Geotechnical Engineering-II [Lec #19: General Bearing Capacity Equation]Muhammad Irfan
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Geotechnical Engineering-II [Lec #19: General Bearing Capacity Equation]Muhammad Irfan
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Sachpazis: Strip Foundation Analysis and Design example (EN1997-1:2004)Dr.Costas Sachpazis
Strip Foundation Analysis and Design example, in accordance with EN1997-1:2004 incorporating Corrigendum dated February 2009 and the recommended values
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Structural Analysis of a Bungalow Reportdouglasloon
Taylor's University Lakeside Campus
School of Architecture, Building & Design
Bachelor of Science (Hons) in Architecture
Building Structures (ARC 2523 / BLD 60103)
Project 2: Structural Analysis of a Bungalow
Sachpazis: Strip Foundation Analysis and Design example (EN1997-1:2004)Dr.Costas Sachpazis
Strip Foundation Analysis and Design example, in accordance with EN1997-1:2004 incorporating Corrigendum dated February 2009 and the recommended values
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Structural Analysis of a Bungalow Reportdouglasloon
Taylor's University Lakeside Campus
School of Architecture, Building & Design
Bachelor of Science (Hons) in Architecture
Building Structures (ARC 2523 / BLD 60103)
Project 2: Structural Analysis of a Bungalow
Sachpazis: Steel member design in biaxial bending and axial compression examp...Dr.Costas Sachpazis
Steel Member Design in Biaxial Bending And Axial Compression Example, in accordance with EN1993-1-1:2005 incorporating Corrigenda February 2006 and April 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: 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
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
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
Retaining walls are relatively rigid walls used for supporting soil laterally so that it can be retained at different levels on the two sides. Retaining walls are structures designed to restrain soil to a slope that it would not naturally keep to (typically a steep, near-vertical or vertical slope). They are used to bound soils between two different elevations often in areas of terrain possessing undesirable slopes or in areas where the landscape needs to be shaped severely and engineered for more specific purposes like hillside farming or roadway overpasses. A retaining wall that retains soil on the backside and water on the frontside is called a seawall or a bulkhead.
Dive into the innovative world of smart garages with our insightful presentation, "Exploring the Future of Smart Garages." This comprehensive guide covers the latest advancements in garage technology, including automated systems, smart security features, energy efficiency solutions, and seamless integration with smart home ecosystems. Learn how these technologies are transforming traditional garages into high-tech, efficient spaces that enhance convenience, safety, and sustainability.
Ideal for homeowners, tech enthusiasts, and industry professionals, this presentation provides valuable insights into the trends, benefits, and future developments in smart garage technology. Stay ahead of the curve with our expert analysis and practical tips on implementing smart garage solutions.
Unleash Your Inner Demon with the "Let's Summon Demons" T-Shirt. Calling all fans of dark humor and edgy fashion! The "Let's Summon Demons" t-shirt is a unique way to express yourself and turn heads.
https://dribbble.com/shots/24253051-Let-s-Summon-Demons-Shirt
You could be a professional graphic designer and still make mistakes. There is always the possibility of human error. On the other hand if you’re not a designer, the chances of making some common graphic design mistakes are even higher. Because you don’t know what you don’t know. That’s where this blog comes in. To make your job easier and help you create better designs, we have put together a list of common graphic design mistakes that you need to avoid.
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?
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.
Sachpazis: 4 rc piles cap design with eccentricity example (bs8110 part1-1997)
1. Project: Reinforced Pile Cap Design, in accordance with
(BS8110:Part1:1997)
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
Section
Sheet no./rev. 1
Civil & Geotechnical Engineering
Date
Calc. by
Job Ref.
Chk'd by
Dr.C.Sachpazis 10/08/2013
Date
-
App'd by
Date
RC PILE CAP DESIGN (BS8110:PART1:1997)
4 Pile Cap, height h
with eccentricity
s
2
1
e
P3
P2
φ
case 3 shear plane
3
3
ey
case 1
case 2
b
y
ex
Loaded width - x, y
φ/5
x
case 4 shear plane
4
4
P1
P4
2
L
1
Pile Cap Design – Truss Method
Design Input - 4 Piles - With Eccentricity
Number of piles;
ULS axial load;
N=4
Fuls = 1850.0 kN
Pile diameter;
φ = 350 mm
Pile spacing, both directions;
s = 900 mm
Eccentricity from centroid of pile cap;
ex = 75 mm
Eccentricity from centroid of pile cap;
ey = 50 mm
φ
e
2. Job Ref.
Project: Reinforced Pile Cap Design, in accordance with
(BS8110:Part1:1997)
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
Section
Sheet no./rev. 1
Civil & Geotechnical Engineering
Calc. by
Date
Dr.C.Sachpazis 10/08/2013
Characteristic load in pile, φ1;
Chk'd by
Date
-
App'd by
Fchar_pile_1 = Fchar × (0.5 × s - ex)/s × (0.5 × s - ey)/s =
291.7 kN
Characteristic load in pile, φ2;
Fchar_pile_2 = Fchar × (0.5 × s - ex)/s × (0.5 × s + ey)/s
= 364.6 kN
Characteristic load in pile, φ3;
Fchar_pile_3 = Fchar × (0.5 × s + ex)/s × (0.5 × s + ey)/s
= 510.4 kN
Characteristic load in pile, φ4;
Fchar_pile_4 = Fchar × (0.5 × s + ex)/s × (0.5 × s - ey)/s
= 408.3 kN
Pile cap overhang;
e = 200 mm
Overall length of pile cap;
L = s + φ +2 × e = 1650 mm
Overall width of pile cap;
b = s + φ +2 × e = 1650 mm
Overall height of pile cap;
h = 450 mm
Dimension x of loaded area;
x = 300 mm
Dimension y of loaded area;
y = 300 mm
Cover
Concrete grade;
fcu = 40.0 N/mm
Nominal cover;
2
cnom = 40 mm
Tension bar diameter;
Dt = 16 mm
Link bar diameter;
Ldia = 12 mm
Depth to tension steel;
d = h – cnom - Ldia - Dt/2 = 390 mm
Pile Cap Forces
Maximum compression within pile cap;
Fc = max(Fc1, Fc2, Fc3, Fc4) = 1034.4 kN
Maximum tension within pile cap;
Ft = max(Ft1, Ft2, Ft3, Ft4) = 614.9 kN
Compression In Pile Cap - Suggested Additional Check
Check compression diagonal as an unreinforced column, using a core equivalent to pile diameter
Compressive force in pile cap;
2
Pc = 0.4 × fcu × π × φ /4 = 1539.4 kN
PASS Compression
Cl. 3.8.4.3
Tension In One Truss Member
2
Characteristic strength of reinforcement;
fy = 500 N/mm
Partial safety factor for strength of steel;
γms = 1.15
Required area of reinforcement;
As_req = Ft /(1/γms × fy) =1414 mm
2
2
Provided area of reinforcement;
As_prov = Ast = 1608 mm
Tension in truss member;
Pt = (1/γms × fy) × As_prov = 699.3 kN
PASS Tension
Cl. 3.11.4.2
Max / Min Areas of Reinforcement - Considering A Strip Of Cap
2
Minimum required area of steel;
Ast_min = kt × Ac = 439 mm
Maximum allowable area of steel;
Ast_max = 4 % × Ac = 13500 mm
2
Area of tension steel provided OK
Date
3. Job Ref.
Project: Reinforced Pile Cap Design, in accordance with
(BS8110:Part1:1997)
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
Section
Sheet no./rev. 1
Civil & Geotechnical Engineering
Date
Calc. by
Dr.C.Sachpazis 10/08/2013
Chk'd by
Date
-
App'd by
Date
Cl. 3.12.6 & Table 3.25
Beam Shear
Check shear stress on the sections at distance φ / 5 inside face of piles.
Cl. 3.11.4.3 & fig. 3.23
Applied shear stress to be checked across each pile pair
Effective width of pile cap in shear allowing for Clause 3.11.4.4 (b)
bv = if (s ≤ 3 × φ, s + φ + 2 × e, 3 × φ + 2 × min( 1.5 × φ, φ / 2 + e ) ) = 1650 mm
v1 = V1/(bv × d) = 1.68 N/mm
2
v2 = V2/(bv × d) = 1.20 N/mm
2
v3 = V3/(bv × d) = 1.60 N/mm
2
v4 = V4/(bv × d) = 1.28 N/mm
2
1/2
2
vallowable = min ((0.8 N /mm) × √(fcu ), 5 N/mm ) =
5.00 N/mm
2
Shear stress - OK
Cl. 3.4.5.2
Design concrete shear strength
r = 100 × 2 × As_prov /(bv × d) = 0.50
Percentage of reinforcement;
From BS8110-1:1997 Table 3.8;
vc_25 = 0.79 × r
1/3
1/4
Shear enhancement - Cl. 3.4.5.8 and fig. 3.5;
0.59 N/mm
2
× max(0.67, (400 mm/d) ) × 1.0 N/mm / 1.25 = 0.50 N/mm
2
2 1/3
vc = vc_25 × ( min(fcu, 40 N/mm )/25 N/mm )
2
=
2
Case 1;
av_1 = min(2 × d, max((s/2 - φ/2 + φ/5 - ex - x/2), 0.1
mm)) = 120 mm
vc_enh_1 = 2 × d × vc/av_1 = 3.84 N/mm
2
Concrete shear strength - OK, no links reqd. for Case 1
Case 2;
av_2 = min(2 × d, max((s/2 - φ/2 + φ/5 + ex - x/2), 0.1
mm)) = 270 mm
vc_enh_2 = 2 × d × vc/av_2 = 1.71 N/mm
2
Concrete shear strength - OK, no links reqd. for Case 2
Case 3;
av_3 = min(2 × d, max((s/2 - φ/2 + φ/5 - ey - y/2), 0.1
mm)) = 145 mm
vc_enh_3 = 2 × d × vc/av_3 = 3.18 N/mm
2
Concrete shear strength - OK, no links reqd. for Case 3
Case 4;
av_4 = min(2 × d, max((s/2 - φ/2 + φ/5 + ey - y/2), 0.1
mm)) = 245 mm
vc_enh_4 = 2 × d × vc/av_4 = 1.88 N/mm
2
Concrete shear strength - OK, no links reqd. for Case 4
Table 3.16
Note: If no links are provided, the bond strengths for PLAIN bars must be used in calculations for
anchorage and lap lengths.
4. Job Ref.
Project: Reinforced Pile Cap Design, in accordance with
(BS8110:Part1:1997)
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
Section
Sheet no./rev. 1
Civil & Geotechnical Engineering
Calc. by
Date
Dr.C.Sachpazis 10/08/2013
Chk'd by
Date
-
App'd by
Date
Cl. 3.12.8.3
Local Shear At Concentrated Loads (Cl 3.7.7)
Total length of inner perim. at edge of loaded area; u0 = 2 × ( x + y ) =1200 mm
Assumed average depth to tension steel;
dav = d - Dt = 374 mm
Max shear effective across perimeter;
Vp = Fuls = 1850.0 kN
Stress around loaded area;
vmax = Vp / (u0 × dav) = 4.12 N/mm
Allowable shear stress;
vallowable = min((0.8 N /mm) × √(fcu ), 5 N/mm ) =
5.00 N/mm
2
1/2
2
2
Shear stress - OK
Cl. 3.4.5.2
Clear Distance Between Bars In Tension (Cl 3.12.11.2.4)
Maximum / Minimum allowable clear distances between tension bars considering a strip of cap
Actual bar spacing;
spacingbars = max( 0mm, (bccs - nsurfaces × (cadopt + Ldia) - Dt)/(Lnt - 1) - Dt) =75 mm
Maximum allowable spacing of bars;
spacingmax = min((47000 N/mm)/fs, 300 mm) = 160
mm
Minimum required spacing of bars;
spacingmin = hagg + 5 mm = 25 mm
Bar spacing OK
Clear Distance Between Face Of Beam And Tension Bars (Cl 3.12.11.2.5)
Distance to face of beam;
Distedge = cadopt + Ldia + Dt/2 = 60 mm
Design service stress in reinforcement;
fs = 2 × fy × As_req /(3 × As_prov × βb) = 293.1 N/mm
Max allowable clear spacing;
Spacingmax = min((47000 N/mm)/fs, 300 mm) = 160
2
mm
Max distance to face of beam;
Distmax = Spacingmax /2 = 80 mm
Max distance to beam edge check - OK
Anchorage Of Tension Steel
Anchorage factor;
φfactor =35
Type of lap length;
lap_type ="tens_lap"
Type of reinforcement;
reft_type = "def2_fy500"
Minimum radius;
rbar = 32 mm
Minimum end projection;
Pbar = 130 mm
Minimum anchorage length or lap length req’d;
Ltable 3.27 = φfactor × Dt = 560 mm
Check anchorage length to cl. 3.12.9.4 (b);
Lcl. 3.12.9.4 = 12 × Dt + d/2 = 387 mm
Required minimum effective anchorage length;
La = max(Ltable 3.27, Lcl. 3.12.9.4) = 560 mm
Check bearing stress on minimum radius bend
Note that the bars must extend at least 4D past the bend
Force per bar at bend;
Fbt = Ft / Lnt = 76.9 kN
Bearing stress;
fbt = Fbt / (rbar×Dt) = 150.12 N/mm
Edge bar centres;
sext = cadopt + Dt = 56 mm
2
5. Project: Reinforced Pile Cap Design, in accordance with
(BS8110:Part1:1997)
Section
GEODOMISI Ltd. - Dr. Costas Sachpazis
Sheet no./rev. 1
Civil & Geotechnical Engineering
Civil & Geotechnical Engineering Consulting Company for
Structural Engineering, Soil Mechanics, Rock Mechanics,
Foundation Engineering & Retaining Structures.
Calc. by
Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 Mobile: (+30) 6936425722 & (+44) 7585939944, costas@sachpazis.info
Date
Chk'd by
Dr.C.Sachpazis 10/08/2013
Edge maximum allowable bearing stress;
Job Ref.
-
Date
App'd by
Date
fbt_max_ext = 2 × fcu / ( 1 + 2×(Dt / sext )) = 50.91
2
N/mm
Internal bar centres;
sint = spacingbars + Dt = 91 mm
Internal maximum allowable bearing stress;
fbt_max_int = 2 × fcu / ( 1 + 2×(Dt / sint )) = 59.19
N/mm
2
FAIL - Bearing stress on minimum radius bend exceeds maximum allowable
Deflection Check (Cl 3.4.6)
Redistribution ratio;
βb = 1.0
Design service stress in tension reinforcement;
fs = 2 × fy × As_req /(3 × As_prov × βb) = 293.1 N/mm
2
Modification for tension reinforcement;
2
2
factortens = min( 2, 0.55 + (477 N/mm - fs)/(120 × (0.9 N/mm + Ft /(b×d )))) = 1.376
Modified span to depth ratio;
modfspan_depth = factortens × basicspan_depth = 27.5
Span of pile cap for deflection check;
Ls = 900 mm
Actual span to depth ratio;
actualspan_depth = Ls /d = 2.31
PASS - Deflection