This document appears to be a project report for the design of a steel structure at Eelo University. It includes sections on the design of various structural elements like the roofing system, slabs, beams, columns, connections, footings, and a stair case. The roofing system section provides details on the truss analysis and design of the truss members. The document also discusses the materials and methods used in pre-engineered buildings.
This document provides an analysis and design of the structural elements of a 12-story residential building in Abu Dhabi, UAE. It summarizes the building type, describes the key structural components to be designed including flat slabs, columns, shear walls, and pile foundations. It then outlines the design approach and considerations for each structural element according to relevant codes and standards.
This document provides an analysis and design of a multi-storey reinforced concrete residential building in Abu Dhabi. It summarizes the objectives, general approach, building types, concrete mixtures, and main structural elements to be designed including slabs, columns, shear walls, and foundations. The structural elements are then analyzed and designed according to codes and specifications.
I, Mirza Shameem Hasan, completed my B,Sc, degree in Civil Engineering field . I live in Bangladesh. I am
eagerly interested to join your university and continue my study with the subject "Environmental Science".
I have my passport and all documents ready to submit any time you need .
Hence , dear Sir, please give me an opportunity to continue my study and instruct me how can I take future
steps. I will be so happy and grateful I I have the opportunity to join a university like this.
Your obedient,
Mirza Shameem Hasan
civil engineering department
Dhaka, Bangladesh
cell : =88-01948067044,8801671924202,8801677321261.
This document summarizes the design of a pre-tensioned prestressed concrete bridge and a post-tensioned two-way concrete slab. For the bridge, Tx70 girders were selected with 32 total girders and 1248 prestressing strands. The design met strength and serviceability requirements. For the slab, a 4-span slab with 24 prestressing strands in 6 bands of 4 strands each was designed. The final design stresses were below allowable limits. Work was distributed among group members for the bridge and slab designs, modeling, calculations, and reporting.
The document is a past exam paper for a Civil Engineering course assessing design of reinforced concrete elements. It contains multiple choice and long answer questions testing concepts like assumptions in elastic reinforced concrete theory, types of shear failures, purposes of corner reinforcements, definitions of terms like torsional shear and development length, and differences between short and long columns. It also provides design problems for a reinforced concrete beam and one-way slab requiring calculation of reinforcement areas, spacing, shear checks, and live and dead loads.
Design mini-project for TY mechanical studentsRavindra Shinde
In these project, we have designed a lifting table suitable to use in college . By adjusting the height of table any student can have proper sitting posture and position. It is also helpful for programmers/coders who have to seat for a long time, by having such a table they can do coding in a standing position too.
IRJET- Comparative Study of Super-Structure Stability Systems for Economic Co...IRJET Journal
The document compares the structural analysis and design of three slab systems - flat slab, waffle slab, and conventional slab - for a 36x36m building with column spacing variations of 6x6m, 9x9m, and 12x12m and 10 stories high. ETABS and SAFE software are used to model and analyze the systems. Manual calculations are also performed for member sizing. The slab systems are designed for different column spacings to determine the most economical system based on material usage. Analysis includes modeling the structures, assigning loads, performing design checks, and iterating member sizes as needed. Reinforcement quantities, concrete volumes, and costs are then compared between the systems and spacings to find the overall
1) The document provides the design of a concrete filled tube (CFT) column with given dimensions and loadings.
2) The CFT column is checked for various design limitations and requirements.
3) The available compressive strength and effective flexural rigidity of the CFT column are calculated.
4) Both LRFD and ASD design methods are used to check if the column strength is adequate for the applied loads.
This document provides an analysis and design of the structural elements of a 12-story residential building in Abu Dhabi, UAE. It summarizes the building type, describes the key structural components to be designed including flat slabs, columns, shear walls, and pile foundations. It then outlines the design approach and considerations for each structural element according to relevant codes and standards.
This document provides an analysis and design of a multi-storey reinforced concrete residential building in Abu Dhabi. It summarizes the objectives, general approach, building types, concrete mixtures, and main structural elements to be designed including slabs, columns, shear walls, and foundations. The structural elements are then analyzed and designed according to codes and specifications.
I, Mirza Shameem Hasan, completed my B,Sc, degree in Civil Engineering field . I live in Bangladesh. I am
eagerly interested to join your university and continue my study with the subject "Environmental Science".
I have my passport and all documents ready to submit any time you need .
Hence , dear Sir, please give me an opportunity to continue my study and instruct me how can I take future
steps. I will be so happy and grateful I I have the opportunity to join a university like this.
Your obedient,
Mirza Shameem Hasan
civil engineering department
Dhaka, Bangladesh
cell : =88-01948067044,8801671924202,8801677321261.
This document summarizes the design of a pre-tensioned prestressed concrete bridge and a post-tensioned two-way concrete slab. For the bridge, Tx70 girders were selected with 32 total girders and 1248 prestressing strands. The design met strength and serviceability requirements. For the slab, a 4-span slab with 24 prestressing strands in 6 bands of 4 strands each was designed. The final design stresses were below allowable limits. Work was distributed among group members for the bridge and slab designs, modeling, calculations, and reporting.
The document is a past exam paper for a Civil Engineering course assessing design of reinforced concrete elements. It contains multiple choice and long answer questions testing concepts like assumptions in elastic reinforced concrete theory, types of shear failures, purposes of corner reinforcements, definitions of terms like torsional shear and development length, and differences between short and long columns. It also provides design problems for a reinforced concrete beam and one-way slab requiring calculation of reinforcement areas, spacing, shear checks, and live and dead loads.
Design mini-project for TY mechanical studentsRavindra Shinde
In these project, we have designed a lifting table suitable to use in college . By adjusting the height of table any student can have proper sitting posture and position. It is also helpful for programmers/coders who have to seat for a long time, by having such a table they can do coding in a standing position too.
IRJET- Comparative Study of Super-Structure Stability Systems for Economic Co...IRJET Journal
The document compares the structural analysis and design of three slab systems - flat slab, waffle slab, and conventional slab - for a 36x36m building with column spacing variations of 6x6m, 9x9m, and 12x12m and 10 stories high. ETABS and SAFE software are used to model and analyze the systems. Manual calculations are also performed for member sizing. The slab systems are designed for different column spacings to determine the most economical system based on material usage. Analysis includes modeling the structures, assigning loads, performing design checks, and iterating member sizes as needed. Reinforcement quantities, concrete volumes, and costs are then compared between the systems and spacings to find the overall
1) The document provides the design of a concrete filled tube (CFT) column with given dimensions and loadings.
2) The CFT column is checked for various design limitations and requirements.
3) The available compressive strength and effective flexural rigidity of the CFT column are calculated.
4) Both LRFD and ASD design methods are used to check if the column strength is adequate for the applied loads.
Rcc structure desing of hotel in hargeisa/ eng galaydh farah ahmedEngGalaydh Farah Axmed
This document contains the acknowledgements, abstract, contents, and introduction sections of a structural design report for a hotel building. It thanks various advisors and family for their support. The abstract states that the report will present the planning of a safe reinforced concrete structural design for a hotel, including design details, materials used, and cost estimation. The introduction provides background on hotel facilities and describes the structural design process to be followed. It indicates the report will focus on planning and designing the structural components, and that construction details are not included.
Cost Optimization of a Tubular Steel Truss Using Limit State Method of DesignIJERA Editor
Limit state method helps to design structures based on both safety and serviceability. The structures are designed to withstand ultimate loads or the loads at which failure occurs unlike working stress method where only service loads are considered. This leads to enhanced safety. Also unlike the working stress method, the structures are economical. It is also better than ultimate load method as serviceability requirement is also taken care of by considering various safety factors for all the load types and structures do not undergo massive deflection and cracks. For tubular sections, higher strength to weight ratio could result in upto 30% savings in steel .Due to the high torsional rigidity and compressive strength, Tubular sections behave more efficiently than conventional steel section This study is regarding the economy, load carrying capacity of all structural members and their corresponding safety measures.
CADmantra Technologies Pvt. Ltd. is one of the best Cad training company in northern zone in India . which are provided many types of courses in cad field i.e AUTOCAD,SOLIDWORK,CATIA,CRE-O,Uniraphics-NX, CNC, REVIT, STAAD.Pro. And many courses
Contact: www.cadmantra.com
www.cadmantra.blogspot.com
www.cadmantra.wix.com
The International Journal of Engineering & Science is aimed at providing a platform for researchers, engineers, scientists, or educators to publish their original research results, to exchange new ideas, to disseminate information in innovative designs, engineering experiences and technological skills. It is also the Journal's objective to promote engineering and technology education. All papers submitted to the Journal will be blind peer-reviewed. Only original articles will be published.
The papers for publication in The International Journal of Engineering& Science are selected through rigorous peer reviews to ensure originality, timeliness, relevance, and readability.
The document is a report for an assignment to design a truss bridge using the cheapest material. It summarizes three design proposals, with calculations of forces in each member. The best design was selected based on even force distribution and lowest maximum forces. Construction materials were evaluated based on cost, weight, strength and availability. Popsicle sticks were chosen for their durability, low cost, and accessibility.
Design, CFD Analysis and Fabrication of Solar Flat Plate CollectorIRJET Journal
This document discusses the design, CFD analysis, and fabrication of a solar flat plate collector for drying food products. It aims to compare different shapes of absorber plates using CFD to determine the most efficient design. A 3D model was created in NX and analyzed in ANSYS for four plate shapes. Type D showed the highest temperatures in simulation. A prototype of Type D was fabricated and tested, with results matching CFD predictions. The CFD analysis proved an effective design tool for selecting the optimal plate shape to increase collector efficiency without building prototypes of all options.
Computer Aided Analysis and Design of Multi-Storeyed Building using Staad ProIRJET Journal
This document describes the analysis and design of a G+21 multi-storey reinforced concrete building using STAAD Pro software. The building dimensions, material properties, and loads are defined. STAAD Pro is used to generate the model, perform the analysis under various load combinations, and design the building elements. Sample results are presented for beams, columns, and other elements to demonstrate the modeling, analysis, design, and visualization capabilities of STAAD Pro in accordance with Indian codes and standards.
Fire Resistance of Materials & Structures - Analysing the Steel StructureArshia Mousavi
A library room, whose structural steel members are to be checked in fire conditions (in terms of bearing capacity, R criterion).
The aims of this project are as follows:
1. Design of the beam and the column at room temperature
a) design the beam capacity at the ULS and the check the deflection at the SLS (d ≤ L1/250 in the rare combination) b) design the column for its buckling resistance.
2. Design the beam fire protection (boards) for the required fire resistance under the quasi-permanent load
the combination and assuming a three-sided exposure (concrete deck on top)
suggested steps: design load under fire
ultimate load of the beam at time = 0
ductility class
global failure or just a critical section?
increased capacity of the critical sections by the adaptation factors degree of utilization of the structure (or the critical section)
critical temperature.
protection design & final check.
3. Design the column fire protection
for the required fire resistance under the quasi- permanent load combination (optional: accounting for the effect of the thermal elongation of the beam).
suggested steps: design load under fire
thermal elongation of the beam assessment of the equivalent. uniform moment critical temperature (spreadsheet file)
protection design & final check
If needed, the member cross-sections designed at room temperature may be adjusted in order to meet the required fire resistance (parts 2 and 3)
Structural and Thermal Analysis of a Single Plate Dry Friction Clutch Using F...dbpublications
B,
India
Abstract:
A clutch is a critical component of a
vehicle to transfer torque and speed from a driving
shaft to a driven shaft with the use of friction. The
efficiency of the clutch depends enormously on
friction that result in heat generation during
engagement and disengagement. Rapid heat
dissipation is primordial to prevent the friction
plate from reaching the fade temperature where
friction coefficient decreases. The present study is
an attempt to model and analyze structural
deformation, stress concentration, elastic strain,
thermal gradient and heat flux distribution of a
copper alloy friction lining and structural steel
friction lining of a clutch plate with the help of
finite elements methods software. It is observed
that copper alloy frictional lining of clutch plate
dissipates frictional heat at a faster rate than
structural steel frictional lining of clutch plate. The
design is done in Solidworks 2016 and the FEM
analysis is carried out using ANSYS 16.0 Transient
Structural and Steady State Thermal workb
Design and Static Analysis of Heavy Vehicle Chassis with Different Alloy Mate...IRJET Journal
This document discusses the design and static structural analysis of a heavy vehicle chassis using different alloy materials under various load conditions. It begins with an abstract that outlines the purpose of investigating the design and analysis of a heavy vehicle chassis using various alloy materials at different optimal loads. The chassis will be designed in Fusion 360 and CATIA V5 software and analyzed in ANSYS Workbench. The goal is to design a chassis that reduces weight while increasing performance under various loads. It then discusses the methodology, including the materials considered, design process using CAD software, meshing in ANSYS, and results of the static structural analysis of stresses and deformations.
IRJET - Design and Analysis of Connecting Rod using Different MaterialsIRJET Journal
This document describes the design and analysis of a connecting rod using different materials through finite element analysis. The connecting rod was modeled in NX 10 software and analyzed in ANSYS Workbench. Materials analyzed included titanium alloy, beryllium alloy, magnesium alloy, and aluminum 360. ANSYS was used to analyze von mises stress, strain, deformation, factor of safety, and weight reduction for each material. Aluminum alloy was found to have a higher factor of safety, lower weight, lower stress, and was stiffer than forged steel. Fatigue analysis can also determine the lifetime of the connecting rod. The connecting rod was designed, modeled, and analyzed to compare the performance of different materials.
The Radical RXC chassis was designed as a tubular space frame to achieve high torsional stiffness while minimizing weight for improved performance. Triangulation was used in the design to reduce shear forces. The frame material was AISI 1020 steel with Ultimate tensile strength of 420 MPa and yield strength of 350MPa. Finite element analysis showed a maximum deflection of 0.1339mm and von Mises stress of 1.06 x 107 N/m^2 under an applied torque of 410 N-m, yielding a torsional stiffness of 22,043 N-m/deg. While satisfactory, improvements could include optimizing stiffness, reducing weight, addressing buckling risks from low slenderness ratios
This document analyzes the performance of different diagrid structural systems for a 70-story building with varying diagrid angles (45, 55, 66, 70 degrees). Four building models are created and analyzed using ETABS software. The results show that diagrid angles between 66-70 degrees provide greater structural stiffness, with less displacement at the top story and smaller story drifts. The optimal diagrid angle is determined to be 66 degrees, as it balances stiffness and interior space planning flexibility. The analysis contributes to understanding the behavior of diagrid structures for tall buildings.
Analysis and Design of G+3 Residential Building using STRUDSIRJET Journal
This document summarizes the analysis and design of a G+3 residential building using STRUDS software. Key aspects include:
- STRUDS was used to analyze and individually design structural components like slabs, beams, columns, and footings according to Indian standards.
- The building plans and specifications were input into STRUDS. Structural components were then designed and results like shear force and bending moment diagrams were obtained.
- Reinforcement details and sizes of components like 125mm thick slabs, 250x450mm beams, columns up to 400x250mm, and trapezoidal footings from 700-850mm deep were determined.
- Manual designs were also performed and compared to the software results
This document discusses different types of rigid frame knee connections used to join beams and columns. Square knee joints are described, with and without diagonal stiffeners. Other knee types include square knees with brackets, straight haunched knees, and curved haunched knees. Straight haunched knees provide reasonable stiffness and rotation capacity at a lower cost than other options. The document provides design procedures and an example problem for sizing the components of a square knee connection between a W690×140 beam and W360×110 column.
Karakuri based dolly frames unstacking systemAnshumanRaj8
The document describes the design of a low-cost Karakuri-based dolly frame stacking and unstacking system. The aims are to improve efficiency and ergonomics at the workstation. A CAD model and simulation are designed in Solidworks. Stress analysis determines the stopper gate can withstand the force of rolling frames. An electronic counting unit using an Arduino, sensors and display is designed to count frames. Components include conveyor rails, wheels, and profiles from the Minitec catalog. The minimum conveyor inclination angle is calculated to be 9 degrees.
Passive Cooling Design Feature for Energy Efficient in PERI AuditoriumIRJET Journal
This document describes the passive cooling design of an auditorium building at PERI Institute of Technology in Chennai, India. Key aspects of the passive cooling design include natural ventilation, minimizing heat gain through good shading and double glazing, and using a green roof to provide insulation. The auditorium is designed to seat 3000 people and provide good acoustics for lectures and presentations. Structural elements like the slab, beams, columns, and footing are manually designed according to Indian codes. Details of the structural design of these elements, such as load calculations, reinforcement requirements, and dimensional checks are provided. Diagrams of the reinforcement for the slab, beams, and plan are also included.
The document provides the teaching and examination schedule for the 5th semester of a civil engineering course. It includes the list of courses being taught, the teaching scheme detailing the instruction periods and credits for each course, and the examination scheme specifying the evaluation parameters for continuous internal evaluation and semester end examination. The courses include Reinforced Concrete Structures, Construction Management and Entrepreneurship, Water Supply and Sanitary Engineering, electives, structural engineering drawing, construction technology lab, civil engineering computer applications lab, programming in C lab, and project work. The document also provides the course content and blue print of marks for the semester end examination of Reinforced Concrete Structures course.
DEEP LEARNING FOR SMART GRID INTRUSION DETECTION: A HYBRID CNN-LSTM-BASED MODELgerogepatton
As digital technology becomes more deeply embedded in power systems, protecting the communication
networks of Smart Grids (SG) has emerged as a critical concern. Distributed Network Protocol 3 (DNP3)
represents a multi-tiered application layer protocol extensively utilized in Supervisory Control and Data
Acquisition (SCADA)-based smart grids to facilitate real-time data gathering and control functionalities.
Robust Intrusion Detection Systems (IDS) are necessary for early threat detection and mitigation because
of the interconnection of these networks, which makes them vulnerable to a variety of cyberattacks. To
solve this issue, this paper develops a hybrid Deep Learning (DL) model specifically designed for intrusion
detection in smart grids. The proposed approach is a combination of the Convolutional Neural Network
(CNN) and the Long-Short-Term Memory algorithms (LSTM). We employed a recent intrusion detection
dataset (DNP3), which focuses on unauthorized commands and Denial of Service (DoS) cyberattacks, to
train and test our model. The results of our experiments show that our CNN-LSTM method is much better
at finding smart grid intrusions than other deep learning algorithms used for classification. In addition,
our proposed approach improves accuracy, precision, recall, and F1 score, achieving a high detection
accuracy rate of 99.50%.
Rcc structure desing of hotel in hargeisa/ eng galaydh farah ahmedEngGalaydh Farah Axmed
This document contains the acknowledgements, abstract, contents, and introduction sections of a structural design report for a hotel building. It thanks various advisors and family for their support. The abstract states that the report will present the planning of a safe reinforced concrete structural design for a hotel, including design details, materials used, and cost estimation. The introduction provides background on hotel facilities and describes the structural design process to be followed. It indicates the report will focus on planning and designing the structural components, and that construction details are not included.
Cost Optimization of a Tubular Steel Truss Using Limit State Method of DesignIJERA Editor
Limit state method helps to design structures based on both safety and serviceability. The structures are designed to withstand ultimate loads or the loads at which failure occurs unlike working stress method where only service loads are considered. This leads to enhanced safety. Also unlike the working stress method, the structures are economical. It is also better than ultimate load method as serviceability requirement is also taken care of by considering various safety factors for all the load types and structures do not undergo massive deflection and cracks. For tubular sections, higher strength to weight ratio could result in upto 30% savings in steel .Due to the high torsional rigidity and compressive strength, Tubular sections behave more efficiently than conventional steel section This study is regarding the economy, load carrying capacity of all structural members and their corresponding safety measures.
CADmantra Technologies Pvt. Ltd. is one of the best Cad training company in northern zone in India . which are provided many types of courses in cad field i.e AUTOCAD,SOLIDWORK,CATIA,CRE-O,Uniraphics-NX, CNC, REVIT, STAAD.Pro. And many courses
Contact: www.cadmantra.com
www.cadmantra.blogspot.com
www.cadmantra.wix.com
The International Journal of Engineering & Science is aimed at providing a platform for researchers, engineers, scientists, or educators to publish their original research results, to exchange new ideas, to disseminate information in innovative designs, engineering experiences and technological skills. It is also the Journal's objective to promote engineering and technology education. All papers submitted to the Journal will be blind peer-reviewed. Only original articles will be published.
The papers for publication in The International Journal of Engineering& Science are selected through rigorous peer reviews to ensure originality, timeliness, relevance, and readability.
The document is a report for an assignment to design a truss bridge using the cheapest material. It summarizes three design proposals, with calculations of forces in each member. The best design was selected based on even force distribution and lowest maximum forces. Construction materials were evaluated based on cost, weight, strength and availability. Popsicle sticks were chosen for their durability, low cost, and accessibility.
Design, CFD Analysis and Fabrication of Solar Flat Plate CollectorIRJET Journal
This document discusses the design, CFD analysis, and fabrication of a solar flat plate collector for drying food products. It aims to compare different shapes of absorber plates using CFD to determine the most efficient design. A 3D model was created in NX and analyzed in ANSYS for four plate shapes. Type D showed the highest temperatures in simulation. A prototype of Type D was fabricated and tested, with results matching CFD predictions. The CFD analysis proved an effective design tool for selecting the optimal plate shape to increase collector efficiency without building prototypes of all options.
Computer Aided Analysis and Design of Multi-Storeyed Building using Staad ProIRJET Journal
This document describes the analysis and design of a G+21 multi-storey reinforced concrete building using STAAD Pro software. The building dimensions, material properties, and loads are defined. STAAD Pro is used to generate the model, perform the analysis under various load combinations, and design the building elements. Sample results are presented for beams, columns, and other elements to demonstrate the modeling, analysis, design, and visualization capabilities of STAAD Pro in accordance with Indian codes and standards.
Fire Resistance of Materials & Structures - Analysing the Steel StructureArshia Mousavi
A library room, whose structural steel members are to be checked in fire conditions (in terms of bearing capacity, R criterion).
The aims of this project are as follows:
1. Design of the beam and the column at room temperature
a) design the beam capacity at the ULS and the check the deflection at the SLS (d ≤ L1/250 in the rare combination) b) design the column for its buckling resistance.
2. Design the beam fire protection (boards) for the required fire resistance under the quasi-permanent load
the combination and assuming a three-sided exposure (concrete deck on top)
suggested steps: design load under fire
ultimate load of the beam at time = 0
ductility class
global failure or just a critical section?
increased capacity of the critical sections by the adaptation factors degree of utilization of the structure (or the critical section)
critical temperature.
protection design & final check.
3. Design the column fire protection
for the required fire resistance under the quasi- permanent load combination (optional: accounting for the effect of the thermal elongation of the beam).
suggested steps: design load under fire
thermal elongation of the beam assessment of the equivalent. uniform moment critical temperature (spreadsheet file)
protection design & final check
If needed, the member cross-sections designed at room temperature may be adjusted in order to meet the required fire resistance (parts 2 and 3)
Structural and Thermal Analysis of a Single Plate Dry Friction Clutch Using F...dbpublications
B,
India
Abstract:
A clutch is a critical component of a
vehicle to transfer torque and speed from a driving
shaft to a driven shaft with the use of friction. The
efficiency of the clutch depends enormously on
friction that result in heat generation during
engagement and disengagement. Rapid heat
dissipation is primordial to prevent the friction
plate from reaching the fade temperature where
friction coefficient decreases. The present study is
an attempt to model and analyze structural
deformation, stress concentration, elastic strain,
thermal gradient and heat flux distribution of a
copper alloy friction lining and structural steel
friction lining of a clutch plate with the help of
finite elements methods software. It is observed
that copper alloy frictional lining of clutch plate
dissipates frictional heat at a faster rate than
structural steel frictional lining of clutch plate. The
design is done in Solidworks 2016 and the FEM
analysis is carried out using ANSYS 16.0 Transient
Structural and Steady State Thermal workb
Design and Static Analysis of Heavy Vehicle Chassis with Different Alloy Mate...IRJET Journal
This document discusses the design and static structural analysis of a heavy vehicle chassis using different alloy materials under various load conditions. It begins with an abstract that outlines the purpose of investigating the design and analysis of a heavy vehicle chassis using various alloy materials at different optimal loads. The chassis will be designed in Fusion 360 and CATIA V5 software and analyzed in ANSYS Workbench. The goal is to design a chassis that reduces weight while increasing performance under various loads. It then discusses the methodology, including the materials considered, design process using CAD software, meshing in ANSYS, and results of the static structural analysis of stresses and deformations.
IRJET - Design and Analysis of Connecting Rod using Different MaterialsIRJET Journal
This document describes the design and analysis of a connecting rod using different materials through finite element analysis. The connecting rod was modeled in NX 10 software and analyzed in ANSYS Workbench. Materials analyzed included titanium alloy, beryllium alloy, magnesium alloy, and aluminum 360. ANSYS was used to analyze von mises stress, strain, deformation, factor of safety, and weight reduction for each material. Aluminum alloy was found to have a higher factor of safety, lower weight, lower stress, and was stiffer than forged steel. Fatigue analysis can also determine the lifetime of the connecting rod. The connecting rod was designed, modeled, and analyzed to compare the performance of different materials.
The Radical RXC chassis was designed as a tubular space frame to achieve high torsional stiffness while minimizing weight for improved performance. Triangulation was used in the design to reduce shear forces. The frame material was AISI 1020 steel with Ultimate tensile strength of 420 MPa and yield strength of 350MPa. Finite element analysis showed a maximum deflection of 0.1339mm and von Mises stress of 1.06 x 107 N/m^2 under an applied torque of 410 N-m, yielding a torsional stiffness of 22,043 N-m/deg. While satisfactory, improvements could include optimizing stiffness, reducing weight, addressing buckling risks from low slenderness ratios
This document analyzes the performance of different diagrid structural systems for a 70-story building with varying diagrid angles (45, 55, 66, 70 degrees). Four building models are created and analyzed using ETABS software. The results show that diagrid angles between 66-70 degrees provide greater structural stiffness, with less displacement at the top story and smaller story drifts. The optimal diagrid angle is determined to be 66 degrees, as it balances stiffness and interior space planning flexibility. The analysis contributes to understanding the behavior of diagrid structures for tall buildings.
Analysis and Design of G+3 Residential Building using STRUDSIRJET Journal
This document summarizes the analysis and design of a G+3 residential building using STRUDS software. Key aspects include:
- STRUDS was used to analyze and individually design structural components like slabs, beams, columns, and footings according to Indian standards.
- The building plans and specifications were input into STRUDS. Structural components were then designed and results like shear force and bending moment diagrams were obtained.
- Reinforcement details and sizes of components like 125mm thick slabs, 250x450mm beams, columns up to 400x250mm, and trapezoidal footings from 700-850mm deep were determined.
- Manual designs were also performed and compared to the software results
This document discusses different types of rigid frame knee connections used to join beams and columns. Square knee joints are described, with and without diagonal stiffeners. Other knee types include square knees with brackets, straight haunched knees, and curved haunched knees. Straight haunched knees provide reasonable stiffness and rotation capacity at a lower cost than other options. The document provides design procedures and an example problem for sizing the components of a square knee connection between a W690×140 beam and W360×110 column.
Karakuri based dolly frames unstacking systemAnshumanRaj8
The document describes the design of a low-cost Karakuri-based dolly frame stacking and unstacking system. The aims are to improve efficiency and ergonomics at the workstation. A CAD model and simulation are designed in Solidworks. Stress analysis determines the stopper gate can withstand the force of rolling frames. An electronic counting unit using an Arduino, sensors and display is designed to count frames. Components include conveyor rails, wheels, and profiles from the Minitec catalog. The minimum conveyor inclination angle is calculated to be 9 degrees.
Passive Cooling Design Feature for Energy Efficient in PERI AuditoriumIRJET Journal
This document describes the passive cooling design of an auditorium building at PERI Institute of Technology in Chennai, India. Key aspects of the passive cooling design include natural ventilation, minimizing heat gain through good shading and double glazing, and using a green roof to provide insulation. The auditorium is designed to seat 3000 people and provide good acoustics for lectures and presentations. Structural elements like the slab, beams, columns, and footing are manually designed according to Indian codes. Details of the structural design of these elements, such as load calculations, reinforcement requirements, and dimensional checks are provided. Diagrams of the reinforcement for the slab, beams, and plan are also included.
The document provides the teaching and examination schedule for the 5th semester of a civil engineering course. It includes the list of courses being taught, the teaching scheme detailing the instruction periods and credits for each course, and the examination scheme specifying the evaluation parameters for continuous internal evaluation and semester end examination. The courses include Reinforced Concrete Structures, Construction Management and Entrepreneurship, Water Supply and Sanitary Engineering, electives, structural engineering drawing, construction technology lab, civil engineering computer applications lab, programming in C lab, and project work. The document also provides the course content and blue print of marks for the semester end examination of Reinforced Concrete Structures course.
DEEP LEARNING FOR SMART GRID INTRUSION DETECTION: A HYBRID CNN-LSTM-BASED MODELgerogepatton
As digital technology becomes more deeply embedded in power systems, protecting the communication
networks of Smart Grids (SG) has emerged as a critical concern. Distributed Network Protocol 3 (DNP3)
represents a multi-tiered application layer protocol extensively utilized in Supervisory Control and Data
Acquisition (SCADA)-based smart grids to facilitate real-time data gathering and control functionalities.
Robust Intrusion Detection Systems (IDS) are necessary for early threat detection and mitigation because
of the interconnection of these networks, which makes them vulnerable to a variety of cyberattacks. To
solve this issue, this paper develops a hybrid Deep Learning (DL) model specifically designed for intrusion
detection in smart grids. The proposed approach is a combination of the Convolutional Neural Network
(CNN) and the Long-Short-Term Memory algorithms (LSTM). We employed a recent intrusion detection
dataset (DNP3), which focuses on unauthorized commands and Denial of Service (DoS) cyberattacks, to
train and test our model. The results of our experiments show that our CNN-LSTM method is much better
at finding smart grid intrusions than other deep learning algorithms used for classification. In addition,
our proposed approach improves accuracy, precision, recall, and F1 score, achieving a high detection
accuracy rate of 99.50%.
Presentation of IEEE Slovenia CIS (Computational Intelligence Society) Chapte...University of Maribor
Slides from talk presenting:
Aleš Zamuda: Presentation of IEEE Slovenia CIS (Computational Intelligence Society) Chapter and Networking.
Presentation at IcETRAN 2024 session:
"Inter-Society Networking Panel GRSS/MTT-S/CIS
Panel Session: Promoting Connection and Cooperation"
IEEE Slovenia GRSS
IEEE Serbia and Montenegro MTT-S
IEEE Slovenia CIS
11TH INTERNATIONAL CONFERENCE ON ELECTRICAL, ELECTRONIC AND COMPUTING ENGINEERING
3-6 June 2024, Niš, Serbia
Low power architecture of logic gates using adiabatic techniquesnooriasukmaningtyas
The growing significance of portable systems to limit power consumption in ultra-large-scale-integration chips of very high density, has recently led to rapid and inventive progresses in low-power design. The most effective technique is adiabatic logic circuit design in energy-efficient hardware. This paper presents two adiabatic approaches for the design of low power circuits, modified positive feedback adiabatic logic (modified PFAL) and the other is direct current diode based positive feedback adiabatic logic (DC-DB PFAL). Logic gates are the preliminary components in any digital circuit design. By improving the performance of basic gates, one can improvise the whole system performance. In this paper proposed circuit design of the low power architecture of OR/NOR, AND/NAND, and XOR/XNOR gates are presented using the said approaches and their results are analyzed for powerdissipation, delay, power-delay-product and rise time and compared with the other adiabatic techniques along with the conventional complementary metal oxide semiconductor (CMOS) designs reported in the literature. It has been found that the designs with DC-DB PFAL technique outperform with the percentage improvement of 65% for NOR gate and 7% for NAND gate and 34% for XNOR gate over the modified PFAL techniques at 10 MHz respectively.
Advanced control scheme of doubly fed induction generator for wind turbine us...IJECEIAES
This paper describes a speed control device for generating electrical energy on an electricity network based on the doubly fed induction generator (DFIG) used for wind power conversion systems. At first, a double-fed induction generator model was constructed. A control law is formulated to govern the flow of energy between the stator of a DFIG and the energy network using three types of controllers: proportional integral (PI), sliding mode controller (SMC) and second order sliding mode controller (SOSMC). Their different results in terms of power reference tracking, reaction to unexpected speed fluctuations, sensitivity to perturbations, and resilience against machine parameter alterations are compared. MATLAB/Simulink was used to conduct the simulations for the preceding study. Multiple simulations have shown very satisfying results, and the investigations demonstrate the efficacy and power-enhancing capabilities of the suggested control system.
KuberTENes Birthday Bash Guadalajara - K8sGPT first impressionsVictor Morales
K8sGPT is a tool that analyzes and diagnoses Kubernetes clusters. This presentation was used to share the requirements and dependencies to deploy K8sGPT in a local environment.
Understanding Inductive Bias in Machine LearningSUTEJAS
This presentation explores the concept of inductive bias in machine learning. It explains how algorithms come with built-in assumptions and preferences that guide the learning process. You'll learn about the different types of inductive bias and how they can impact the performance and generalizability of machine learning models.
The presentation also covers the positive and negative aspects of inductive bias, along with strategies for mitigating potential drawbacks. We'll explore examples of how bias manifests in algorithms like neural networks and decision trees.
By understanding inductive bias, you can gain valuable insights into how machine learning models work and make informed decisions when building and deploying them.
Literature Review Basics and Understanding Reference Management.pptxDr Ramhari Poudyal
Three-day training on academic research focuses on analytical tools at United Technical College, supported by the University Grant Commission, Nepal. 24-26 May 2024
Embedded machine learning-based road conditions and driving behavior monitoringIJECEIAES
Car accident rates have increased in recent years, resulting in losses in human lives, properties, and other financial costs. An embedded machine learning-based system is developed to address this critical issue. The system can monitor road conditions, detect driving patterns, and identify aggressive driving behaviors. The system is based on neural networks trained on a comprehensive dataset of driving events, driving styles, and road conditions. The system effectively detects potential risks and helps mitigate the frequency and impact of accidents. The primary goal is to ensure the safety of drivers and vehicles. Collecting data involved gathering information on three key road events: normal street and normal drive, speed bumps, circular yellow speed bumps, and three aggressive driving actions: sudden start, sudden stop, and sudden entry. The gathered data is processed and analyzed using a machine learning system designed for limited power and memory devices. The developed system resulted in 91.9% accuracy, 93.6% precision, and 92% recall. The achieved inference time on an Arduino Nano 33 BLE Sense with a 32-bit CPU running at 64 MHz is 34 ms and requires 2.6 kB peak RAM and 139.9 kB program flash memory, making it suitable for resource-constrained embedded systems.
A SYSTEMATIC RISK ASSESSMENT APPROACH FOR SECURING THE SMART IRRIGATION SYSTEMSIJNSA Journal
The smart irrigation system represents an innovative approach to optimize water usage in agricultural and landscaping practices. The integration of cutting-edge technologies, including sensors, actuators, and data analysis, empowers this system to provide accurate monitoring and control of irrigation processes by leveraging real-time environmental conditions. The main objective of a smart irrigation system is to optimize water efficiency, minimize expenses, and foster the adoption of sustainable water management methods. This paper conducts a systematic risk assessment by exploring the key components/assets and their functionalities in the smart irrigation system. The crucial role of sensors in gathering data on soil moisture, weather patterns, and plant well-being is emphasized in this system. These sensors enable intelligent decision-making in irrigation scheduling and water distribution, leading to enhanced water efficiency and sustainable water management practices. Actuators enable automated control of irrigation devices, ensuring precise and targeted water delivery to plants. Additionally, the paper addresses the potential threat and vulnerabilities associated with smart irrigation systems. It discusses limitations of the system, such as power constraints and computational capabilities, and calculates the potential security risks. The paper suggests possible risk treatment methods for effective secure system operation. In conclusion, the paper emphasizes the significant benefits of implementing smart irrigation systems, including improved water conservation, increased crop yield, and reduced environmental impact. Additionally, based on the security analysis conducted, the paper recommends the implementation of countermeasures and security approaches to address vulnerabilities and ensure the integrity and reliability of the system. By incorporating these measures, smart irrigation technology can revolutionize water management practices in agriculture, promoting sustainability, resource efficiency, and safeguarding against potential security threats.
2. EELO
UNIVERCITY
Department of Civil engineering
Steel Structure Design
Project Report
2017-2018
GROUP TWO
Group Names ID:No
1. Yasin Said Mohamed 1469
2.Mohamed Ahmed Mohamed 1471
3. Abdirahman Farah Ainab 1467
4.Mohamed Abdi nour Mohamud 488
3. Table of contacts
1. Roofing system……….………………………………………..1
Iron sheet
Purlines
Truss analysis
2. Slab………………………………………………………………….9
3. Beams…………………………………………………...............19
Beam under the truss
Beam under the slab
4. Columns………………………………………………………….37
Colum A
Column B
Column C
5. Connections…………………………………………………….52
6. Footing Design…………………………………………………56
Footing A
Footing B
Footing C
7. Stair Case…………………………………………………………66
4. Introduction
The aim of this book is to provide students and practicing engineers with a guide of
structural steel design to meet the requirement of BS 5950:Part 1: 2000 Structural
Use of Steelwork in Building. The emphasis has been to illustrate the clauses in the
code rather than to match practical cases exactly. The first part of the book gives
basic design concepts of structural elements comprising beam, column, connection,
roof truss, and plate girder. In the second part, it presents worked examples of design
of structural steel elements which are of commonly used in building frame
structures. The examples have different design problem, which require different
approach of loading analysis and design formula.
Steel structure is a metal structure which is made of structural steel* components connect
with each other to carry loads and provide full rigidity. Because of the high strength grade of
steel, this structure is reliable and requires less raw materials than other types of structure like
concrete structure and timber structure.
In modern construction, steel structure is used for almost every type of structure including heavy
industrial buildings, multi-story buildings, equipment support systems, infrastructure, bridges,
towers, airport terminals
*Structural steel is steel construction material which fabricated with a specific shape and
chemical composition to suit a project’s applicable specifications.
Depending on each project’s applicable specifications, the steel sections might have various
shapes, sizes and gauges made by hot or cold rolling, others are made by welding together flat or
bent plates. Common shapes include the I-beam, HSS, Channels, Angles and Plate.
4 reasons why steel structure is the best choice?
1. Cost savings
Steel structure is the cost leader for most projects in materials and design. It is inexpensive to
manufacture and erection, requires less maintenance than other traditional building methods.
2. Creativity
Steel has a natural beauty that most architects can’t wait to take advantage of. Steel allows for
long column-free spans and you can have a lot of natural light if you want it in any shape of
structure.
5. 3. Control and Management
Steel structures is fabricated at factory and rapidly erected at construction site by skilled
personnel that make safe construction process. Industry surveys consistently demonstrate that
steel structure is the optimal solution in management.
4. Durability
It can withstand extreme forces or harsh weather conditions, such as strong winds, earthquakes,
hurricanes and heavy snow. They are also unreceptive to rust and, unlike wood frames, they are
not affected by termites, bugs, mildew, mold and fungi.
What are pre-engineered buildings?
Pre-engineered buildings are built over three members connected to each other:
Primary members (columns, rafters, bracing…)
Secondary members (Z or C purlins, girts and eave struts)
Roof and wall sheeting connected to each other
Other building components
6. Design Of
Roofing System
Designed By: Sheet1/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference Purlines Design Remark
RHS:Table
Given Data
Spacing of truss = 6m
Nod to nod spacing =3m
Roof sheet and purline = 0.3KN/m2
( on slope)
Self-weight of truss = 0.2KN/m2
( on plan)
Imposed load = 1kn/m2
(on plan)
Design of purline
king post = tan16*9 = 2.58m
un factored load on purlin = = 0.312 KN/m2
un factored imposed load = 1 KN/m2
on plan
Total un factored load = (0.31+1)*6m*3m = 23.61 KN/m2
On each Node
Slope of Roof = 16o
< 30o
For Rectangular Hallow Section (RHS)
Zlimit = = = 78.7cm3…………..Elastic
Dlimit = = = 85.7mm
Blimit = = = 40cm3
Try 120*80*8 (Zx=87.5) form code
3188975
7. Design Of
Roofing System
Designed By: Sheet2/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of truss members Remark
Design load = 1.4 (0.312+0.2) +1.6(1)
=0.761+1.6 = 2.31 KN/m2
Total point load on Each node =2.31*6*3 = 41.65 KN
Truss Analysis
Determinate Or In-Determinate
Determinate trusses
M+R=2J m =21 r =3 j =12
21+3=2*12
24=24
Stability Checking
Truss internally unstable (M < 2J-3)
Truss Internally Stable (M 2J -3)
2*12-3 =21
Section truss
8. Design Of
Roofing System
Designed By: Sheet3/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of truss members Remark
Fy
∑ y
∑ x
∑
∑ x
∑ y
∑ x
∑
Af = = 62.47 KN
Ay -20.82 -41.65 -41.56 20.82 + 62.47 = 0
Ay = 62.47KN
Joint A
∑ y
62.47 -20.82 + Sin160 (FAC) =0
FAC = = 151.1KN (c)
FAB- Cos160 (151.1) = 0
FAB = 145.2KN (C)
Joint B
FBC = 0
-145.1 + FBD = 0
FBD = 145.2KN (T)
Joint C
-41.65 +sin160 (FCE) - Sin160 (FCD) +Sin160 (151.1) = 0
-41.65 + 41.65 + 0.2756 FCD = 0
- 7 FCD………………………………………… ………………Equation
Cos160 (151.1) + Cos160 (FCE) + Cos160 (FCD) = 0
145.2 + 0.961FCE FCD …………………………..Equation (2)
10. Design Of
Roofing System
Designed By: Sheet5/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of truss members Remark
∑ y
∑
Joint E… …Cont
0.256FEF -0.256FEG = 41.65
0.961FEG + 0.96FEF = - 72.57
FEG = 37.8 (T)
FEF = 113.3 (C)
Joint G
-41.65-FGE-sin16FGI-sin16(37.8)=0
-41.65-FGE-0.275FGI-10.41=0
-FGE-0.275FGI= ……………… Equation
-FGE-10.38-52.06 =0
FGE=62.44(c)
Cos16(37.8)+cos16FGI = 0
-36.3+0.96FGI=0
=
FGI=37.76(T)
11. Design Of
Roofing System
Designed By: Sheet6/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of truss members Remark
∑ y
∑ x
Joint D
124.94 -62.44- Sin160 (113.3) + Sin160 (FDI) = 0
-31.27 + 0.275FDI = 0
FFI = = - 113.44 (C)
FFH – 72.63 + Cos16(113.3) - Cos16(113.3) = 0
FFH 72.63 (T)
MEMBER FORCE
FAC -151.1KN
FAB -145.2 KN
FBD 145.2 KN
FCE -75.5 KN
FCD -75.5 KN
FDF 72.63 KN
FDE 20.8 KN
FEG 37.8 KN
FEF -113.3 KN
FGE -62.44 KN
FGI 37.76 KN
FFI -113.44 KN
FFH 72.63 KN
12. Design Of
Roofing System
Designed By: Sheet7/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of truss members Remark
Code page
29
Design of top members (tension members)
Tension Force Fv = 145.2KN
Design strength Py = 275KN/m2
Area of section required = 145.2 x = 5.28cm2
Try square hallow section = 50 x50 x4 SHS ( Ag = 7.19cm2
)
Members are welded at the connection, therefore no deduction for bolt holes
at the cross sectional area. Members are symmetrical section, there is no
reduction in cross section, hence, Ae = Ag
Tension capacity, Pt = Ae*Py = (7.19 x 100 x275/1000)
= 197.7KN
Ft < Pt = 145.2 KN < 197.7 KN……………………… ok
Design of bottom members ( compression member)
For the bottom chord, lateral and vertical restraints are provided at 4.5m
Spacing respectively. From the analysis results, the compression force in
member(JG) is greater than (GE), therefore check the capacity of member JG
Only, which has higher axial load
Design the member using rectangular hallow section in Grade S 275
Compression member, Fc = 151.1KN
Try section = 90 x90 x8( Ag = 25.6 cm2 )
r = 3.32
d 90 -3(8) = 66mm
d/t = 66/8 = 8.25 < 40…… Section Is Not Slender
Cl : 3.4.3
Effective net
area
13. Design Of
Roofing System
Designed By: Sheet8/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of truss members Remark
Le = 0.85 x 4500 = 3825mm
= = = = 115.2
Pc = 123.5 N/mm2
Pc = Ag x Pc = 2560 x 123.5/1000 = 316.15KN……………..Ok
Try square hallow section = 50 x50 x4 SHS ( Ag = 7.19cm2
)
Table 24(a)
14. Design Of
Slab System
Designed By: Sheet9/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
R.C.C. Design of Slab
15. Design Of
Slab System
Designed By: Sheet10/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
R.C.C. Design of Slab Remark
Fcu = 30N/mm2 Designing
Fy = 460N/mm2 a) slab 1
Thickness of slab = 150mm b) slab 2
Screed thickness = 20mm
Concrete cover for slab (c) = 25mm
Live load =5 KN/m2
Concrete density (pc) = 25Kg/m3
Second Floor
2.1) Loading System (S1)
(Two edge continuous slab)
= = 1.4 < 2 Two way slab
Self-weight of slab = c * h=0.15x25 = 3.75KN/m2
Finishing is Assume to = 1KN/m2
Total dead load on the slab (n) =3.75+1 = 4.75 KN/m2
Live load = 5KN/ m2
Ultimate Design load = 1.4(DL) + 1.6(LL) = 1.4(4.75) +
1.6(5)
= 14.65 KN/ m2
16. Design Of
Slab System
Designed By: Sheet11/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
R.C.C. Design of Slab Remark
At the mid span short side
Assume = 12mm
D = h – cover - /2
D = 281– 25 - = 250mm
Msx1 = SX * nLx2 = 0.0522* 14.65* 6.362 = 30.16KN.m/m
K = = = 0.016 < 0.156
Z = d(0.5+ √ = d(0.5+ √ = 0.97d > 0.95d
Asmin = = = 325mm2
Area of steel req = = = 290 mm2 > Asmin
Therefore provide T10 – 200 mm c/c (Apr = 395mm2/m)
Single
reinforcement
use 0.95d
17. Design Of
Slab System
Designed By: Sheet12/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
R.C.C. Design of Slab Remark
Mid span of longer side
D = 250 – 25 -12 -12/2 = 207mm
Msy1 = SX * nLx2 =0.034* 14.475*6.362 = 19.9 KN.m/m
K = = = 0.015 < 0.156
Z = d(0.5+ √ = d(0.5+ √ = 0.97 > 0.95d
Area of steel = = = 226.8 mm2
Provide T 10 – 275c/c (As = 287mm2)
Continuous edge short side
d = 207 – 30 – 12/2 = 171mm
Msy1 = SX * nLx2 = 0.0752 * 14.475* 6.362 = 38.6KN.m/m
K = = = 0.044 < 0.156
Z = d(0.5+ √ = d(0.5+ √
= 0.94d > 0.95d (use 0.95d)
As = = = 550. mm2 > As min
ProvideT12 – 125c/c (As pro = 632 mm2
)
OK
Use 0.95d
18. Design Of
Slab System
Designed By: Sheet13/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
R.C.C. Design of Slab Remark
Continuous edge of longer side
d = 281 – 30 - = 250mm
Msy1 = SX * nLx2
=0.045* 14.475*6.362
= 40.45KN.m/m
K = = = 0.02 < 0.156 (Satisfactory)
Z = d(0.5+ √ = d(0.5+ √ = 0.969d
= 0.096d > 0.95d ( use 0.95d)
As req = = = 99.3 mm2
Provide T10 – 300 ( As pro = 263 mm2
)
Distribution Reinforcement
Apply as minimum = = = 260 mm2
Therefore provide T 10 – 287 c/c (As pro = 287 mm2
)
19. Design Of
Slab System
Designed By: Sheet14/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
R.C.C. Design of Slab Remark
Shear checking
Vsx1= VX * nLx= 0.526 X 14.65 X 6.36 = 49 KN
V = = = 0.196
= = 0.22 < 3
= = 1.6 > 1
Vc = ( ) ( ) ( ) = 0.632 x 0.6 x 1.12 x 1.062
= 0.81 > V=0.196
Shear link is not required
20. Design Of
Slab System
Designed By: Sheet15/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
R.C.C. Design of Slab Remark
Deflection Checking
( )actual = 25.44( )basic = 26
= = 0.61
FS = = = 250
Modification factor = 0.55 + = 0.55 +
= 1.25 < 2
( )actual 26 x 1.25 = 32.5 > 25.44 “satisfactory”
Crack Checking
Maximum clearance distance 3d @ 750mm
3 x 119 = 357mm
357 – 10 = 347
21. Design Of
Slab System
Designed By: Sheet16/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
R.C.C. Design of Slab Remark
LOADING SYSTEM
= = 1.43 < 2 Two way slab
Self-weight of slab = c * h=0.15x25 =3.75KN/m2
Finishing is Assume to be = 1KN/m2
Total dead load on the slab (n) =3.75+1 = 4.75 KN/m2
Live load = 5KN/ m2
Ultimate Design load = 1.4(DL) + 1.6(LL) = 1.4(4.75) + 1.6(5)
= 14.65 KN/ m2
Middle of short span
Msx1 = SX * nLx2
= 0.0416x 14.65 x 6.362
= 24.65KN.m
D = 281– 25- = 250mm
K = = = 0.013 < 0.156
Z = d(0.5+ √ = d(0.5+ √ )
= 0.98d > 0.95d use 0.95d=
As req = = = 237.5mm2
Asmin = = 365.3mm2
As <Asmin therefore use Asmin
Provide T10- 200 c/c ( Aspro = 395 mm2
)
22. Design Of
Slab System
Designed By: Sheet17/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
R.C.C. Design of Slab Remark
Middle of long span
Msy1 = SX * nLx2
=0.028* 14.65*6.362
= 1 6.592 KN.m/m
D = 281-25- = 250mm
K = = = 0.0088< 0.156
Z = d(0.5+√ = d(0.5+ √ = 0.99d>0.95d use 0.95d
As req = = As req = = 160mm2
Asmin = = 365.3mm2
As req< Asmin therefore use Asmin
Provide T 12 – 200 c/c ( Aspro = 395 mm2
)
Long Continuous Side
Msy1 = SX * nLx2
=0.037* 14.65*6.362
= 21.92 KN.m/m
d = 281 – 25 - = 250 mm
K = = = 0.0116 < 0.156
Z = d(0.5+ √ = d(0.5+ √ = 0.986d >0.95d use 0.95d
As = = = 211.2mm2
Asmin = = 365.3mm2
< Asmin therefore Asmin
Provide T 10 – 200 c/c ( Aspro = 395 mm2
)
23. Design Of
Slab System
Designed By: Sheet18/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
R.C.C. Design of Slab Remark
Check for Shear
Vsx1 = VX * nLx2
= 0.456 X 14.65 X 6.36 = 42.4KN
V = = = 0.168
= = 0.14 < 3
= = 1.6 > 1 ……………………2
Vc = ( ) ( ) ( ) = 0.63 x 0.526 x 1.12 x 1.062
= 0.4 > V =0.37
Shear link is not required
Checking for deflection of short span
= = 0.529
FS = = = 265.8
Modification factor = 0.55 +
( )
=0.55 + = 1.78< 2
( )actual = 25.2 ( )basic= 26
( )allow 26 x 1.78= 46.3>25.2 oky
24. Design Of
Beam System
Designed By: Sheet19/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam Remark
= = 2.25 <2 Two way slab
Self-weight of slab = Ƥc h =0.281x25 .
= 7.025KN/m2
Finishing is Assume to be = 1KN/m2
Self-weight of screed = 0.02x25
=0.5KN/m2
Total dead load on the slab (n) =8.525KN/m2
Dead load of beam from slab = WD = * +
= [
( )
]
= 18.07 x 1.255 = 22.67 x 2 side KN/m
= 45.36 KN/m
Self -weight of beam = 0.98KN/m
Total dead load on the beam = 46.30KN/m
(LL) on Beam from slab (n) WL = [
( )
] = [
( )
]
= 13.4KN/m x 2 sides
= 22.88 KN/m
25. Design Of
Beam System
Designed By: Sheet20/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam Remark
26. Design Of
Beam System
Designed By: Sheet21/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam Remark
Ultimate load design = 1.4(DL) + 1.6(LL) = 1.4( 46.36) + 1.6(26.6)
= 107.5KN.m
M = = = 1112.75 KN.m
Sx = = 4046.3cm3
Try UB = 914x419x388 ( Sx = 17700)
27. Design Of
Beam System
Designed By: Sheet22/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam Remark
Section geometrical property
Plastic modulus sx =17700mm3
Elastic modulus Zx =15800mm3
Depth D = 921mm
Width B = 420.5mm
Web thickness t =21.4mm
Flange T =36.5mm
Depth between fillet d =799.6mm
Roof radius r =24.1mm
Flange slenderness b/T =5.74
Web slenderness d/t =37.4
Moment of inertia I =720000cm4
Buckling parameter u =0.885
Torsional index x =26.7
Check for design strength ( Py) and section classification for flange thickness
of T = 18.2, Py = 275 N/mm2
ɛ = * + = * + = 1.037
Compacting limiting of volume of b/T = 9ɛ = 9.3 x 1.03 = 9.3 > 5.74
Compacting limiting of volume of d/t = 80ɛ = 80 x 1.03 = 81 > 37.4
Therefore the section is Plastic
Table 9
Table 11 Node(b)
28. Design Of
Beam System
Designed By: Sheet24/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam Remark
check for shear capacity at the support (max.shear)
FV = 490.3KN
1) Shear capacity pv=0.6 PYAv
Pv= 0.6 PYDt =0.6 x 21.4 x 921 x 265 x 10-3
= 3133.8kN > 490.3--------------------------OK
2) Check section for moment capacity
Moment max = 1112.75KN.m
0.6Pv = 0.6 x 3133.8
= 1880.3 KN.m
Fv < Pv = 490.3 < 1880.3 KN.m…it is low shear ………… OK
3) Moment capacity with low shear load for plastic section
Mcx = Py Sx 1.2PyZx
= 265 x 17700 x 10-3
1.2 x 265 x 15800 x 10-3
= 4690.5 5024.4
Mcx = 4690.5 KN.m
M < Mx 1112.75 < 4690.5 KN.m………… ……………….. OK
Cl:4.2.3
Cl:4.2.5
29. Design Of
Beam System
Designed By: Sheet25/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam Remark
4) Check for lateral torsional buckling capacity
M
M = 950kn
Mlt = 0.85
Mb = SxPb =
Pb = uv w
5) Checking bearing and buckling at support
I. Bearing
Fv < Pwb
Local capacity of the web: Pbw = ( b1 +nk)tpw
The section properties of angle : 160 x160 x 18
. t = 18
.r = 16
Stiff bearing length b1 = is obtained by taking a tan at 450 through the
. bearing i.e along the tangent to root angle
b1 = 2t + 0.8r – c
b1 = 2(18) +0.8(16) – 8.76 = 40.04
k = T+r = 36.5 + 24.1 = 60.6
n = 2
Pwb = ( b1 +nk)tpyw
= (40.04+2(60.6) x 21.4 x 265 x 10-3
= 914.39KN
Forced applied through the flange
914.39 > 490.3 KN ………………………………….OK
Therefore bearing stiffener is not required.
Cl:3.1.3
Cl:4.5.2.1
30. Design Of
Beam System
Designed By: Sheet25/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam Remark
Bucking
ae = 40.04/2 = 20.02 mm ( ae = 0.7d)
Buckling resistance off the un-stiffened web.
Px = x
√
= x
√
x 914.39
= 053x 1.8
= 14,086.5
Fv = 490.3 KN < 858 KN …… ……………………………. OK
Check for deflection under servicebility loads
[
( )
] = 10.6 x 1.255 = 13.3 x 2 = 26.6 KN
E= 205KN/mm2
I= 720000cm4
=* + x104
=* + x104
= 0.16 mm
Limiting lim=span/360 = 9100/360 = 25.27 > 0.16 …………Ok
Cl: 4.5.3.1
Table 8
31. Design Of
Beam System
Designed By: Sheet26/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam two Remark
= = 2.25 <2 Two way slab
Self-weight of slab = Ƥc x h = 0.281x25 .
= 7.025KN/m2
Finishing is Assume to be = 1KN/m2
Self-weight of screed = 0.02x25
= 0.5KN/m2
Self-weight of brick wall 18Kgm/m3 x 0.15 x 4
= 10.8KN/m
Total dead load on the slab (n) = 19.325KN/m
Dead load of beam from slab = WD = * +
= [
( )
]
= 40.9 x 1.08 = 51.4 KN/m
Self -weight of beam = 0.98KN/m
Total dead load on the beam = 52.4 KN/m
Live load on Beam from slab (n) WL = [
( )
]
= [
( )
]
= 13.3 KN/m
Ultimate load design = 1.4(DL) + 1.6(LL) = 1.4( 52.4) + 1.6(13.3)
= 94.64 KNm2
32. Design Of
Beam System
Designed By: Sheet27/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam two Remark
M = = = 979.6 KN.m
Sx = = = 3562cm3
Try UB = 914x419x388 ( Sx = 17,700)
33. Design Of
Beam System
Designed By: Sheet28/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam two Remark
Section geometrical property
Plastic modulus sx =17700mm3
Elastic modulus Zx =15800mm3
Depth D = 921mm
Width B = 420.5mm
Web thickness t = 21.4mm
Flange T = 36.5mm
Depth between fillet d = 799.6mm
Roof radius r = 24.1mm
Flange slenderness b/T = 5.74
Web slenderness d/t = 37.4
Moment of inertia I = 720000cm4
Buckling parameter u = 0.885
Torsional index x = 26.7
Check for design strength ( Py) and section classification for flange thickness
of T = 18.2, Py = 275 N/mm2
ɛ = * + = * + = 1.037
Compacting limiting of volume of b/T = 9ɛ = 9.3 x 1.03 = 9.3 > 5.74
Compacting limiting of volume of d/t = 80ɛ = 80 x 1.03 = 81 > 37.4
Therefore the section is Plastic
Table 9
Table 11
Node(b)
34. Design Of
Beam System
Designed By: Sheet29/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam two Remark
FV = 430.6 KN
1) Shear capacity pv=0.6 PYAv
pv=0.6 PYDt =0.6 x 21.4 x 921 x 265 x 10-3
= 3133.8kN > 430.6--------------------------OK
Check section for moment capacity
Moment max = 979.6 KN.m
0.6Pv = 0.6 x 3133.8
= 1880.3 KN.m
Fv < Pv = 430.6 < 1880.3 KN.m…it is low shear ………… OK
Moment capacity with low shear load for plastic section
Mcx = Py Sx 1.2PyZx
= 265 x 17700 x 10-3 1.2 x 265 x 15800 x 10-3
= 4690.5 5024.4
Mcx = 4690.5 KN.m
M < Mx 979.6 KN.m < 4690.5 KN.m………………………….. OK
35. Design Of
Beam System
Designed By: Sheet30/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam two Remark
1) Check for deflection under servicebility loads
[
( )
] = 10.6 x 1.255 = 13.3 x 2 = 26.6 KN
E = 205KN/mm2
I = 720000cm4
=* + x104
=* + x104
= 0.16 mm
Limiting lim=span/360 = 9100/360 = 25.27 > 0.16 …………Ok
2) Check for lateral torsional buckling capacity
M
M=950kN
Mlt=0.85
Mb= SxPb =
Pb = uv w
U=0.885
Le= 1.0xL = 1.0x9100 = 9100
Ry= 95.9
𝛌y = 9100/95.9 = 94.8
X = 26.7
𝛌/x = 94.8/26.7 = 3.35
V= 0.89
𝛌 uv w = x x x = 79.5
Py =265 =79.5
Mb = 161x10-3
x17700 = 2849.7
Mb/mlt > M 2849.7/.85 = 3352.5KN > 979.6 KN.m
36. Design Of
Beam System
Designed By: Sheet31/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam two Remark
1) Checking bearing and buckling at support
II. Bearing
Fv < Pwb
Local capacity of the web: Pbw = ( b1 +nk)tpw
The section properties of angle : 160 x160 x 18
. t = 18
.r = 16
Stiff bearing length b1 = is obtained by taking a tan at 450 through the
. bearing i.e along the tangent to root angle
b1 = 2t + 0.8r – c
b1 = 2(18) +0.8(16) – 8.76 = 40.04
k = T+r = 36.5 + 24.1 = 60.6
n = 2
Pwb = ( b1 +nk)tpyw
= (40.04+2(60.6) x 21.4 x 265 x 10-3
= 914.39KN
Forced applied through the flange
914.39 > 490.3 KN ………………………………….OK
Therefore bearing stiffener is not required.
Bucking
ae = = 20.02 mm ( ae = 0.7d)
Buckling resistance off the un-stiffened web.
Px = x
√
= x
√
x 914.39
= 053x 1.8 x 914.39 = 858
Fv = 430.6 KN < 858 KN ………………………………………. OK
37. Design Of
Beam System
Designed By: Sheet32/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam three Remark
= = 2.25 < 2 Two way slab
Self-weight of slab = Ƥc x h = 0.281x25 .
= 7.025KN/m2
Finishing is Assume to be = 1KN/m2
Self-weight of screed = 0.02x25 = 0.5
Total dead load = 8.8KN/m2
= 17.61 x 2 sides = 35.22 KN/m
Self-weight of beam = 0.98 KN/m
Total dead load = 36.22
Live load = x 2 sides = 20 sides KN/m
Ultimate load = 1.4(DL) + 1.6(LL) = 1.4(36.2) + 1.6(20) = 86.68 KN/m
38. Design Of
Beam System
Designed By: Sheet33/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam three Remark
M = = = 371.8 KN.m
Shear = = 247.8 KN
Sx = = = 1352 cm3
Try UB = 610x 229 x 125(sx = 3880cm3)
Section geometrical property
Plastic modulus sx =3880mm3
Elastic modulus Zx =3220mm3
Depth D = 612.2
Width B = 229
Web thickness t = 11.9
Flange T = 19.6
Depth between fillet d = 547.6
Roof radius r = 12.7
Flange slenderness b/T = 5.84
Web slenderness d/t = 48
Moment of inertia I = 98800cm4
Buckling parameter u = 0.874
Torsional index x = 34.1
Check for design strength ( Py) and section classification for flange thickness
of T = 19.6, Py = 275 N/mm
ɛ = * + = * + = 1.0
Compacting limiting of volume of b/T = 9ɛ = 9x 1 = 9 > 5.84
Compacting limiting of volume of d/t = 80ɛ = 80 x 1 = 80 > 48
section is class one (plastic section)
39. Design Of
Beam System
Designed By: Sheet34/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam three Remark
1) Shear capacity pv=0.6 PYAv
FV = 247.8 KN
pv=0.6 PYDt =0.6x 612.2 x 19.6 x 275 x 10-3
= 1979.8 kN > 247.8--------------------------OK
1) Moment capacity with low shear load for plastic section
Mcx = Py Sx 1.2PyZx
= 275 x 3880 x 10-3 1.2 x 275 x3220 x 10-3
= 1067 1062.6 KN.m
Mcx = 1062.6 KN.m
M < Mx 371.8 KN.m < 1062.6 KN.m………………………….. OK
40. Design Of
Beam System
Designed By: Sheet35/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam three Remark
1) Check for deflection under servicebility loads
= 10 x 2 sides = 20 KN
E = 205KN/mm2
I = 98800cm4
=* + x104
=* + x104
= 7.7 mm
Limiting lim=span/360 = 6000/360 = 16.6 > 7.7 …………Ok
2) Check for lateral torsional buckling capacity
M
M=371.8kN
Mlt=0.85
Mb= SxPb
Pb = uv w
U = 0.874
Le = 1.0xL = 1.0x 6000 =6000
Ry = 49.7
𝛌y = 6000/49.7 = 120.7
X = 41.8
𝛌/x = 120.7/34.1 = 3.5
V= 0.89
uv w = x 7 x 7x = 93.8
Py =275 =145.4
Mb = SxPb =3880 x145.4 x 10-3
= 564 KN
Mb/mlt = 564/.85 = 663.7 KN > 371.8 KN…………………………. OK
Table 19
41. Design Of
Beam System
Designed By: Sheet36/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel beam three Remark
2) Checking bearing and buckling at support
III. Bearing
Fv < Pwb
Local capacity of the web: Pbw = ( b1 +nk)tpw
The section properties of angle : 160 x160 x 18
. t = 18
.r = 16
Stiff bearing length b1 = is obtained by taking a tan at 450 through the
. bearing i.e along the tangent to root angle
b1 = 2t + 0.8r – c
b1 = 2(18) +0.8(16) – 8.76 = 40.04
k = T+r = 36.5 + 24.1 = 60.6
n = 2
Pwb = ( b1 +nk)tpyw
= (40.04+2(60.6) x 21.4 x 275 x 10-3
= 948.89KN
Forced applied through the flange
948.8 > 247.8KN ………………………………….OK
Therefore bearing stiffener is not required.
IV. Bucking
ae = b1/2 = 40.04/2 = 20.02 mm ( ae = 0.7d)
Buckling resistance off the un-stiffened web.
Px = x
√
= x
√
x 948.8
= 0.53x 2.1 39 x 948.8 =1075.7
Fv = 247.6 KN < 1075.7KN ……………………………………. OK
42. Design Of
Beam System
Designed By: Sheet37/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel Column Remark
43. Design Of
Column System
Designed By: Sheet38/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel column Remark
Dead load (kn) Imposed load Total
Un-
factored
Factored x
1.4
Un-factored Factored
x 1.6
Level3(roof)
R1-3
R2-3
62.4
0.98
87.5
1.37
……….
……….
----------
----------
R2-1
R2-2
Self-weight of
column
64.8
64.8
.98
90.7
90.7
1.37
67.4
67.4
108
108
R1-3
R2-3
Self-weight of
column
64.8
64.8
90.7
90.7
0.98
67.4
67.4
108
108
Total 453.6 432 885.63
1) To determine nominal moment
Geometrical properties of section
356 x 406 x 467
D = 436.6 r = 15.2 ry = 107
B = 412.4 d = 290.1 rx = 107
T = 35.9 = 3.56 Ag = 595.5
T = 58 = 8.08 u = 0.839
I = 183118 x = 6.86 Zy = 3293
Zx = 8388 Sx = 10009 Sy = 5038
Total design axial load : Fc = 885
Design strength Py
Thickness of the thickest element of the steel. Section
T = 58 > 16
Py = 255
44. Design Of
Column System
Designed By: Sheet39/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel column Remark
Normal moment Mx
ex = 100 + = 100 + = 138.3
Mx = 318.3 x 198.7 x 10-3
= 63.24 KN.m
Normal moment My
ey = 100 + = 100 + = 117.95 mm
My = 198.7 x 117.9 x 10-3
= 23.43 KN.m
The ratio of large to lower column stiffness
= = X = 1.5
Since the ratio of column stiffness is equal 1.5, then the nominal moment can
be divided equally.
Mx = 63.24/2 = 31.62 KN.m
My = 23.34/2 = 11.72KN.m
To determine the capacity of column design strength Py
Thickness of the thickest element of the steel section
T = 58 < 63, Py = 255
Section classification
ɛ = * + = * + = 1.04
flange classification
= 3.56
b/T = 9ɛ = 9.3 x 1.04 = 9.3>3.56
Flange is class 1
Web classification
= 8.08
Check weather web is class 1
45. Design Of
Column System
Designed By: Sheet40/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel column Remark
Fc = is positive because axial is compression
R1 = = = 0.22 < -1 r1 1 ……………….OK
class is plastic section
Compression capacity for class 1 section
Pc = Ag*Pe
To determine Pc
Effective length = Le = 1 x 6000 = 6000mm
Slender ratio
x = = = 34.
y = = = 56
Rolled H section greater than 40mm
For buckling about x-x axis use struc curve c
For buckling y-y axis use struc curve d
x = 34.3 Py { } = 231.4 KN/mm2
y = 56 Py { } = 179 KN/mm2
Therefore Pcy = 179 KN/mm2
Compression Capacity Pc = Ag*Pc
= 595.5 x 102
x 179 x 10-3
= 10659.45 KN
Buckling resistance moment for column in simple construction
lt = 0.5(l/ry)
= 0.5(6000/107)
= 28
Py = 255
Pb = 255
Mbs = Pb* Sx = 255 x 10,009 x 10-3
= 2552.3 KN.m
46. Design Of
Column System
Designed By: Sheet41/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel column Remark
Moment capacity about minor axis
Py Zy = ( 255N/mm2
) ( 8388 x 10-3
)
= 2138.9 KN/m
Solving the intersection equation
+ + = 1
= + + = 1
= 0.08302 + 0.012389 + 0.00548 1
= 0.1 1
Try UC = 356 x 406 x 467
47. Design Of
Column System
Designed By: Sheet42/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel column Remark
Dead load (KN) Imposed load Total
Un-
factored
Factored x
1.4
Un-factored Factored
x 1.6
Level3(roof)
R1-3
R2-3
R3-3
124.8
0.98
……..
174.72
1.37
………
……….
……….
……….
----------
----------
…………
R1-2
R2-2
R3-2
Self-weight of
column
64.8
64.8
129.6
0.98
90.7
90.7
181.4
1.37
67.4
67.4
134.8
108
108
215.68
R1-1
R2-1
R3-1
Self-weight of
column
64.8
64.8
129.6
0.98
90.7
90.7
181.4
1.37
67.4
67.4
134.8
108
108
215.68
Total 904.43 863.36 1767.8
1) To determine nominal moment
Geometrical properties of section
356 x 406 x 467
D = 436.6 r = 15.2 ry = 107
B = 412.4 d = 290.1 rx = 107
t = 35.6 = 3.56 Ag = 595.5
T = 58 = 8.08 u = 0.839
I = 183118 x = 6.86 Zy = 3293
Zx = 8388 Sx = 10009 Sy = 5038
Total design axial load : Fc = 1767.8
Design strength Py
Thickness of the thickest element of the steel. Section
T = 58 > 16
Py = 255
48. Design Of
Column System
Designed By: Sheet43/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel column Remark
Normal moment Mx
ex = 100 + = 100 + = 138.3
Mx = Pc x xe = 318.3 x 968.92 x 10-3
= 308.4 KN.m
The ratio of large to lower column stiffness
= = X = 0.66 < 1
Since the ratio of column stiffness is equal 1.5, then the nominal moment can
be divided equally.
Mx = 63.24/2 = 31.62 KN.m
To determine the capacity of column design strength Py
Thickness of the thickest element of the steel section
T = 58 < 63, Py = 255
Section classification
ɛ = * + = * + = 1.04
flange classification
= 3.56
b/T = 9ɛ = 9.3 x 1.04 = 9.3 > 3.56
Flange is class 1
Web classification
= 8.08
Check weather web is class 1
49. Design Of
Column System
Designed By: Sheet44/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel column Remark
Fc = is positive because axial is compression
R1 = = = 0.22 < -1 r1 1 ……………….OK
class is plastic section
Compression capacity for class 1 section
Pc = Ag. Pe
To determine Pc
Effective length = Le = 1 x 6000 = 6000mm
Slender ratio
x = = = 34.
y = = = 56
Rolled H section greater than 40mm
For buckling about x-x axis use struc curve c
For buckling y-y axis use struc curve d
x = 34.3 Py { } = 231.4 KN/mm2
y = 56 Py { } = 179 KN/mm2
Therefore Pcy = 179 KN/mm2
Compression Capacity Pc = Ag*Pc
= 595.5 x 102 x 179 x 10-3
= 10659.45 KN
Buckling resistance moment for column in simple construction
lt = 0.5(l/ry) = 0.5(6000/107) = 28
Py = 255
Pb = 255
Mbs = Pb* Sx = 255 x 10,009 x 10-3 = 2552.3 KN.m
50. Design Of
Column System
Designed By: Sheet45/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel column Remark
Moment capacity about minor axis
Py Zy = ( 255N/mm2) ( 8388 x 10-3)
= 2138.9 KN/m
Solving the intersection equation
+ 1
= + = 1
= 0.16 + 0.12 = 0.28 1
= 0.28 1
Try UC = 356 x 406 x 467
51. Design Of
Column System
Designed By: Sheet46/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel column Remark
Dead load (KN) Imposed load Total
Un-
factored
Factored x
1.4
Un-factored Factored
x 1.6
Level3(roof)
R1-3
R2-3
R3-3
R4-3
124.8
0.98
……..
……..
174.72
1.37
………
………
……….
……….
……….
----------
----------
…………
R1-2
R2-2
R3-2
R4-2
Self-weight of
column
64.8
64.8
64.8
64.8
0.98
90.7
90.7
90.7
90.7
1.37
67.4
67.4
67.4
67.4
108
108
108
108
R1-1
R2-1
R3-1
R4-1
Self-weight of
column
64.8
64.8
64.8
64.8
0.98
90.7
90.7
90.7
90.7
1.37
67.4
67.4
67.4
67.4
108
108
108
108
Total 904.43 863.36 1767.8
1) To determine nominal moment
Geometrical properties of section
356 x 406 x 467
D = 436.6 r = 15.2 ry = 107
B = 412.4 d = 290.1 rx = 107
t = 35.6 = 3.56 Ag = 595.5
T = 58 = 8.08 u = 0.839
I = 183118 x = 6.86 Zy = 3293
Zx = 8388 Sx = 10009 Sy = 5038
Total design axial load : Fc = 1591.7
Design strength Py
Thickness of the thickest element of the steel. Section
T = 58 > 16
Py = 255
52. Design Of
Column System
Designed By: Sheet47/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel column Remark
Normal moment Mx
ex = 100 + = 100 + = 138.3
Mx = Pc x xe = 318.3 x 968.92 x 10-3 = 308.4 KN.m
The ratio of large to lower column stiffness
= = X = 0.66 < 1
Since the ratio of column stiffness is equal 1.5, then the nominal moment can
be divided equally.
Mx = 63.24/2 = 31.62 KN.m
To determine the capacity of column design strength Py
Thickness of the thickest element of the steel section
T = 58 < 63, Py = 255
Section classification
ɛ = * + = * + = 1.04
flange classification
= 3.56
b/T = 9ɛ = 9.3 x 1.04 = 9.3 >
3.56
Flange is class 1
Web classification
= 8.08
Check weather web is class 1
53. Design Of
Column System
Designed By: Sheet48/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel column Remark
Fc = is positive because axial is compression
R1 = = = 0.22 < -1 r1 1 ……………….OK
class is plastic section
Compression capacity for class 1 section
Pc = Ag. Pe
To determine Pc
Effective length = Le = 1 x 6000 = 6000mm
Slender ratio
x = = = 34.
y = = = 56
Rolled H section greater than 40mm
For buckling about x-x axis use struc curve c
For buckling y-y axis use struc curve d
x = 34.3 Py { } = 231.4 KN/mm2
y = 56 Py { } = 179 KN/mm2
Therefore Pcy = 179 KN/mm2
Compression Capacity Pc = Ag*Pc
= 595.5 x 102
x 179 x 10-3
= 10659.45 KN
Buckling resistance moment for column in simple
construction
lt = 0.5(l/ry)
= 0.5(6000/107)
= 28
Py = 255
Pb = 255
Mbs = Pb* Sx = 255 x 10,009 x 10-3
= 2552.3 KN.m
54. Design Of
Column System
Designed By: Sheet49/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel column Remark
Moment capacity about minor axis
Py Zy = ( 255N/mm2
) ( 8388 x 10-3
)
= 2138.9 KN/m
Solving the intersection equation
+ 1
= + = 1
= 0.16 + 0.12 = 0.28 1
= 0.28 1
Try UC = 356 x 406 x 467
55. Design Of
Column System
Designed By: Sheet50/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel Base plate for column Remark
7
Axial load of column = 1767.8 KN for column = 7
Bearing strength of concrete = 0.6Fcu …………………………………………………..
Take Fcu =
Area required ( ) = = =
{ } =
√
= = 15.33
Find the thickness of the base plate
tp = * + ………………………………………………………………………………………
where
Pyp = design strength of the of the base plate 7
tp = 15.33 * + = 7.84mm
7 ……………………………………………………………….. OK
Cl: 4.13.1
4.13.2.2
56. Design Of
Column System
Designed By: Sheet51/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel footing Remark
57. Design Of
Connection
System
Designed By: Sheet52/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel connection Remark
1) Assume the bottom row of bolts does not carry shear force.
Fs = = 7 7
Ft ∑
Assume center of rotation is about the bottom bolts:
Ymax = 400mm
∑ y
Ft
For simple of method
+
Shear capacity of connection;
Shear capacity of bolt:
Ps =
As = At 7 (Assume failure at thread of bolt)
Ps = 400N/mm2
Shear force, Ps = 7 7 7 7 … …
Shear capacity of bolt
Pbb = d.t.pbb FS 7 7 … …
(t is taken as the smaller of thickness offend plate and flange. The
thickness of column flange for = 356 x 406 x 467 UC is 58mm)
Table 30
Table 31
58. Design Of
Connection
System
Designed By: Sheet53/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel Connection Remark
Bearing capacity of plate;
Pbs = Pbs 0.5.e.t. Pbs = =
=
Pbs = 7 … … … … … … … … … … … … … …
Pnon = 7 7 7
Check interaction formula
+ = +
7
……………Ok
Therefore the connection is Safe
Check block shear capacity:
Pr = 0.6Py.t{ }
Lv =
Pr = 0.6 x 275 x 58{ }
Pr … … … … … … … … … … …
Table 32
Table 34
Cl: 6.2.4
59. Design Of
Connection
System
Designed By: Sheet54/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel Connection Remark
Solution
2) To determine the size of weld which is safe and economic for the
beam and plate connection;
Fs
Ft
* + =
Ft
Resultant force, FR =
FR = 0.3 N/mm
Use weid size 5mm, electrode class E35, Py =220N/mm2
Pw = 0.7.s.Pw 7 77 0.3KN
60. Design Of
Connection
System
Designed By: Sheet54/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel Connection Remark
Connection beam to beam
1) Assume the bottom row of bolts does not carry shear force.
Fs = =
Ft ∑
Assume center of rotation is about the bottom bolts:
Ymax = 300mm
∑ y
Ft
For simple of method
+
Shear capacity of connection;
Shear capacity of bolt:
Ps =
As = At (Assume failure at thread of bolt)
Ps = 400N/mm2
Shear force, Ps = … …
Shear capacity of bolt
Pbb = d.t.pbb FS … …
(t is taken as the smaller of thickness offend plate and flange. The
thickness of column flange for = 914 x 419x 388 UB is 21.4mm
Table 30
Table 31
Table 32
61. Design Of
Connection
System
Designed By: Sheet55/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel Connection Remark
Bearing capacity of plate;
Pbs = Pbs 0.5.e.t. Pbs = =
=
Pbs = … … … … … … … … … … … … … …
Pnon = 7
Check interaction formula
+ = + ……………Ok
Therefore the connection is Safe
Check block shear capacity:
Pr = 0.6Py.t{ }
Lv =
Pr = 0.6 x 275 x 21.4{ }
Pr … … … … … … … … … … …
Cl:6.2.4
62. Design Of
Footing System
Designed By: Sheet56/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Design of Steel Connection Remark
Solution
3) To determine the size of weld which is safe and economic for the
beam and plate connection;
Fs
Ft
* + =
Ft
Resultant force, FR =
FR = 0.3N/mm
Use weid size 5mm, electrode class E35, Py =220N/mm2
Pw = 0.7.s.Pw 7 77
Table 37
63. Design Of
Footing System
Designed By: Sheet57/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
FOUNDATION DESIGN Remark
ZERO MOMENT
Given Data
Total axial load = 1767 KN.m
Fcu = 40 KN/mm2
Fy = 460 KN/mm2
Solution
Total live load and dead load.
Third floor loading
Dead load (DL) = 904.43KN/m
Live load (LL) = 863.36KN/m
Assume that = 25 > 20
Cover = 45 mm
a) Determine foundation thickness, h.
Deform types = La = 27
La = 27 x 26 = 675 mm
Assume that bar is bend = 200 mm
L = 675 – 200
= 475 mm
H = 475 + 45 + 2 x 25 = 570 mm = 600 mm
64. Design Of
Footing System
Designed By: Sheet58/74
Date:
18/1/2018017
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
FOUNDATION DESIGN Remark
b) Service limit state
1.0 GK + 1.0 QK = 1.0 X 904.43X 1.0 X 631.4
=1767KN + self weight of the footing
= 1767 + 10% ( 1767)
= 1944.7 KN
D = 600- 45 – 25 - 25/2 = 517.5 518 mm
Assume Bearing capacity = 200KN/m2
Required base Area = =
= 9.72 m2
Provide a base area of square = 9.7 m2
Footing self-weight = height footing x base Area xUnit-weight of
concrete
= 0.6 x 9.7 x 25 = 145.5 KN
Column design axial load = 1(DL) + 1(LL) = 1767KN
Earth pressure = = = 182.16KN/m2
65. Design Of
Footing System
Designed By: Sheet59/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
FOUNDATION DESIGN Remark
Try UC = 356 x 406 x 467
Moment = 182.1KN/m2
x 2.51 x x 3.1 =1778.2 KN
d = 600 – 45 – 25 – 25/2 = 517.5mm = 518mm
K = = = 0.053 < 0.156
Z = d(0.5 + √ ) = 0.937d ok
Ar req = = 5554.79 mm2
Check Armin= 0.13%bh = =2418 mm2
T25-200c/c (AS pro = 2450mm2
)
66. Design Of
Footing System
Designed By: Sheet60/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
FOUNDATION DESIGN Remark
Shear Check
Checking maximum shear
Vmax= = = 0.275 < 0.8 = 5.05
Normal Shear / Vertical shear
= = = 0.15N/ mm
VC= x ( ) x x ( )
= 0.632 x 0.531 x 1 x 1.17
= 0.4
Punching Shear
Critical perimeter = ( column perimeter + 8 x 1.5d)
= + 8 x 1.5 x 518
= 2461.6 + 6216
= 8677.6 mmVc
Area within perimeter =[ ]
= [ ]
= 3.81 x mm2
Punching shear force = 182( 3.12
– 3.81) = 1055.6KN
Punching shear stress = =
= 0.234
0.234 < 0.4
Check Crack = 3d @ 750mm
= 3 x 518 = 1554 mm > 750mm
Actual distance between =
– –
=
– –
= 353.75mm < 750 mm
H > 200mm
67. Design Of
Footing System
Designed By: Sheet61/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Referenc
e
FOUNDATION DESIGN Remar
k
Check = = = 0.15 < 0.3 …………………………ok
Detailing
68. Design Of
Footing System
Designed By: Sheet62/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
FOUNDATION DESIGN Remark
Maximum moment footing
load(N) = 1767.6 KN
Moment = 308KN.m
PMAX = + = +
=282.7 + 118.4
= 401.1
PMIN= - = -
=282.7 -118.4
= 164.3
Assume the area is =2.5x2.5 = 6.25m2
Central load = 1.047 /2.5 x 241.8 = 101.26
401.1 – 101.26 = 299.9 kNm
Moment maximum
= (300x 2.5 x 1.047 x0.5235)+* 7 +
= 411.07 + 79.38
=490.45
69. Design Of
Footing System
Designed By: Sheet63/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
FOUNDATION DESIGN Remark
d = 600 – 45 – 25 – 25/2 = 517.5mm
K = = = 0.018 < 0.156
Z = d(0.5 + √ = 0.98d > 0.95d
Use 0.95d
Z = 0.95 x 517.5 = 491 mm
ASreq = = = 2283.6 mm2
Check Asmin= 0.13%bh = =234
T25 – 200c/c (AS prov=2450 mm2)
Maximum shear checking
Average: 164.3 + = 282.7
Vmax = = = 0.341< 0.8 = 5.05
Normal Shear / Vertical shear
= = = 0.189N/ mm
= = 0.77
VC = x ( ) x x ( )
= x x 77 x
= 0.632 x 0.961 x 0.94x 1.69
= 0.964
70. Design Of
Footing System
Designed By: Sheet64/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
FOUNDATION DESIGN Remark
N = 282.7 X 2.5 (1.047 - 0.518) = 373.87 KN
= = 0.288 < VC = 0.9……..ok
Punching Shear
Critical perimeter = ( column perimeter + 8 x 1.5d)
= 2461.6 + 8 x 1.5 x 518
= 2461.6 + 621.6
= 3083.2 mm
Area within perimeter = [ ]
= [ ]
= 3.81 x mm2
Punching shear force = 282.2 (2.52
– 3.81)
= 688.56KN
Punching shear stress = =
= 0.43
0.43< 0.964
Check Crack = 3d @ 750mm
= 3 x 518 = 1554 mm > 750mm
Actual distance between =
– –
=
– –
= 277.5mm > 750 mm
H > 200mm
Check = = = 0.189< 0.3…………………….OK
71. Design Of
Footing System
Designed By: Sheet65/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
FOUNDATION DESIGN Remark
Detailing
72. Design Of
Stair Case
Designed By: Sheet66/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
Stair case DESIGN Remark
Design platform members for stair case show in figure:
Using A36steel F =22 k
Stringer are to plate
Headers are to be Channel section
DL = 97.1spf
LL = 105.3 spf
Solution
1. Face stringers (see Note below)
W = = = 6.8 k
From table 5.28 on Page 5.1
Select (3/16” x 10” plate* w = 6.8k)
R = w/2 = 6.8/2 = 3.4k
Selection is…………………………………………………. ok
Figth header
W = ksf x ksf x = 0.378k/ft
P -= 2 x 3.4 = 6.88k
M = + pl/4 = + 6.8 x 11.4/4 = 25.52kip.ft
Sreq = = = 13.9 = 14 find S
From the table 5.32; on page 5-14
C10x 20; S = 15.8; I = 78.8
Limit defilection
I > 0.00228(1.6P +wl) = 0.00228(1.6 x 6.8 + 0.378 x 11.4) (11.4)2
6 x 104
16in < 36.6………………. OK
R w + p/2 = 0.378 x 11.4/2 + 6.3 5.5K
73. Design Of
Footing System
Designed By: Sheet67/74
Date:
18/1/2018
Abdirahman Farah Ainab
Yasin Said Mohamed
Mohamed Ahmed Mohamed
Mohamed Abdinour Mohamud
Checked By: Eng. Sabaax
Reference
FOUNDATION DESIGN Remark
Platform header
W = 0.378 x 11.4 5 /2 = 11.7
M = wl/8 = 0.378x 11.4/8 = 16.6kips
S = = = 9in
5” from table 5.32 on page 5-14
Section
C9 x 13.4; S = 10.6; I = 47.9
Check deflection
= 0.0007633 = 0.000763 x11.7 = 0.27 in
Allowble = p x 12 / 360 = 0.38 in…………………………………… ok
R = w/2 = 11.7/2 = 5.8k
Support point A
Laod R platform = 5.8k
Select support member from table 5.28 and 5.31 on page 5-12 & 5- 13
Support B
Load R of flight header + R of wall stringer = 11.7+5.8