This presentation is intended for year-2 BEng/MEng Civil and Structural Engineering Students. The main purpose is to present how characterise wind loading on simple building structures according to Eurocode 1
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from CSI ETABS & SAFE with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2.The process of designing elements will not be revolutionised as a result of using Eurocode 2. Due to time constraints and knowledge, I may not be able to address the whole issues.
This presentation is intended for year-2 BEng/MEng Civil and Structural Engineering Students. The main purpose is to present how characterise wind loading on simple building structures according to Eurocode 1
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from CSI ETABS & SAFE with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2.The process of designing elements will not be revolutionised as a result of using Eurocode 2. Due to time constraints and knowledge, I may not be able to address the whole issues.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. Rules from EN 1998-1-1 for global analysis, regularity criteria, type of analysis and verification checks are presented. Detail design rules for concrete beam, column and shear wall, from EN 1998-1-1 and EN1992-1-1 are presented. This guide covers the design of orthodox members in concrete frames. It does not cover design rules for steel frames. Certain practical limitations are given to the scope.
Analysis and Design of Residential building.pptxDP NITHIN
Complete introduction to the design and design concepts, design of structural
members like slabs, beams, columns, footing etc. along with their calculation and
Detailing through structural drawings.
The aim of this manual is to give the design application of the basic requirements of EC8 for new concrete and steel buildings using ETABS. This book can be used by users of ETABS modeler. Is not cover all the steps that you have to carry during designing model using ETABS but is a good manual for those who using Eurocodes.
This guide provides a concise compilation of the principles and application rules
in the Eurocodes that relate to the design of common forms of building structure in
the Cyprus. Also provides guidance is given on the principal actions and
combinations of actions that need to be considered in orthodox building structures. Finally provides guidance for calculating the snow and wind loading based on Eurocode 1.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. Rules from EN 1998-1-1 for global analysis, regularity criteria, type of analysis and verification checks are presented. Detail design rules for concrete beam, column and shear wall, from EN 1998-1-1 and EN1992-1-1 are presented. This guide covers the design of orthodox members in concrete frames. It does not cover design rules for steel frames. Certain practical limitations are given to the scope.
Analysis and Design of Residential building.pptxDP NITHIN
Complete introduction to the design and design concepts, design of structural
members like slabs, beams, columns, footing etc. along with their calculation and
Detailing through structural drawings.
The aim of this manual is to give the design application of the basic requirements of EC8 for new concrete and steel buildings using ETABS. This book can be used by users of ETABS modeler. Is not cover all the steps that you have to carry during designing model using ETABS but is a good manual for those who using Eurocodes.
This guide provides a concise compilation of the principles and application rules
in the Eurocodes that relate to the design of common forms of building structure in
the Cyprus. Also provides guidance is given on the principal actions and
combinations of actions that need to be considered in orthodox building structures. Finally provides guidance for calculating the snow and wind loading based on Eurocode 1.
Calibrating a CFD canopy model with the EC1 vertical profiles of mean wind sp...Stephane Meteodyn
For some projects, applying the basic rules of EC1 is not sufficient, and it is required to get a more accurate estimation of the wind speed on the construction site. This can be done by using computational fluid dynamics codes which have the advantage, both to take into account of the terrain inhomogeneity and to calculate 3D orographic effects. In this way, the orography and roughness effects are coupled as they are in the real world. However, applying CFD computations must be in coherence with EC1 code. Then it is necessary to calibrate the ground friction for low roughness terrains as well as the drag force and turbulence production in case of high roughness lengths due to the presence of a canopy (forests or built areas). That is the condition for such methods to be commonly used and agreed by Building Control Officers. In this mind, TopoWind has been developed especially for wind design applications and can be a very useful, practical and objective tool for wind design engineers. The canopy model implemented in TopoWind has been calibrated in order to get the mean wind and turbulence profiles as defined in the EC1 for standard terrains. In this way, TopoWind computations satisfy the continuity between the EC1 values for homogeneous terrains and the more complex cases involving inhomogeneous roughness or orographic effects
Toward an Improved Computational Strategy for Vibration-Proof Structures Equi...Alessandro Palmeri
This presentation has been delivered at the 15th World Conference on Earthquake Engineering in Lisbon (Portugal) on 28th September 2012, and shows some preliminary results on the dynamic analysis on non-linear viscoelastic structures.
The testing of building strength does not depend on just its life but also on the way it is constructed and the care that is given to it,” construction material.
Using blurred images to assess damage in bridge structures?Alessandro Palmeri
Faster trains and augmented traffic have significantly increased the number and amplitude of loading cycles experienced on a daily basis by composite steel-concrete bridges. This higher demand accelerates the occurrence of damage in the shear connectors between the two materials, which in turn can severely affect performance and reliability of these structures. The aim of this talk is to present the preliminary results of theoretical and experimental investigations undertaken to assess the feasibility of using the envelope of deflections and rotations induced by moving loads as a practical and cost-effective alternative to traditional methods of health monitoring for composite bridges. Both analytical and numerical formulations for this dynamic problem are presented and the results of a parametric study are discussed. A novel photogrammetric approach is also introduced, which allows identifying vibration patterns in civil engineering structures by analysing blurred targets in long-exposure digital images. The initial experimental validation of this approach is presented and further challenges are highlighted.
Running Through Brick Walls: Counseling Private PracticeAnthony Centore
Theoretical foundations: A successful counseling business is one that provides effective, premium, care and that also surprises and delights it’s customers with great clinical care and customer service.
Nature of research: We will be surveying what business strategies have proven successful, and what has failed to result in success, when building a counseling private practice. We will also use various case examples from other service industries.
Most important information: Opening and building a private counseling practice takes constant effort, and some persons fail to succeed in private practice due to a lack of direction or a lack of “constant forward movement” in certain areas of their businesses. The effort is so difficult (and at times painful) it can feel like trying to run through a series of brick walls.
Reinforced Masonry Retaining Wall Analysis & Design, In accordance with EN1997-1:2004 incorporating Corrigendum dated February 2009 and the recommended values
Pocket reinforced masonry Retaining Wall Analysis & Design, In accordance with EN1997-1:2004 incorporating Corrigendum dated February 2009 and the recommended values
Masonry column with eccentric vertical loading Analysis & Design, in accordance with EN1996-1-1:2005 incorporating corrigenda February 2006 and July 2009 and the recommended values.
Sachpazis: Masonry wall panel design example (EN1996 1-1-2005)Dr.Costas Sachpazis
Masonry wall panel design (EN1996-1-1:2005) in accordance with EN1996-1-1:2005 incorporating Corrigenda February 2006 and July 2009 and the Recommended Values
Sachpazis:Terzaghi Bearing Capacity Estimation in simple terms with Calculati...Dr.Costas Sachpazis
Terzaghi's soil bearing capacity theory, developed by Karl Terzaghi, is a fundamental principle in geotechnical engineering used to determine the bearing capacity of shallow foundations. This theory provides a method to calculate the ultimate bearing capacity of soil, which is the maximum load per unit area that the soil can support without undergoing shear failure. The Calculation HTML Code included.
Seismic Hazard Assessment Software in Python by Prof. Dr. Costas SachpazisDr.Costas Sachpazis
This simple Python software is designed to assist Civil and Geotechnical Engineers in performing site-specific seismic hazard assessments. The program calculates the seismic response spectrum based on user-provided geotechnical and seismic parameters, generating a comprehensive technical report that includes the response spectrum data and figures. The analysis adheres to Eurocode 8 and the Greek Annex, ensuring compliance with international standards for earthquake-resistant design.
Structural Analysis and Design of Foundations: A Comprehensive Handbook for S...Dr.Costas Sachpazis
Structural Analysis and Design of Foundations: A Comprehensive Handbook for Students and Professionals.
Unlock the potential of foundation design with Dr. Costas Sachpazis’s enlightening handbook, a meticulously crafted guide poised to become an indispensable resource for both budding and seasoned civil engineers. This comprehensive manual illuminates the theoretical and practical aspects of structural analysis and design across various types of foundations and retaining walls.
Within these pages, Dr. Sachpazis distills complex engineering principles into digestible, step-by-step processes, enhanced by detailed diagrams, case studies, and real-world examples that bridge the gap between academic study and professional application. From soil mechanics and load calculations to innovative design techniques and sustainability considerations, this book covers a vast landscape of structural engineering.
Key Features:
• In-Depth Analysis and Design: Explore thorough explanations of both shallow and deep foundation designs, supported by case studies that demonstrate their practical implementations.
• Practical Guides: Benefit from detailed guides on site investigation, bearing capacity calculations, and settlement analysis, ensuring designs are both robust and reliable.
• Innovative Techniques: Discover the latest advancements in foundation technology and retaining wall design, preparing you for future trends in civil engineering.
• Educational Tools: Utilize this handbook as an educational tool, perfect for both classroom learning and professional development.
Whether you're a student eager to learn the fundamentals or a professional seeking to deepen your expertise, Dr. Sachpazis’s handbook is designed to support and inspire excellence in the field of structural engineering. Embrace this opportunity to enhance your skills and contribute to building safer, more efficient structures.
Sheet Pile Wall Design and Construction: A Practical Guide for Civil Engineer...Dr.Costas Sachpazis
Sheet Pile Wall Design and Construction: A Practical Guide for Civil Engineers. By Dr. Costas Sachpazis.
A Technical Report provides information on Geotechnical Exploration and testing procedures, analysis techniques, allowable criteria, design procedures, and construction consideration for the selection, design, and installation of sheet pile walls.
"Sheet Pile Wall Design and Construction: A Practical Guide for Civil Engineers" by Dr. Costas Sachpazis provides an in-depth look into the engineering, design, and construction of sheet pile walls. The book details geotechnical exploration, testing procedures, and analysis techniques essential for determining soil properties and stability under various conditions, including seismic activity. It also covers the impact of groundwater on wall design and offers methods for controlling it during construction. Practical considerations for confined space work and the use of emerging technologies in sheet pile construction are discussed. The guide serves as a comprehensive resource for civil engineers aiming to enhance their expertise in creating durable and effective sheet pile wall solutions for complex engineering projects.
Sachpazis Costas: Geotechnical Engineering: A student's Perspective IntroductionDr.Costas Sachpazis
Geotechnical Engineering: A Student's Perspective
By Dr. Costas Sachpazis.
Geotechnical engineering is a branch of civil engineering that focuses on the behavior of earth materials such as soil and rock. It is a crucial aspect of any construction project, as the properties of the ground can have a significant impact on the design and stability of structures. Geotechnical engineers work to understand the physical and mechanical properties of soil and rock, as well as how these materials interact with man-made structures.
Geotechnical engineering plays a crucial role in the field of civil engineering, as it deals with the behavior of earth materials and how they interact with structures. Understanding the properties of soil and rock beneath the surface is essential for designing safe and stable structures that can withstand various loads and environmental conditions. Without proper knowledge of geotechnical engineering, civil engineers would not be able to ensure the safety and longevity of their projects.
Sachpazis: Steel member fire resistance design to Eurocode 3 / Σαχπάζης: Σχεδ...Dr.Costas Sachpazis
Project: Steel Member Fire Resistance Design (EN1993) - In accordance with EN1993-1-2:2005 incorporating Corrigenda December 2005 and the recommended values.
Παράδειγμα Σχεδιασμού Πυράντοχης Αντοχής Μέλους από Χάλυβα (EN 1993), Σύμφωνα με το EN 1993-1-2:2005 που ενσωματώνει το Corrigenda Δεκεμβρίου 2005 και τις συνιστώμενες τιμές.
Sachpazis_Retaining Structures-Ground Anchors and Anchored Systems_C_Sachpazi...Dr.Costas Sachpazis
A retaining wall is a structure that is designed to hold back soil or other materials when there is a change in ground elevation. Retaining walls are commonly used in civil engineering to support soil and prevent erosion. They are typically constructed of various materials, including concrete, masonry, and timber.
Retaining walls are used in a variety of settings, including residential and commercial construction, roadways and highways, and landscaping projects. They are often used to create level areas for building or landscaping by holding back soil or other materials on sloping terrain.
The design of a retaining wall depends on several factors, including the type of soil, the height of the wall, and the slope of the ground. There are several types of retaining walls, including gravity walls, cantilever walls, sheet pile walls, and anchored walls. The type of wall used depends on the specific requirements of the project.
Overall, retaining walls are an important component of civil engineering projects and are used to support soil and prevent erosion. They require careful design and construction to ensure their stability and effectiveness.
Pile configuration optimization on the design of combined piled raft foundationsDr.Costas Sachpazis
By: Birhanu Asefa, Eleyas Assefa, Lysandros Pantelidis,Costas Sachpazis
This paper examines the impact of different pile configurations and geometric parameters on the bearing capacity and the settlement response of a combined pile–raft foundation system utilizing FLAC3D software. The configurations considered were: (1) uniform piles (denoted as CONF1), (2) shorter and longer piles uniformly distributed on the plan view of the raft (CONF2), (3) shorter piles at the center and longer piles at the edge of the raft (CONF3), and (4) longer piles at the center and shorter piles at the edge of the raft (CONF4). In the same framework, different pile diameters and raft stiffnesses were examined. The piles are considered to float in a cohesive–frictional soil mass, simulating the thick cohesive soil deposit found in Addis Abeba (Ethiopia). During simulation, a zero-thickness interface element was employed to incorporate the complex interaction between the soil elements and the structural elements. The analyses indicate that the configuration of piles has a considerable effect on both the bearing capacity and the settlement response of the foundation system. CONF1 and CONF3 improve the bearing capacity and exhibits a smaller average settlement than other configurations. However, CONF3 registers the highest differential settlement. On the other hand, the lowest differential settlement was achieved by the CONF4 configuration; the same configuration also gives ultimate load resistance comparable to those provided by either CONF1 or CONF3. The study also showed that applying zero-thickness interface elements to simulate the interaction between components of the foundation system is suitable for examining piled raft foundations problem.
Σαχπάζης Πλεονεκτήματα και Προκλήσεις της Αιολικής ΕνέργειαςDr.Costas Sachpazis
Σαχπάζης: Πλεονεκτήματα και Προκλήσεις της Αιολικής Ενέργειας.
Πλεονεκτήματα και Προκλήσεις της Αιολικής Ενέργειας
Από Κώστα Σαχπάζη, Πολιτικό Μηχανικό, καθηγητή Πολυτεχνικής Σχολής στην Γεωτεχνική Μηχανική
Η αιολική ενέργεια προσφέρει πολλά πλεονεκτήματα, κάτι που εξηγεί γιατί είναι μια από τις ταχύτερα αναπτυσσόμενες πηγές ενέργειας στον κόσμο. Οι ερευνητικές προσπάθειες αποσκοπούν στην αντιμετώπιση των προκλήσεων για μεγαλύτερη χρήση της αιολικής ενέργειας.
Καθώς είναι πιο καθαρή και φιλική προς το κλίμα, η Αιολική Ενέργεια χρησιμοποιείται ολοένα και περισσότερο για να καλύψει τις συνεχώς αυξανόμενες παγκόσμιες ενεργειακές απαιτήσεις. Στην Ελλάδα, υπάρχει ένα μεγάλο κενό μεταξύ των Αιολικών Πόρων και της πραγματικής παραγωγής ενέργειας, και είναι επιτακτική ανάγκη να επεκταθεί η ανάπτυξη της αιολικής ενέργειας, ιδιαίτερα στις ημέρες μας μετά από την Νέα Εποχή της Απολιγνιτοποίησης που έχουμε εισέλθει με βάση τις προσταγές και τους νόμους της Ευρωπαϊκής Ένωσης.
Ας δούμε όμως παρακάτω περισσότερα για τα οφέλη της αιολικής ενέργειας και μερικές από τις προκλήσεις που προσπαθεί να ξεπεράσει:
Πλεονεκτήματα της Αιολικής Ενέργειας
Sachpazis: Raft Foundation Analysis and Design for a two Storey House Project...Dr.Costas Sachpazis
Sachpazis: Raft Foundation Analysis and Design for a two Storey House Project
In accordance with BS8110: PART 1: 1997 and Code of Practice for Geotechnical design and the U.K. recommended values
Παράδειγμα ανάλυσης και σχεδίασης Ζευκτών (Trusses) σύμφωνα με τον Ευρωκώδικα EC3, του Δρ. Κώστα Σαχπάζη.
Truss Analysis and Design example to EC3, by Dr. Costas Sachpazis
PDF SubmissionDigital Marketing Institute in NoidaPoojaSaini954651
https://www.safalta.com/online-digital-marketing/advance-digital-marketing-training-in-noidaTop Digital Marketing Institute in Noida: Boost Your Career Fast
[3:29 am, 30/05/2024] +91 83818 43552: Safalta Digital Marketing Institute in Noida also provides advanced classes for individuals seeking to develop their expertise and skills in this field. These classes, led by industry experts with vast experience, focus on specific aspects of digital marketing such as advanced SEO strategies, sophisticated content creation techniques, and data-driven analytics.
Explore the essential graphic design tools and software that can elevate your creative projects. Discover industry favorites and innovative solutions for stunning design results.
Between Filth and Fortune- Urban Cattle Foraging Realities by Devi S Nair, An...Mansi Shah
This study examines cattle rearing in urban and rural settings, focusing on milk production and consumption. By exploring a case in Ahmedabad, it highlights the challenges and processes in dairy farming across different environments, emphasising the need for sustainable practices and the essential role of milk in daily consumption.
Can AI do good? at 'offtheCanvas' India HCI preludeAlan Dix
Invited talk at 'offtheCanvas' IndiaHCI prelude, 29th June 2024.
https://www.alandix.com/academic/talks/offtheCanvas-IndiaHCI2024/
The world is being changed fundamentally by AI and we are constantly faced with newspaper headlines about its harmful effects. However, there is also the potential to both ameliorate theses harms and use the new abilities of AI to transform society for the good. Can you make the difference?
White wonder, Work developed by Eva TschoppMansi Shah
White Wonder by Eva Tschopp
A tale about our culture around the use of fertilizers and pesticides visiting small farms around Ahmedabad in Matar and Shilaj.
Maximize Your Content with Beautiful Assets : Content & Asset for Landing Page pmgdscunsri
Figma is a cloud-based design tool widely used by designers for prototyping, UI/UX design, and real-time collaboration. With features such as precision pen tools, grid system, and reusable components, Figma makes it easy for teams to work together on design projects. Its flexibility and accessibility make Figma a top choice in the digital age.
Maximize Your Content with Beautiful Assets : Content & Asset for Landing Page
Sachpazis: Wind loading to EN 1991 1-4- for a hipped roof example
1. Wind Loading for a Hipped Roof example, In accordance with
EN1991-1-4
Job Ref.
Section
Sheet no./rev. 1
Project:
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944, costas@sachpazis.info
Civil & Geotechnical Engineering
Calc. by
Date
Dr. C. Sachpazis
08/02/2014
Chk'd by
Date
WIND LOADING FOR A HIPPED ROOF (EN1991-1-4)
App'd by
Date
2. Wind Loading for a Hipped Roof example, In accordance with
EN1991-1-4
Job Ref.
Section
Sheet no./rev. 1
Project:
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944, costas@sachpazis.info
Civil & Geotechnical Engineering
Calc. by
Date
Dr. C. Sachpazis
08/02/2014
Chk'd by
Date
Building data
Type of roof;
Hipped
Length of building;
L = 32000 mm
Width of building;
W = 10000 mm
Height to eaves;
H = 15000 mm
Pitch of main slope;
α0 = 20.0 deg
Pitch of gable slope;
α90 = 20.0 deg
Total height;
h = 16820 mm
Basic values
Fundamental basic wind velocity;
vb,0 = 21.8 m/s
Season factor;
cseason = 1.00
Direction factor;
cdir = 1.00
Shape parameter K;
K = 0.2
Exponent n;
n = 0.5
Probability factor;
cprob = [(1 - K × ln(-ln(1-p)))/(1 - K × ln(-ln(0.98)))] = 1.00
n
Basic wind velocity (Exp. 4.1);
vb = cdir × cseason × vb,0 × cprob = 21.8 m/s
Reference mean velocity pressure;
qb = 0.5 × ρ × vb = 0.298 kN/m
2
Orography
Orography factor not significant;
co = 1.0
Terrain category;
Average height of surrounding buildings;
IV
have = 15000 mm
Distance to nearest building;
xdis = 30000 mm
2
App'd by
Date
3. Wind Loading for a Hipped Roof example, In accordance with
EN1991-1-4
Job Ref.
Section
Sheet no./rev. 1
Project:
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944, costas@sachpazis.info
Civil & Geotechnical Engineering
Calc. by
Date
Dr. C. Sachpazis
08/02/2014
Chk'd by
Date
App'd by
Date
The velocity pressure for the windward face of the building with a 0 degree wind is to be considered as 1 part as the height h is less than b
(cl.7.2.2)
The velocity pressure for the windward face of the building with a 90 degree wind is to be considered as 2 parts as the height h is greater than b
but less than 2b (cl.7.2.2)
Peak velocity pressure - windward wall - Wind 0 deg
Reference height (at which q is sought);
z = 15000mm
Displacement height (Annex A.2);
hdis = min(0.8 × have, 0.6 × z) = 9000 mm
Roughness length (Table 4.1);
z0 = 1000 mm
Roughness length (Category II);
z0,II = 50 mm
Minimum height (Table 4.1);
zmin = 10000 mm
Maximum height;
zmax = 200000 mm
Terrain factor;
kr = 0.19 × (z0 / z0,II)
Roughness factor;
cr = kr × ln(zmin / z0) = 0.54
Mean wind;
vm = cr × co × vb = 11.8 m/s
0.07
= 0.23
Turbulence factor;
kI = 1.0
Turbulence intensity;
Iv = kI / (co × ln(zmin / z0)) = 0.434
Peak velocity pressure;
qp = (1 + 7 × Iv) × 0.5 × ρ × vm = 0.35 kN/m
2
Structural factor
Building type;
Structural factor (Annex D);
Concrete
csCd = 0.79
Peak velocity pressure - windward wall (lower part) - Wind 90 deg
Reference height (at which q is sought);
z = 10000mm
Displacement height (Annex A.2);
hdis = min(0.8 × have, 0.6 × z) = 6000 mm
Terrain factor;
kr = 0.19 × (z0 / z0,II)
Roughness factor;
cr = kr × ln(zmin / z0) = 0.54
0.07
= 0.23
2
4. Wind Loading for a Hipped Roof example, In accordance with
EN1991-1-4
Job Ref.
Section
Sheet no./rev. 1
Project:
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944, costas@sachpazis.info
Civil & Geotechnical Engineering
Calc. by
Date
Dr. C. Sachpazis
08/02/2014
Chk'd by
Date
Mean wind;
vm = cr × co × vb = 11.8 m/s
Turbulence factor;
kI = 1.0
Turbulence intensity;
Iv = kI / (co × ln(zmin / z0)) = 0.434
Peak velocity pressure;
qp = (1 + 7 × Iv) × 0.5 × ρ × vm = 0.35 kN/m
2
2
Peak velocity pressure - windward wall (upper part) - Wind 90 deg
Reference height (at which q is sought);
z = 15000mm
Displacement height (Annex A.2);
hdis = min(0.8 × have, 0.6 × z) = 9000 mm
Terrain factor;
kr = 0.19 × (z0 / z0,II)
Roughness factor;
cr = kr × ln(zmin / z0) = 0.54
0.07
= 0.23
Mean wind;
vm = cr × co × vb = 11.8 m/s
Turbulence factor;
kI = 1.0
Turbulence intensity;
Iv = kI / (co × ln(zmin / z0)) = 0.434
Peak velocity pressure;
qp = (1 + 7 × Iv) × 0.5 × ρ × vm = 0.35 kN/m
2
2
Peak velocity pressure - roof
Reference height (at which q is sought);
z = 16820mm
Displacement height (Annex A.2);
hdis = min(0.8 × have, 0.6 × z) = 10092 mm
Terrain factor;
kr = 0.19 × (z0 / z0,II)
Roughness factor;
cr = kr × ln(zmin / z0) = 0.54
0.07
= 0.23
Mean wind;
vm = cr × co × vb = 11.8 m/s
Turbulence factor;
kI = 1.0
Turbulence intensity;
Iv = kI / (co × ln(zmin / z0)) = 0.434
Peak velocity pressure;
qp = (1 + 7 × Iv) × 0.5 × ρ × vm = 0.35 kN/m
2
Peak velocity pressure for internal pressure
Peak velocity pressure – internal (as roof press.);
qp,i = 0.35 kN/m
2
2
App'd by
Date
5. Wind Loading for a Hipped Roof example, In accordance with
EN1991-1-4
Job Ref.
Section
Sheet no./rev. 1
Project:
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944, costas@sachpazis.info
Civil & Geotechnical Engineering
Calc. by
Date
Dr. C. Sachpazis
08/02/2014
Chk'd by
Date
App'd by
Pressures and forces
Net pressure;
p = csCd × qp × cpe - qp,i × cpi;
Net force;
Fw = pw × Aref;
Roof load case 1 - Wind 0, cpi -0.30, - cpe
Zone
Ext pressure
coefficient
cpe
Peak velocity
pressure
2
qp, (kN/m )
Net pressure
2
p (kN/m )
Area
2
Aref (m )
Net force
Fw (kN)
F (-ve)
-0.77
0.35
-0.11
43.59
-4.67
G (-ve)
-0.70
0.35
-0.09
54.49
-4.83
H (-ve)
-0.27
0.35
0.03
45.59
1.43
I (-ve)
-0.47
0.35
-0.02
80.32
-1.93
J (-ve)
-0.90
0.35
-0.14
23.16
-3.33
K (-ve)
-0.97
0.35
-0.16
40.18
-6.52
L (-ve)
-1.40
0.35
-0.28
28.61
-8.07
M (-ve)
-0.67
0.35
-0.08
24.60
-1.95
Total vertical net force;
Fw,v = -28.08 kN
Total horizontal net force;
Fw,h = 1.27 kN
Walls load case 1 - Wind 0, cpi -0.30, - cpe
Zone
Ext pressure
coefficient
cpe
Peak velocity
pressure
2
qp, (kN/m )
Net pressure
2
p (kN/m )
Area
2
Aref (m )
Net force
Fw (kN)
A
-1.20
0.35
-0.23
96.00
-21.71
B
-0.80
0.35
-0.12
54.00
-6.25
Date
6. Wind Loading for a Hipped Roof example, In accordance with
EN1991-1-4
Job Ref.
Section
Sheet no./rev. 1
Project:
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944, costas@sachpazis.info
Civil & Geotechnical Engineering
Calc. by
Date
Dr. C. Sachpazis
08/02/2014
Chk'd by
Date
App'd by
D
0.80
0.35
0.33
480.00
156.42
E
-0.53
0.35
-0.04
480.00
-20.32
Overall loading
Equiv leeward net force for overall section;
Fl = Fw,wE = -20.3 kN
Net windward force for overall section;
Fw = Fw,wD = 156.4 kN
Lack of correlation (cl.7.2.2(3) – Note);
fcorr = 0.88; as h/W is 1.682
Overall loading overall section;
Fw,D = fcorr × (Fw - Fl) + Fw,h = 156.0 kN
Roof load case 2 - Wind 90, cpi -0.30, - cpe
Zone
Ext pressure
coefficient
cpe
Peak velocity
pressure
2
qp, (kN/m )
Net pressure
2
p (kN/m )
Area
2
Aref (m )
Net force
Fw (kN)
F (-ve)
-0.77
0.35
-0.12
4.26
-0.53
G (-ve)
-0.70
0.35
-0.10
5.32
-0.56
H (-ve)
-0.27
0.35
0.03
17.03
0.43
I (-ve)
-0.47
0.35
-0.03
17.03
-0.59
J (-ve)
-0.90
0.35
-0.16
9.58
-1.58
L (-ve)
-1.40
0.35
-0.31
10.64
-3.35
M (-ve)
-0.67
0.35
-0.09
17.03
-1.61
N (-ve)
-0.27
0.35
0.03
259.66
6.53
Total vertical net force;
Fw,v = -1.19 kN
Total horizontal net force;
Fw,h = 0.52 kN
Walls load case 2 - Wind 90, cpi -0.30, - cpe
Date
7. Wind Loading for a Hipped Roof example, In accordance with
EN1991-1-4
Job Ref.
Section
Sheet no./rev. 1
Project:
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Civil & Geotechnical Engineering
Calc. by
Date
Dr. C. Sachpazis
08/02/2014
Zone
Ext pressure
coefficient
cpe
Peak velocity
pressure
2
qp, (kN/m )
Net pressure
2
p (kN/m )
Area
2
Aref (m )
Net force
Fw (kN)
A
-1.20
0.35
-0.25
30.00
-7.64
B
-0.80
0.35
-0.13
120.00
-16.17
C
-0.50
0.35
-0.04
330.00
-14.78
Db
0.74
0.35
0.33
100.00
32.99
Du
0.74
0.35
0.34
50.00
16.76
E
-0.37
0.35
-0.01
150.00
-1.03
Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944, costas@sachpazis.info
Chk'd by
Date
Overall loading
Equiv leeward net force for upper section;
Fl = Fw,wE / Aref,wE × Aref,wu = -0.3 kN
Net windward force for upper section;
Fw = Fw,wu = 16.8 kN
Lack of correlation (cl.7.2.2(3) – Note);
fcorr = 0.85; as h/L is 0.526
Overall loading upper section;
Fw,u = fcorr × (Fw - Fl) + Fw,h = 15.1 kN
Equiv leeward net force for bottom section;
Fl = Fw,wE / Aref,wE × Aref,wb = -0.7 kN
Net windward force for bottom section;
Fw = Fw,wb = 33.0 kN
Lack of correlation (cl.7.2.2(3) – Note);
fcorr = 0.85; as h/L is 0.526
Overall loading bottom section;
Fw,b = fcorr × (Fw - Fl) = 28.6 kN
App'd by
Date
8. Wind Loading for a Hipped Roof example, In accordance with
EN1991-1-4
Job Ref.
Section
Sheet no./rev. 1
Project:
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944, costas@sachpazis.info
Civil & Geotechnical Engineering
Calc. by
Date
Dr. C. Sachpazis
08/02/2014
Chk'd by
Date
App'd by
Date
9. Wind Loading for a Hipped Roof example, In accordance with
EN1991-1-4
Job Ref.
Section
Sheet no./rev. 1
Project:
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944, costas@sachpazis.info
Civil & Geotechnical Engineering
Calc. by
Date
Dr. C. Sachpazis
08/02/2014
Chk'd by
Date
App'd by
Date
10. Wind Loading for a Hipped Roof example, In accordance with
EN1991-1-4
Job Ref.
Section
Sheet no./rev. 1
Project:
GEODOMISI Ltd. - Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation
Engineering & Retaining Structures.
Date
Dr. C. Sachpazis
08/02/2014
Chk'd by
Date
App'd by
Date
L
J
Calc. by
L
Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30)
6936425722 & (+44) 7585939944, costas@sachpazis.info
Civil & Geotechnical Engineering
J