moments in concrete foundation strips due to column and soil loading.
3) Details and calculations for fixed beam-column connections including end plates, top plates, and cleat designs. Reinforcement and bolts are designed to resist shear, moment and tension forces determined from structural analysis models.
This document summarizes the design of a circular overhead water tank with the following key details:
- The tank will be located in Panchampalli village and have a capacity of 750 cubic meters to serve a population of 1873 people.
- The tank dimensions include a 15 meter height and 12.6 meter diameter.
- The structural components including the dome, wall, ring beam, floor slab, columns, and footings will be designed using the Limit State method.
- STAAD and AutoCAD software will be used to analyze and detail the structural design. Reinforcement will be designed to resist forces from water pressure and other loads.
check it out: http://goo.gl/vqNk7m
CADmantra Technologies pvt. Ltd. is a CAD Training institute specilized in producing quality and high standard education and training. We are providing a perfact institute for the students intersted in CAD courses CADmantra is established by a group of engineers to devlop good training system in the field of CAD/CAM/CAE, these courses are widely accepted worldwide.
#catiatraining
#ANSYS #CRE-O
#hypermesh
#Automobileworkshops
#enginedevelopment
#autocad
#sketching
1) The document discusses the flexural analysis and design of reinforced concrete beams. It covers typical beam behavior, stress calculations, flexural equations, and examples of determining nominal moment capacity.
2) Key aspects reviewed include the assumptions in flexural analysis, cracking moment calculations, strain distributions, balanced sections, and code limits on minimum and maximum steel ratios.
3) Practical considerations for concrete dimensions and reinforcement spacing are also addressed. Examples show how to calculate nominal moment strength and design flexural strength for given beam cross-sections.
1) Ribs are an important structural member in slabs that carry loads and transfer them to beams and columns.
2) The document provides details on the design of positive and negative reinforcement for two ribs (R1 and R2) in a slab.
3) The design includes calculating steel ratios and areas based on the ultimate moments, concrete properties, and code requirements. Reinforcement is selected to meet the calculated minimum area.
The document provides steps for designing different structural elements:
1. Design of a beam subjected to torsion including calculation of torsional and bending moments, determination of steel requirements, and detailing.
2. Design of continuous beams involving calculation of bending moments and shears, reinforcement sizing, shear design, deflection check, and detailing including curtailment.
3. Design of circular water tanks with both flexible base and rigid base using approximate and IS code methods. This includes sizing hoop and vertical tension reinforcement, sizing wall thickness, designing cantilever sections and base slabs, and providing detailing diagrams.
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 derivations of design equations for reinforced concrete beams. It begins by deriving the equation for maximum moment capacity of a singly reinforced beam based on concrete strength as M=0.167*fck*b*d^2. It then derives equations for doubly reinforced beams where compression steel is also required. The document further derives equations for design of flanged beams depending on whether the neutral axis lies within the flange or web. It concludes by outlining design procedures for singly and doubly reinforced beams.
Foundation Reinforcement Calcs & Connection CalcsMagdel Kotze
This document provides calculations for the reinforcement design of concrete beams and foundations for the Gokwe Water Tank project. It includes:
1) Calculation of bending reinforcement for various sagging and hogging moments in concrete beams.
2) Calculation of reinforcement for uplift/hogging moments in concrete foundation strips due to column and soil loading.
3) Details and calculations for fixed beam-column connections including end plates, top plates, and cleat designs. Reinforcement and bolts are designed to resist shear, moment and tension forces determined from structural analysis models.
This document summarizes the design of a circular overhead water tank with the following key details:
- The tank will be located in Panchampalli village and have a capacity of 750 cubic meters to serve a population of 1873 people.
- The tank dimensions include a 15 meter height and 12.6 meter diameter.
- The structural components including the dome, wall, ring beam, floor slab, columns, and footings will be designed using the Limit State method.
- STAAD and AutoCAD software will be used to analyze and detail the structural design. Reinforcement will be designed to resist forces from water pressure and other loads.
check it out: http://goo.gl/vqNk7m
CADmantra Technologies pvt. Ltd. is a CAD Training institute specilized in producing quality and high standard education and training. We are providing a perfact institute for the students intersted in CAD courses CADmantra is established by a group of engineers to devlop good training system in the field of CAD/CAM/CAE, these courses are widely accepted worldwide.
#catiatraining
#ANSYS #CRE-O
#hypermesh
#Automobileworkshops
#enginedevelopment
#autocad
#sketching
1) The document discusses the flexural analysis and design of reinforced concrete beams. It covers typical beam behavior, stress calculations, flexural equations, and examples of determining nominal moment capacity.
2) Key aspects reviewed include the assumptions in flexural analysis, cracking moment calculations, strain distributions, balanced sections, and code limits on minimum and maximum steel ratios.
3) Practical considerations for concrete dimensions and reinforcement spacing are also addressed. Examples show how to calculate nominal moment strength and design flexural strength for given beam cross-sections.
1) Ribs are an important structural member in slabs that carry loads and transfer them to beams and columns.
2) The document provides details on the design of positive and negative reinforcement for two ribs (R1 and R2) in a slab.
3) The design includes calculating steel ratios and areas based on the ultimate moments, concrete properties, and code requirements. Reinforcement is selected to meet the calculated minimum area.
The document provides steps for designing different structural elements:
1. Design of a beam subjected to torsion including calculation of torsional and bending moments, determination of steel requirements, and detailing.
2. Design of continuous beams involving calculation of bending moments and shears, reinforcement sizing, shear design, deflection check, and detailing including curtailment.
3. Design of circular water tanks with both flexible base and rigid base using approximate and IS code methods. This includes sizing hoop and vertical tension reinforcement, sizing wall thickness, designing cantilever sections and base slabs, and providing detailing diagrams.
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
Content;
1. Top spherical dome.
2. Top ring beam.
3. Cylindrical wall.
4. Bottom ring beam.
5. Conical dome.
6. Circular ring beam.
The basics of enticing water tank design and the related components are broadly calculated in this document. The next few documents will demonstrate the design of Intze tank members like column, bracing and foundation. Keep following the updates.....
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.
Analysis and Design of Residential building.pptxDP NITHIN
Complete introduction to the design and design concepts, design of structural
members like slabs, beams, columns, footing etc. along with their calculation and
Detailing through structural drawings.
One way slab is designed for an office building room measuring 3.2m x 9.2m. The slab is 150mm thick with 10mm diameter reinforcement bars spaced 230mm centre to centre. It is simply supported on 300mm thick walls and designed to support a 2.5kN/m2 live load. Reinforcement provided meets code requirements for minimum area and spacing. Design checks for cracking, deflection, development length and shear are within code limits.
This is a most common type of retaining wall. It is consists of a vertical wall (stem), heel slab and toe slab which act as cantilever beams. Its stability is maintained by the weight of the retaining wall and the weight of the earth on the heel slab of the retaining wall. It is generally used when the height of wall up to 6m.
The cantilever retaining wall resists the horizontal earth pressure as wall as other vertical pressure by way bending of various components acting as cantilevers.
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 provides details on the design of a reinforced concrete column footing to support a column load of 1100kN from a 400mm square column. It describes the design process which includes determining the footing size, calculating bending moment, reinforcement requirements, checking shear capacity and development length. The design example shows a 3.5m x 3.5m square footing with 12mm diameter bars at 100mm c/c is adequate to support the given load based on the specified material properties and design codes. Reinforcement and footing details are also provided.
The document provides details on the design of a reinforced concrete column footing to support a column with a load of 1100kN. It includes calculating the footing size as a 3.5m x 3.5m square to support the load, determining the reinforcement with 12mm diameter bars at 100mm spacing, and checking that the design meets requirements for bending capacity, shear strength, and development length. The step-by-step worked example shows how to analyze and detail the reinforcement of the column footing.
The document summarizes an internship project analyzing and designing a G+3 residential building. It includes modeling the building in ETABS, analyzing it to determine bending moments and shear forces, and designing structural elements like beams, columns, slabs, footings and stairs. The internship took place over 7 weeks at Zenith Constructions, where the student gained practical skills in structural design, analysis software, and site visits to understand real-world applications.
this slide will clear all the topics and problem related to singly reinforced beam by limit state method, things are explained with diagrams , easy to understand .
This document provides design details for the reinforcement of a 300mm thick flat slab with 4.5m spacing between columns. The slab is for an office with a specified imposed load of 1kN/m2 for finishes and 4kN/m2 imposed. Perimeter load is assumed to be 10kN/m. Concrete strength is C30/37. Analysis and design is carried out for grid line C, which is considered as a 6m wide bay. Reinforcement requirements are calculated for flexure, deflection, punching shear, and transfer of moments to columns. Reinforcement arrangements are proposed to meet the calculated requirements.
This document provides design calculations for beams in a health center project. It includes beam design parameters, load calculations, reinforcement requirements, and design checks for various beam sections. Key information includes:
- Beams are designed for 3 levels at heights of 7.2m, 10.2m, and 13.2m.
- Calculations are provided for longitudinal and transverse reinforcement requirements to resist bending moment, shear, and torsional loads.
- Reinforcement details including bar marks and areas are specified for different regions of the beams.
- Design checks are performed to ensure reinforcement satisfies code requirements.
This document provides design calculations for beams in a health center project. It includes beam design parameters, load calculations, reinforcement requirements, and design checks for various beam sections. Key information includes:
- Beams are designed for 3 levels at heights of 7.2m, 10.2m, and 13.2m.
- Calculations are provided for longitudinal and transverse reinforcement requirements to resist bending moment, shear, and torsional loads.
- Reinforcement details including bar marks and areas are specified for different regions of the beams.
- Design checks are performed to ensure reinforcement satisfies code requirements.
This document discusses the limit state method for designing reinforced concrete beams. It describes key concepts like limit states, stress-strain curves for concrete and steel, and the parameters used to calculate the depth of the neutral axis and moment of resistance. There are three main types of reinforced concrete beams discussed: singly reinforced, doubly reinforced, and singly or doubly reinforced flanged beams. The document focuses on the design and analysis of singly reinforced beams, providing examples of determining the moment of resistance of a given cross-section, as well as designing a beam to resist a specific bending moment.
This document discusses compression testing and summarizes:
1. It describes the barrel shape of compressed specimens and types of failure under compression.
2. It outlines limitations of compression tests and precautions needed for the tests.
3. It provides information on specimen size, shape, and dimensions for different test purposes and defines terms like elastic limit stress, ultimate compressive strength, and modulus.
This Presentation deals with the Design of a Cantilever Retaining Wall with no surcharge.
Please notify any errors you may find in the ppt.
thankyou for your time.
The document discusses different methods of concrete design including working stress method, limit state method, ultimate load method, and probabilistic method. It then focuses on explaining the limit state method. Key points include:
- The limit state method aims to achieve an acceptable probability that a structure will not reach an unsafe limit state during its lifetime.
- Structures must withstand all reliably expected loads over lifetime and satisfy serviceability requirements like deflection and cracking limits.
- Important limit states to consider in design are flexure, compression, shear, and torsion failure modes.
- Examples are given of analyzing and designing reinforced concrete beam sections using the limit state method. Design calculations for moment of resistance are shown.
The document discusses different methods of designing concrete structures, focusing on the limit state method. It describes the limit state method's goal of achieving an acceptable probability that a structure will not become unsuitable for its intended use during its lifetime. The document then discusses stress-strain curves for concrete and steel. It covers stress block parameters and equations for calculating the depth of the neutral axis and moment of resistance for singly reinforced concrete beams. The document concludes by providing examples of analyzing an existing beam section and designing a new beam section.
Content;
1. Top spherical dome.
2. Top ring beam.
3. Cylindrical wall.
4. Bottom ring beam.
5. Conical dome.
6. Circular ring beam.
The basics of enticing water tank design and the related components are broadly calculated in this document. The next few documents will demonstrate the design of Intze tank members like column, bracing and foundation. Keep following the updates.....
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.
Analysis and Design of Residential building.pptxDP NITHIN
Complete introduction to the design and design concepts, design of structural
members like slabs, beams, columns, footing etc. along with their calculation and
Detailing through structural drawings.
One way slab is designed for an office building room measuring 3.2m x 9.2m. The slab is 150mm thick with 10mm diameter reinforcement bars spaced 230mm centre to centre. It is simply supported on 300mm thick walls and designed to support a 2.5kN/m2 live load. Reinforcement provided meets code requirements for minimum area and spacing. Design checks for cracking, deflection, development length and shear are within code limits.
This is a most common type of retaining wall. It is consists of a vertical wall (stem), heel slab and toe slab which act as cantilever beams. Its stability is maintained by the weight of the retaining wall and the weight of the earth on the heel slab of the retaining wall. It is generally used when the height of wall up to 6m.
The cantilever retaining wall resists the horizontal earth pressure as wall as other vertical pressure by way bending of various components acting as cantilevers.
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 provides details on the design of a reinforced concrete column footing to support a column load of 1100kN from a 400mm square column. It describes the design process which includes determining the footing size, calculating bending moment, reinforcement requirements, checking shear capacity and development length. The design example shows a 3.5m x 3.5m square footing with 12mm diameter bars at 100mm c/c is adequate to support the given load based on the specified material properties and design codes. Reinforcement and footing details are also provided.
The document provides details on the design of a reinforced concrete column footing to support a column with a load of 1100kN. It includes calculating the footing size as a 3.5m x 3.5m square to support the load, determining the reinforcement with 12mm diameter bars at 100mm spacing, and checking that the design meets requirements for bending capacity, shear strength, and development length. The step-by-step worked example shows how to analyze and detail the reinforcement of the column footing.
The document summarizes an internship project analyzing and designing a G+3 residential building. It includes modeling the building in ETABS, analyzing it to determine bending moments and shear forces, and designing structural elements like beams, columns, slabs, footings and stairs. The internship took place over 7 weeks at Zenith Constructions, where the student gained practical skills in structural design, analysis software, and site visits to understand real-world applications.
this slide will clear all the topics and problem related to singly reinforced beam by limit state method, things are explained with diagrams , easy to understand .
This document provides design details for the reinforcement of a 300mm thick flat slab with 4.5m spacing between columns. The slab is for an office with a specified imposed load of 1kN/m2 for finishes and 4kN/m2 imposed. Perimeter load is assumed to be 10kN/m. Concrete strength is C30/37. Analysis and design is carried out for grid line C, which is considered as a 6m wide bay. Reinforcement requirements are calculated for flexure, deflection, punching shear, and transfer of moments to columns. Reinforcement arrangements are proposed to meet the calculated requirements.
This document provides design calculations for beams in a health center project. It includes beam design parameters, load calculations, reinforcement requirements, and design checks for various beam sections. Key information includes:
- Beams are designed for 3 levels at heights of 7.2m, 10.2m, and 13.2m.
- Calculations are provided for longitudinal and transverse reinforcement requirements to resist bending moment, shear, and torsional loads.
- Reinforcement details including bar marks and areas are specified for different regions of the beams.
- Design checks are performed to ensure reinforcement satisfies code requirements.
This document provides design calculations for beams in a health center project. It includes beam design parameters, load calculations, reinforcement requirements, and design checks for various beam sections. Key information includes:
- Beams are designed for 3 levels at heights of 7.2m, 10.2m, and 13.2m.
- Calculations are provided for longitudinal and transverse reinforcement requirements to resist bending moment, shear, and torsional loads.
- Reinforcement details including bar marks and areas are specified for different regions of the beams.
- Design checks are performed to ensure reinforcement satisfies code requirements.
This document discusses the limit state method for designing reinforced concrete beams. It describes key concepts like limit states, stress-strain curves for concrete and steel, and the parameters used to calculate the depth of the neutral axis and moment of resistance. There are three main types of reinforced concrete beams discussed: singly reinforced, doubly reinforced, and singly or doubly reinforced flanged beams. The document focuses on the design and analysis of singly reinforced beams, providing examples of determining the moment of resistance of a given cross-section, as well as designing a beam to resist a specific bending moment.
This document discusses compression testing and summarizes:
1. It describes the barrel shape of compressed specimens and types of failure under compression.
2. It outlines limitations of compression tests and precautions needed for the tests.
3. It provides information on specimen size, shape, and dimensions for different test purposes and defines terms like elastic limit stress, ultimate compressive strength, and modulus.
This Presentation deals with the Design of a Cantilever Retaining Wall with no surcharge.
Please notify any errors you may find in the ppt.
thankyou for your time.
The document discusses different methods of concrete design including working stress method, limit state method, ultimate load method, and probabilistic method. It then focuses on explaining the limit state method. Key points include:
- The limit state method aims to achieve an acceptable probability that a structure will not reach an unsafe limit state during its lifetime.
- Structures must withstand all reliably expected loads over lifetime and satisfy serviceability requirements like deflection and cracking limits.
- Important limit states to consider in design are flexure, compression, shear, and torsion failure modes.
- Examples are given of analyzing and designing reinforced concrete beam sections using the limit state method. Design calculations for moment of resistance are shown.
The document discusses different methods of designing concrete structures, focusing on the limit state method. It describes the limit state method's goal of achieving an acceptable probability that a structure will not become unsuitable for its intended use during its lifetime. The document then discusses stress-strain curves for concrete and steel. It covers stress block parameters and equations for calculating the depth of the neutral axis and moment of resistance for singly reinforced concrete beams. The document concludes by providing examples of analyzing an existing beam section and designing a new beam section.
Similar to CANTILEVER RETAINING WALL FOR CIVIL ENGINEER (20)
This document discusses four types of pressure: absolute pressure, which is measured relative to a perfect vacuum; atmospheric pressure, which is the pressure exerted by the atmosphere; gauge pressure, which is measured relative to atmospheric pressure; and vacuum pressure, which is below atmospheric pressure and commonly used in manufacturing and scientific applications. Gauge pressure and absolute pressure are expressed in units like pascals, while vacuum pressure is typically a negative value relative to atmospheric pressure.
There are three main types of upper floors:
1. Self-centering floors can return to their original position after forces like earthquakes and are used in seismic construction.
2. Partially self-centering floors can return partially but not fully to the original position and provide some protection against seismic forces.
3. Non self-centering floors do not return to the original position and do not provide adequate protection during seismic events.
Formwork is used to support wet concrete for upper floors and can be traditional timber and steel or modular panels that are faster to install. Modular forms come in wall, slab and column types and are reusable.
Notes on introduction and design ofTEMPORARY WORKS (BTECH).pdfVICTOR A. KIPLAGAT
Temporary works refer to structures used during construction but not part of the finished project, such as formwork, falsework, shoring, scaffolding, and temporary access. Shoring is a temporary support system used to prevent structural collapse during construction. There are three main types of shoring: raking shores which use inclined members to laterally support walls; flying or horizontal shores which provide horizontal support between two walls; and dead or vertical shores which use vertical posts to support horizontal members bearing wall loads. Underpinning strengthens existing foundations by excavating beneath them and adding new supports like concrete, piles, or beams.
Caissons are watertight chambers used in construction and diving. In construction, they create a dry work environment under water or mud for bridges, dams, and other structures. There are three main types of caissons - open, pneumatic, and box - each used in different construction applications. Pneumatic caissons are most common, using compressed air to create a dry interior. Defects like sinking can occur if not properly constructed. Cofferdams are temporary structures that divert water flow to create a dry work area. Common types are gravity, sheet pile, and arch cofferdams, built using different materials and methods depending on site conditions. Dredging removes sediment to deepen waterways
Introduction to Railway Engineering design and constructionVICTOR A. KIPLAGAT
The document discusses railway engineering and the history and components of railways. It can be summarized as follows:
Railway engineering involves the design, construction, and maintenance of rail transport systems and infrastructure. It has a long history dating back to the early 19th century with the development of steam locomotives and expansion of railway networks throughout the 19th and early 20th centuries. Key components of railways include rails, sleepers, ballast, and other fixtures that together form the permanent way needed to support train traffic and ensure safe and reliable transportation.
General Building Construction-Foundation walls topic 3.VICTOR A. KIPLAGAT
This document defines a foundation wall and lists the basic tools needed to build one. It describes the process of setting out a foundation wall, which involves fixing strings, transferring wall face lines, and marking the concrete strip. The first course is then constructed by setting blocks on the corners and filling the remaining parts. The document also lists common materials used in foundation walls such as stones, bricks, concrete blocks, and mortar. It provides details on the production process for bricks, including preparation, moulding, drying, and burning. Brick sizes and classifications based on variety, quality, and type are also outlined.
This document provides a structural design calculation for a maintenance workshop and stores project at RLIC for Jaidah Group. It includes the design of an office building with a reinforced concrete beam-column frame and slab structure. Design data is presented including load assumptions, material properties, and structural system descriptions. Slab designs are shown for various floors and roof slabs with reinforcement details. Design checks for bending moment and deflection are included.
Impartiality as per ISO /IEC 17025:2017 StandardMuhammadJazib15
This document provides basic guidelines for imparitallity requirement of ISO 17025. It defines in detial how it is met and wiudhwdih jdhsjdhwudjwkdbjwkdddddddddddkkkkkkkkkkkkkkkkkkkkkkkwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwioiiiiiiiiiiiii uwwwwwwwwwwwwwwwwhe wiqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqq gbbbbbbbbbbbbb owdjjjjjjjjjjjjjjjjjjjj widhi owqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqq uwdhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhwqiiiiiiiiiiiiiiiiiiiiiiiiiiiiw0pooooojjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjj whhhhhhhhhhh wheeeeeeee wihieiiiiii wihe
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This is an overview of my current metallic design and engineering knowledge base built up over my professional career and two MSc degrees : - MSc in Advanced Manufacturing Technology University of Portsmouth graduated 1st May 1998, and MSc in Aircraft Engineering Cranfield University graduated 8th June 2007.
We have designed & manufacture the Lubi Valves LBF series type of Butterfly Valves for General Utility Water applications as well as for HVAC applications.
Online train ticket booking system project.pdfKamal Acharya
Rail transport is one of the important modes of transport in India. Now a days we
see that there are railways that are present for the long as well as short distance
travelling which makes the life of the people easier. When compared to other
means of transport, a railway is the cheapest means of transport. The maintenance
of the railway database also plays a major role in the smooth running of this
system. The Online Train Ticket Management System will help in reserving the
tickets of the railways to travel from a particular source to the destination.
Covid Management System Project Report.pdfKamal Acharya
CoVID-19 sprang up in Wuhan China in November 2019 and was declared a pandemic by the in January 2020 World Health Organization (WHO). Like the Spanish flu of 1918 that claimed millions of lives, the COVID-19 has caused the demise of thousands with China, Italy, Spain, USA and India having the highest statistics on infection and mortality rates. Regardless of existing sophisticated technologies and medical science, the spread has continued to surge high. With this COVID-19 Management System, organizations can respond virtually to the COVID-19 pandemic and protect, educate and care for citizens in the community in a quick and effective manner. This comprehensive solution not only helps in containing the virus but also proactively empowers both citizens and care providers to minimize the spread of the virus through targeted strategies and education.
A high-Speed Communication System is based on the Design of a Bi-NoC Router, ...DharmaBanothu
The Network on Chip (NoC) has emerged as an effective
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Chip (SoC) designs, overcoming the limitations of traditional
methods that face significant bottlenecks. However, the complexity
of NoC design presents numerous challenges related to
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consumption, and signal integrity. This project addresses the
issues within the router's memory unit and proposes an enhanced
memory structure. To achieve efficient data transfer, FIFO buffers
are implemented in distributed RAM and virtual channels for
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in a Bi-directional NoC (Bi-NoC) configuration. The primary
objective is to reduce the router's workload while enhancing the
FIFO internal structure. To further improve data transfer speed,
a Bi-NoC with a self-configurable intercommunication channel is
suggested. Simulation and synthesis results demonstrate
guaranteed throughput, predictable latency, and equitable
network access, showing significant improvement over previous
designs
This study Examines the Effectiveness of Talent Procurement through the Imple...DharmaBanothu
In the world with high technology and fast
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through many online platforms like Linkedin, Naukri,
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Effectiveness of Talent Acquisition through E-
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This study Examines the Effectiveness of Talent Procurement through the Imple...
CANTILEVER RETAINING WALL FOR CIVIL ENGINEER
1. 125
Retaining walls
Example 3.16 Design of a cantilever retaining wall (BS 8110)
The cantilever retaining wall shown below is backfilled with granular material having a unit weight, ρ, of 19 kNm−3
and an internal angle of friction, φ, of 30°. Assuming that the allowable bearing pressure of the soil is 120 kNm−2
, the
coefficient of friction is 0.4 and the unit weight of reinforced concrete is 24 kNm−3
1. Determine the factors of safety against sliding and overturning.
2. Calculate ground bearing pressures.
3. Design the wall and base reinforcement assuming fcu = 35 kNm−2
, fy = 500 kNm−2
and the cover to reinforcement
in the wall and base are, respectively, 35 mm and 50 mm.
5000
400
A
700 400 2900
WW Ws
Wb
FA
ka
1 − sin φ
1 + sin φ
=
1 − sin 30°
1 + sin 30°
=
1 − 0.5
1 + 0.5
= =
1
3
Active
pressure (pa) = kaρh
= 1
/3 × 19 × 5.4
= 34.2 kN m−2
SLIDING
Consider the forces acting on a 1 m length of wall. Horizontal force on wall due to backfill, FA, is
FA = 0.5pah = 0.5 × 34.2 × 5.4 = 92.34 kN
and
Weight of wall (Ww) = 0.4 × 5 × 24 = 48.0 kN
Weight of base (Wb) = 0.4 × 4 × 24 = 38.4 kN
Weight of soil (Ws) = 2.9 × 5 × 19 = 275.5 kN
Total vertical force (Wt) = 361.9 kN
Friction force, FF, is
FF = µWt = 0.4 × 361.9 = 144.76 kN
Assume passive pressure force (FP) = 0. Hence factor of safety against sliding is
144 76
92 34
.
.
= 1.56 > 1.5 OK
OVERTURNING
Taking moments about point A (see above), sum of overturning moments (Mover) is
FA
kNm
×
=
×
=
. . .
.
5 4
3
92 34 5 4
3
166 2
9780415467193_C03b 9/3/09, 1:14 PM
125
2. Design of reinforced concrete elements to BS 8110
126
Example 3.16 continued
Sum of restoring moments (Mres) is
Mres = Ww × 0.9 + Wb × 2 + Ws × 2.55
= 48 × 0.9 + 38.4 × 2 + 275.5 × 2.55 = 822.5 kNm
Factor of safety against overturning is
822.5
166.2
. .
= 4 9 2 0
OK
GROUND BEARING PRESSURE
Moment about centre line of base (M) is
M =
FA × .
5 4
3
+ WW × 1.1 − WS × 0.55
=
×
. .
92 34 5 4
3
+ 48 × 1.1 − 275.5 × 0.55 = 67.5 kNm
N = 361.9 kN
M
N
m
D
.
.
. .
= = = =
67 5
361 9
0 187
6
4
6
0 666 m
Therefore, the maximum ground pressure occurs at the toe, ptoe, which is given by
ptoe = +
×
. .
361 9
4
6 67 5
42
= 116 kNm−2
allowable (120 kNm−2
)
Ground bearing pressure at the heel, pheel, is
pheel = −
×
. .
361 9
4
6 67 5
42
= 65 kNm−2
BENDING REINFORCEMENT
Wall
Height of stem of wall, hs = 5 m. Horizontal force on stem due to backfill, Fs, is
Fs = 0.5kaρhs
2
= 0.5 × 1
/3 × 19 × 52
= 79.17 kNm−1
width
Design moment at base of wall, M, is
M
F h . .
.
= =
× ×
=
γf s s
kNm
3
1 4 79 17 5
3
184 7
Effective depth
Assume diameter of main steel (Φ) = 20 mm.
Hence effective depth, d, is
d = 400 − cover − Φ/2 = 400 − 35 − 20/2 = 355 mm
Ultimate moment of resistance
Mu = 0.156fcubd 2
= 0.156 × 35 × 103
× 3552
× 10−6
= 688 kNm
Since Mu M, no compression reinforcement is required.
9780415467193_C03b 9/3/09, 1:14 PM
126
3. 127
Retaining walls
Example 3.16 continued
Steel area
K
M
f bd
.
.
= =
×
× ×
=
cu
2
6
3 2
184 7 10
35 10 355
0 0419
z = d[ . ( . / . )]
0 5 0 25 0 9
+ − K
= 355[ . ( . . / . )]
0 5 0 25 0 0419 0 9
+ − = 337 mm
A
M
f z
s
y
2
mm /m
.
.
.
= =
×
× ×
=
0 87
184 7 10
0 87 500 337
1260
6
Hence from Table 3.22, provide H20 at 200 mm centres (As = 1570 mm2
/m) in near face (NF) of wall. Steel is also
required in the front face (FF) of wall in order to prevent excessive cracking. This is based on the minimum steel
area, i.e.
= 0.13%bh = 0.13% × 103
× 400 = 520 mm2
/m
Hence, provide H12 at 200 centres (As = 566 mm2
)
Base
Heel
p3 = 91 +
2 9 162 4 91
4
. ( . )
−
= 142.8 kNm−2
Design moment at point C, Mc, is
385 7 2 9
2
2 9 38 4 1 4 1 45
4
91 2 9
2
51 8 2 9 2 9
2 3
160 5
2
. . . . . . . . . .
.
×
+
× × ×
−
×
−
× ×
×
= kNm
Assuming diameter of main steel (Φ) = 20 mm and cover to reinforcement is 50 mm, effective depth, d, is
d = 400 − 50 − 20/2 = 340 mm
K
.
.
=
×
× ×
=
160 5 10
35 10 340
0 0397
6
3 2
z = 340[ . ( . . / . )]
0 5 0 25 0 0397 0 9
+ − ≤ 0.95d = 323 mm
A
M
f z
s
y
2
mm /m
.
.
.
= =
×
× ×
=
0 87
160 5 10
0 87 500 323
1142
6
Hence from Table 3.22, provide H20 at 200 mm centres (As = 1570 mm2
/m) in top face (T) of base.
p1 = 1.4 × 116 = 162.4 kN m−2
p2 = 1.4 × 65 = 91 kN m−2
Heel
D
Toe
700 400
2900
275.5 × 1.4 = 385.7 kN
C
B
A
p1 p3
9780415467193_C03b 9/3/09, 1:14 PM
127
4. Design of reinforced concrete elements to BS 8110
128
Distribution
steel H12-200
H12-200(FF)
200
kicker
Starter bars H20-200
H20-200 (T)
Distribution
steel H12-200
H12-200 (B)
H20-200 (NF)
(FF) far face
(NF) near face
(T) top face
(B) bottom face
U-bars H12-200
Toe
Design moment at point B, MB, is given by
MB kNm
≈
×
−
× × ×
×
=
. . . . . .
.
162 4 0 7
2
0 7 38 4 1 4 0 7
4 2
36 5
2
As
.
.
=
×
36 5 1142
160 5
= 260 mm2
/m minimum steel area = 520 mm2
/m
Hence provide H12 at 200 mm centres (As = 566 mm2
/m), in bottom face (B) of base and as distribution steel in base
and stem of wall.
REINFORCEMENT DETAILS
The sketch below shows the main reinforcement requirements for the retaining wall. For reasons of buildability the
actual reinforcement details may well be slightly different.
Columns may be classified as short or slender,
braced or unbraced, depending on various dimen-
sional and structural factors which will be discussed
below. However, due to limitations of space, the
study will be restricted to the design of the most
common type of column found in building struc-
tures, namely short-braced columns.
3.13.1 COLUMN SECTIONS
Some common column cross-sections are shown
in Fig. 3.84. Any section can be used, however,
Example 3.16 continued
3.13 Design of short braced
columns
The function of columns in a structure is to act as
vertical supports to suspended members such as
beams and roofs and to transmit the loads from
these members down to the foundations (Fig. 3.83).
Columns are primarily compression members
although they may also have to resist bending
moments transmitted by beams.
9780415467193_C03b 9/3/09, 1:14 PM
128
5. Project:
Engineer:
Descrip:
Verification Example
Javier Encinas, PE
Cantilever Retaining Wall - Metric
Page # ___
6/29/2014
ASDIP Retain 3.0.0 CANTILEVER RETAINING WALL DESIGN www.asdipsoft.com
GEOMETRY
Conc. Stem Height ...........
Stem Thickness Top ........
Stem Thickness Bot .........
5.00
40.0
40.0
m
cm
cm
Footing Thickness ............
Toe Length .......................
Heel Length ......................
Soil Cover @ Toe .............
Backfill Height ..................
Backfill Slope Angle .........
40.0
0.70
2.90
0.00
5.00
0.0
m
m
m
m
m
deg
OK
APPLIED LOADS
Uniform Surcharge ...........
Strip Pressure ..................
Strip 0.6 m deep, 1.2 m wide @ 0.9 m from Stem
Stem Vertical (Dead) ........
Stem Vertical (Live) ..........
Vertical Load Eccentricity
Wind Load on Stem ..........
0.0
0.0
0.0
0.0
15.2
0.0
KPa
KPa
KN/m
KN/m
cm
KPa
BACKFILL PROPERTIES
Backfill Density ..................
Earth Pressure Theory ......
Internal Friction Angle .......
Active Pressure Coeff. Ka
Active Pressure @ Wall ....
Active Force @ Wall Pa ....
Water Table Height ...........
19.0
Rankine Active
30.0
0.33
6.3
92.3
0.00
KN/m³
deg
KPa/m
KN/m
m
SEISMIC EARTH FORCES
Hor. Seismic Coeff. kh .......
Ver. Seismic Coeff kv ........
Seismic Active Coeff. Kae
Seismic Force Pae-Pa .......
0.00
0.00
0.30
-8.8 KN/m
SOIL BEARING PRESSURES
Allow. Bearing Pressure ..
Max. Pressure @ Toe ......
Min. Pressure @ Heel ......
Total Footing Length ........
Footing Length / 6 ............
Resultant Eccentricity e ...
Resultant is Within the Middle Third
120.0
115.0
65.1
4.00
0.67
0.18
KPa
KPa
KPa
m
m
m
OK
SHEAR KEY DESIGN
Shear Key Depth ................
Shear Key Thickness .........
Max. Shear Force @ Key ..
Shear Capacity Ratio .........
No shear key has been specified
Moment Capacity Ratio ......
0.0
0.0
0.0
0.00
0.00
cm
cm
KN/m
OK
OK
1
6. Project:
Engineer:
Descrip:
Verification Example
Javier Encinas, PE
Cantilever Retaining Wall - Metric
Page # ___
6/29/2014
ASDIP Retain 3.0.0 CANTILEVER RETAINING WALL DESIGN www.asdipsoft.com
OVERTURNING CALCULATIONS (Comb. D+H+W)
OVERTURNING RESISTING
Force Arm Moment
KN/m m KN-m/m
Force Arm Moment
KN/m m KN-m/m
Backfill Pa .............
Water Table ..........
Surcharge Hor ......
Strip Load Hor ......
Wind Load ............
Seismic Pae-Pa ...
Seismic Water ......
Seismic Selfweight
Rh = OTM =
Arm of Horizontal Resultant =
Arm of Vertical Resultant =
Overturning Safety Factor =
92.34 1.80 166.2
0.00 0.13 0.0
0.00 2.70 0.0
0.00 2.50 0.0
0.00 4.64 0.0
0.00 3.24 0.0
0.00 0.13 0.0
0.00 0.00 0.0
92.34 166.2
166.2
92.34
= 1.80 m
820.3
360.32
= 2.28 m
820.3
166.2
= 4.94 2
OK
Stem Top ..............
Stem Taper ...........
CMU Stem at Top ..
Footing Weight .....
Shear Key .............
Soil Cover @ Toe .
Stem Wedge .........
Backfill Weight ......
Backfill Slope ........
Water Weight ........
Seismic Pae-Pa ....
Pa Vert @ Heel .....
Vertical Load .........
Surcharge Ver .......
Strip Load Ver .......
Rv = RM =
47.12 0.90 42.4
0.00 1.10 0.0
0.00 0.00 0.0
37.70 2.00 75.4
0.00 0.70 0.0
0.00 0.35 0.0
0.00 1.10 0.0
275.50 2.55 702.5
0.00 3.03 0.0
0.00 2.55 0.0
0.00 4.00 0.0
0.00 4.00 0.0
0.00 0.95 0.0
0.00 2.55 0.0
0.00 2.55 0.0
360.32 820.3
STEM DESIGN (Comb. 0.9D+1.6H+E)
Height d Mu ϕMn Ratio
m cm KN-m/m KN-m/m
5.00 35.5 0.0 0.0 0.00
4.50 35.5 0.2 112.8 0.00
4.00 35.5 1.7 123.1 0.01
3.50 35.5 5.7 123.1 0.05
3.00 35.5 13.5 123.1 0.11
2.50 35.5 26.4 123.1 0.21
2.00 35.5 45.6 151.4 0.30
1.50 35.5 72.4 241.6 0.30
1.00 35.5 108.1 241.6 0.45
0.50 35.5 153.9 241.6 0.64
0.00 35.5 211.1 241.6 0.87 OK
Shear Force @ Crit. Height ..
Resisting Shear ϕVc .............
Use vertical bars D20 @ 20 cm at backfill side
Cut off alternate bars. Cut off length = 2.13 m
28.4
54.6
Vert. Bars Embed. Ldh Reqd ..
Vert. Bars Splice Length Ld ....
117.7
261.5
KN/m
KN/m
cm
cm
OK
OK
SLIDING CALCS (Comb. D+H+W)
Footing-Soil Friction Coeff. ..
Friction Force at Base ..........
Passive Pressure Coeff. Kp .
Depth to Neglect Passive .....
Passive Pressure @ Wall ....
Passive Force @ Wall Pp ....
Horiz. Resisting Force ..........
Horiz. Sliding Force ..............
0.40
144.1
3.00
0.40
Infinity
0.0
144.1
92.3
Sliding Safety Factor =
144.1
92.3
= 1.56 1.5 OK
KN/m
m
KPa/m
KN/m
KN/m
KN/m
LOAD COMBINATIONS (ASCE 7)
STABILITY STRENGTH
1 D+H+W
2 D+L+H+W
3 D+H+0.7E
4 D+L+H+0.7E
1 1.4D
2 1.2D+1.6(L+H)
3 1.2D+0.8W
4 1.2D+L+1.6W
5 1.2D+L+E
6 0.9D+1.6H+1.6W
7 0.9D+1.6H+E 2
7. Project:
Engineer:
Descrip:
Verification Example
Javier Encinas, PE
Cantilever Retaining Wall - Metric
Page # ___
6/29/2014
ASDIP Retain 3.0.0 CANTILEVER RETAINING WALL DESIGN www.asdipsoft.com
TOE DESIGN (Comb. 1.2D+1.6(L+H))
Force Arm Moment
KN/m m KN-m/m
Upward Presssure
Concrete Weight ..
Soil Cover ............
Mu =
Shear Force @ Crit. Sect. ..
Resisting Shear ϕVc ...........
Use bott. bars D12 @ 20 cm , Transv. D12 @ 20 cm
Resisting Moment ϕMn ......
Develop. Length Ratio at End ......
Develop. Length Ratio at Stem ....
107.4 0.36 38.4
-7.9 0.35 -2.8
0.0 0.35 0.0
99.4 35.6
50.6
253.4
86.2
0.19
0.04
KN/m
KN/m
KN-m/m
OK
OK
OK
OK
MATERIALS
Stem Footing
Concrete f'c ....
Rebars fy ........
35.0
500.0
35.0
500.0
MPa
MPa
HEEL DESIGN (Comb. 0.9D+1.6H+E)
Force Arm Moment
KN/m m KN-m/m
Upward Pressure .
Concrete Weight ..
Backfill Weight .....
Backfill Slope .......
Water Weight .......
Surcharge Ver. ....
Strip Load Ver. ....
Mu =
Shear Force @ Crit. Sect. ..
Resisting Shear ϕVc ...........
Use top bars D20 @ 20 cm , Transv. D12 @ 20 cm
Resisting Moment ϕMn ......
Develop. Length Ratio at End ....
Develop. Length Ratio at Toe ....
-182.4 1.08 197.3
24.6 1.45 35.7
248.0 1.45 359.5
0.0 1.93 0.0
0.0 1.45 0.0
0.0 1.45 0.0
0.0 1.45 0.0
90.1 197.9
93.7
249.7
230.3
0.19
0.52
KN/m
KN/m
KN-m/m
OK
OK
OK
OK
3
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