This document provides a raft foundation design analysis and design in accordance with BS8110 Part 1-1997. It includes definitions of the soil properties, raft geometry, material properties, and loading. It then performs checks for bearing capacity, bending, shear, and deflection for the internal slab and edge beams. Reinforcement is designed for the slab and edge beams to satisfy the various design checks.
1) Penelitian ini mengkaji pengaruh variasi konfigurasi tiang cerucuk terhadap daya dukung tanah gambut untuk perkuatan fondasi jalan, meliputi variasi panjang tiang, jarak tiang, jumlah tiang, dan diameter tiang.
2) Uji pembebanan dilakukan untuk mendapatkan kurva hubungan beban dan penurunan tanah, serta menentukan daya dukung ultimit berbagai konfigurasi tiang.
3) Hasil penelitian dihar
This document provides an analysis and design of a gabion retaining wall according to BS8002:1994. It includes the geometry of the 3-tier gabion wall, calculations of forces, and checks for overturning stability, sliding stability, and bearing pressure. The analysis finds the wall design satisfies minimum safety factors of 2.0 for overturning, 1.5 for sliding, and the bearing pressure is less than the allowable soil pressure. A separate analysis is provided for stability between the 2nd and 3rd tiers.
Numerical problem bearing capacity terzaghi , group pile capacity (usefulsear...Make Mannan
A 1m wide strip footing is located 0.8m below ground in a c-φ soil. The soil properties are given. Using Terzaghi's analysis with a factor of safety of 3, the safe bearing capacity is calculated to be 112.1 kN/m^2.
A 2m x 3m rectangular footing at a depth of 1.5m in a different c-φ soil is considered. Using Terzaghi's analysis, the safe bearing capacities are calculated to be 471.7 kN/m^2 based on net ultimate capacity and 453.7 kN/m^2 based on ultimate capacity, both with a factor of safety of 3.
This document provides a raft foundation design analysis and design in accordance with BS8110 Part 1-1997. It includes definitions of the soil properties, raft geometry, material properties, and loading. It then performs checks for bearing capacity, bending, shear, and deflection for the internal slab and edge beams. Reinforcement is designed for the slab and edge beams to satisfy the various design checks.
1) Penelitian ini mengkaji pengaruh variasi konfigurasi tiang cerucuk terhadap daya dukung tanah gambut untuk perkuatan fondasi jalan, meliputi variasi panjang tiang, jarak tiang, jumlah tiang, dan diameter tiang.
2) Uji pembebanan dilakukan untuk mendapatkan kurva hubungan beban dan penurunan tanah, serta menentukan daya dukung ultimit berbagai konfigurasi tiang.
3) Hasil penelitian dihar
This document provides an analysis and design of a gabion retaining wall according to BS8002:1994. It includes the geometry of the 3-tier gabion wall, calculations of forces, and checks for overturning stability, sliding stability, and bearing pressure. The analysis finds the wall design satisfies minimum safety factors of 2.0 for overturning, 1.5 for sliding, and the bearing pressure is less than the allowable soil pressure. A separate analysis is provided for stability between the 2nd and 3rd tiers.
Numerical problem bearing capacity terzaghi , group pile capacity (usefulsear...Make Mannan
A 1m wide strip footing is located 0.8m below ground in a c-φ soil. The soil properties are given. Using Terzaghi's analysis with a factor of safety of 3, the safe bearing capacity is calculated to be 112.1 kN/m^2.
A 2m x 3m rectangular footing at a depth of 1.5m in a different c-φ soil is considered. Using Terzaghi's analysis, the safe bearing capacities are calculated to be 471.7 kN/m^2 based on net ultimate capacity and 453.7 kN/m^2 based on ultimate capacity, both with a factor of safety of 3.
A Designer's Introduction to the Development, Design and Application of Vinyl...Docks & Marinas, Inc.
The document provides an overview of vinyl and composite sheet pile materials for use in seawalls, bulkheads, levees, and other coastal structures. It discusses the advantages of ESP's vinyl and fiber reinforced polymer (FRP) composite sheet piles over traditional materials like steel and concrete in terms of cost, weight, durability, and resistance to corrosion and rot. The document also provides details on ESP's sheet pile profiles and material properties, design and installation considerations, and examples of completed projects using ESP sheet piles worldwide.
Global Maritime was requested to calculate the bollard pull required to tow the Haewene Brim FPSO under certain environmental conditions. They calculated a bollard pull of 117 tonnes would be required to maintain zero speed in winds of 20 m/s, 1 m/s head current and 5 m waves. They also calculated 149 tonnes would be required if towed at 2 knots in the same conditions. The contracted tug, the BB Troll, has a bollard pull of 165 tonnes, sufficient to meet the requirements.
The document provides 8 examples of calculating total stress, effective stress, and pore water pressure at different depths for various soil profiles. The examples solve for the stresses and pressures at specific points or depths by considering the layer thicknesses, soil unit weights, depth of water table, and degree of saturation. The effective stress is calculated by subtracting the pore water pressure from the total stress at each point.
Discussed Topics:
Settlement of Shallow Foundation
Immediate Settlement
Consolidation Settlement
Created By-
Md. Ragib Nur Alam
130095
Civil Engineering
Ragibnur.ce@gmail.com
Analisis resiko Gempa
Diketahui suatu lokasi tertentu (point of interest).
Diamati data kejadian gempabumi yang pernah ada di lokasi tersebut misalkan 1907 s/d 2007 = 100 tahun.
Diketahui epicenter suatu, jarak ke lokasi point of interest dan magnitude gempa.
This document provides design recommendations for an isolated square footing foundation, including:
- The allowable bearing capacity of the soil is 314 kN/m^2 at a minimum depth of 2 meters.
- For a given service load of 1230.3 kN dead load and 210.6 kN live load, the required base area is calculated as 5.18 m^2 and the footing size is determined to be 2.3x2.3 meters.
- The required thickness is determined to be 500 mm based on checks for one-way shear, two-way punching shear, flexure in the long direction, and flexure in the short direction. Steel reinforcement of 12 bars of
The document provides design details for a rectangular concrete tank with three chambers. It discusses load combinations and factors used by the Portland Cement Association (PCA) that differ slightly from American Concrete Institute (ACI) specifications. An interior wall and short exterior wall of the tank are then designed. The interior wall is designed for both vertical and horizontal bending using #8 bars spaced at 6 inches and 8 inches, respectively. The short exterior wall uses a 14 inch thickness with #6 bars at 8 inches for vertical bending to resist a moment of 28,672 lb-ft/ft.
Dokumen tersebut membahas tentang keseimbangan regangan pada balok beton bertulang. Terdapat tiga hal penting yaitu: 1) letak garis netral tergantung pada jumlah tulangan baja tarik, 2) keseimbangan regangan menempati posisi penting sebagai pembatas antara dua cara hancur yang berbeda, 3) standar menetapkan pembatasan jumlah penulangan agar tercapai daktilitas.
A group of 16 square piles extends 12 m into stiff clay soil, underlain by rock at 24 m depth. Pile dimensions are 0.3 m x 0.3 m. Undrained shear strength of clay increases linearly from 50 kPa at surface to 150 kPa at rock. Factor of safety for group capacity is 2.5. Determine group capacity and individual pile capacity.
The group capacity is calculated to be 1600 kN. The individual pile capacity is determined to be 100 kN. The factor of safety of 2.5 is then applied to determine the safe load capacity.
The document contains solutions to multiple problems involving determining shear stress, torque, and angle of twist in shaft and rod systems. Key details include formulas for calculating shear stress given torque and geometry, determining required diameters to not exceed allowable stress, and calculating angle of twist between sections using torque, length, shear modulus, and polar second moment of area. Examples analyze hollow and solid shafts made of materials like steel, brass, and aluminum under different torque conditions.
Structural engineering i- Dr. Iftekhar Anam
Structural Stability and Determinacy,Axial Force, Shear Force and Bending Moment Diagram of Frames,Axial Force, Shear Force and Bending Moment Diagram of Multi-Storied Frames,Influence Lines of Beams using Müller-Breslau’s Principle,Influence Lines of Plate Girders and Trusses,Maximum ‘Support Reaction’ due to Wheel Loads,Maximum ‘Shear Force’ due to Wheel Loads,Calculation of Wind Load,Seismic Vibration and Structural Response
http://www.uap-bd.edu/ce/anam/
13-Effective Length of Columns (Steel Structural Design & Prof. Shehab Mourad)Hossam Shafiq II
This document discusses the effective length of columns, which depends on:
1) The end conditions of the column (fixed, hinged, or free) represented by the factor K.
2) Whether the frame is braced or unbraced.
3) The relative stiffnesses of the column to beams at each end, represented by factors G1 and G2.
Formulas and charts are provided to calculate the buckling length factor K based on these parameters. An example problem demonstrates calculating K for three columns in a two-story frame.
الأجهزة الصحية - تركيبات صحية - سنة3 - ابراهيم الرداعيIbrahem Qasim
للتحميل: https://mribrahem.github.io/college_research/
جامعة العلوم والتكنولوجيا
معماري مستوى ثالث 2013-2014
بحث عن الأجهزة الصحية
ضمن متطلبات مادة تركيبات صحية
إبراهيم الرداعي
770633517
All mat-raft-piles-mat-foundation- اللبشة – الحصيرة العامة -لبشة الخوازيق ( ا...Dr.Youssef Hammida
This document provides guidance on the steps required for designing mat foundations with piles. The key steps include:
1) Determining total vertical loads and adding 1% for eccentricity.
2) Dividing the total load by the allowable soil bearing capacity to determine the number of piles.
3) Checking stresses on the mat and piles, including uplift, shear, and moment forces as required.
4) Calculating free pile length and location of fixity based on soil properties.
5) Designing the mat and piles considering both vertical and horizontal/seismic loads.
A Designer's Introduction to the Development, Design and Application of Vinyl...Docks & Marinas, Inc.
The document provides an overview of vinyl and composite sheet pile materials for use in seawalls, bulkheads, levees, and other coastal structures. It discusses the advantages of ESP's vinyl and fiber reinforced polymer (FRP) composite sheet piles over traditional materials like steel and concrete in terms of cost, weight, durability, and resistance to corrosion and rot. The document also provides details on ESP's sheet pile profiles and material properties, design and installation considerations, and examples of completed projects using ESP sheet piles worldwide.
Global Maritime was requested to calculate the bollard pull required to tow the Haewene Brim FPSO under certain environmental conditions. They calculated a bollard pull of 117 tonnes would be required to maintain zero speed in winds of 20 m/s, 1 m/s head current and 5 m waves. They also calculated 149 tonnes would be required if towed at 2 knots in the same conditions. The contracted tug, the BB Troll, has a bollard pull of 165 tonnes, sufficient to meet the requirements.
The document provides 8 examples of calculating total stress, effective stress, and pore water pressure at different depths for various soil profiles. The examples solve for the stresses and pressures at specific points or depths by considering the layer thicknesses, soil unit weights, depth of water table, and degree of saturation. The effective stress is calculated by subtracting the pore water pressure from the total stress at each point.
Discussed Topics:
Settlement of Shallow Foundation
Immediate Settlement
Consolidation Settlement
Created By-
Md. Ragib Nur Alam
130095
Civil Engineering
Ragibnur.ce@gmail.com
Analisis resiko Gempa
Diketahui suatu lokasi tertentu (point of interest).
Diamati data kejadian gempabumi yang pernah ada di lokasi tersebut misalkan 1907 s/d 2007 = 100 tahun.
Diketahui epicenter suatu, jarak ke lokasi point of interest dan magnitude gempa.
This document provides design recommendations for an isolated square footing foundation, including:
- The allowable bearing capacity of the soil is 314 kN/m^2 at a minimum depth of 2 meters.
- For a given service load of 1230.3 kN dead load and 210.6 kN live load, the required base area is calculated as 5.18 m^2 and the footing size is determined to be 2.3x2.3 meters.
- The required thickness is determined to be 500 mm based on checks for one-way shear, two-way punching shear, flexure in the long direction, and flexure in the short direction. Steel reinforcement of 12 bars of
The document provides design details for a rectangular concrete tank with three chambers. It discusses load combinations and factors used by the Portland Cement Association (PCA) that differ slightly from American Concrete Institute (ACI) specifications. An interior wall and short exterior wall of the tank are then designed. The interior wall is designed for both vertical and horizontal bending using #8 bars spaced at 6 inches and 8 inches, respectively. The short exterior wall uses a 14 inch thickness with #6 bars at 8 inches for vertical bending to resist a moment of 28,672 lb-ft/ft.
Dokumen tersebut membahas tentang keseimbangan regangan pada balok beton bertulang. Terdapat tiga hal penting yaitu: 1) letak garis netral tergantung pada jumlah tulangan baja tarik, 2) keseimbangan regangan menempati posisi penting sebagai pembatas antara dua cara hancur yang berbeda, 3) standar menetapkan pembatasan jumlah penulangan agar tercapai daktilitas.
A group of 16 square piles extends 12 m into stiff clay soil, underlain by rock at 24 m depth. Pile dimensions are 0.3 m x 0.3 m. Undrained shear strength of clay increases linearly from 50 kPa at surface to 150 kPa at rock. Factor of safety for group capacity is 2.5. Determine group capacity and individual pile capacity.
The group capacity is calculated to be 1600 kN. The individual pile capacity is determined to be 100 kN. The factor of safety of 2.5 is then applied to determine the safe load capacity.
The document contains solutions to multiple problems involving determining shear stress, torque, and angle of twist in shaft and rod systems. Key details include formulas for calculating shear stress given torque and geometry, determining required diameters to not exceed allowable stress, and calculating angle of twist between sections using torque, length, shear modulus, and polar second moment of area. Examples analyze hollow and solid shafts made of materials like steel, brass, and aluminum under different torque conditions.
Structural engineering i- Dr. Iftekhar Anam
Structural Stability and Determinacy,Axial Force, Shear Force and Bending Moment Diagram of Frames,Axial Force, Shear Force and Bending Moment Diagram of Multi-Storied Frames,Influence Lines of Beams using Müller-Breslau’s Principle,Influence Lines of Plate Girders and Trusses,Maximum ‘Support Reaction’ due to Wheel Loads,Maximum ‘Shear Force’ due to Wheel Loads,Calculation of Wind Load,Seismic Vibration and Structural Response
http://www.uap-bd.edu/ce/anam/
13-Effective Length of Columns (Steel Structural Design & Prof. Shehab Mourad)Hossam Shafiq II
This document discusses the effective length of columns, which depends on:
1) The end conditions of the column (fixed, hinged, or free) represented by the factor K.
2) Whether the frame is braced or unbraced.
3) The relative stiffnesses of the column to beams at each end, represented by factors G1 and G2.
Formulas and charts are provided to calculate the buckling length factor K based on these parameters. An example problem demonstrates calculating K for three columns in a two-story frame.
الأجهزة الصحية - تركيبات صحية - سنة3 - ابراهيم الرداعيIbrahem Qasim
للتحميل: https://mribrahem.github.io/college_research/
جامعة العلوم والتكنولوجيا
معماري مستوى ثالث 2013-2014
بحث عن الأجهزة الصحية
ضمن متطلبات مادة تركيبات صحية
إبراهيم الرداعي
770633517
All mat-raft-piles-mat-foundation- اللبشة – الحصيرة العامة -لبشة الخوازيق ( ا...Dr.Youssef Hammida
This document provides guidance on the steps required for designing mat foundations with piles. The key steps include:
1) Determining total vertical loads and adding 1% for eccentricity.
2) Dividing the total load by the allowable soil bearing capacity to determine the number of piles.
3) Checking stresses on the mat and piles, including uplift, shear, and moment forces as required.
4) Calculating free pile length and location of fixity based on soil properties.
5) Designing the mat and piles considering both vertical and horizontal/seismic loads.
الدليل الشامل للأشراف على تنفيذ الخوازيق الخرسانيه - كريم سيد جابرKarim Gaber
برعاية : مدونة مهندس مدنى تحت الإنشاء
http://engineer-underconstruction.blogspot.com.eg
لتحميل الملف
http://engineer-underconstruction.blogspot.com.eg/2015/08/blog-post.html
لدليل الشامل للأشراف على تنفيذ الخوازيق الخرسانيه
الاساسات العميقه - الخوازيق
انواع الخوازيق من حيث نظرية العمل
انواع الخوازيق من حيث التصميم
انواع الخوازيق من حيث التكوين
المراحل الاساسيه لعملية تنفيذ الخوازيق
المرحله الاولي : تجهيز المستندات واللوحات
اولا : تقرير الجسات - investigation Report Geotechnical
ثانيا : اللوحات الإنشائية للخوازيق - Structural Drawings for Piles
ثالثا : المواصفات الفنية الخاصة للمشروع
المرحله الثانيه : تجهيز موقع العمل قبل البدء بتنفيذ الخوازيق
اولاً : اعمال الحفر
ثانياً : توقيع وتحديد اماكن الخوازيق
ثالثاً : تجهيز القفص الحديدي
رابعا: تجهيز المعدات المستخدمه اثناء تنفيذ الخوازيق
المرحله الثالثه : حفر وصب الخوازيق
اولاً : تنفيذ الخوازيق بأستخدام ماكينة الاستراوس
ثانياً : تنفيذ الخوازيق بواسطة ماكينة النصف ميكانيكيه
ثالثاً: خطوات حفر الخوازيق بواسطة ماكينة الـ C.F.A فى التربة المتماسكه
رابعاً :خطوات حفر الخوازيق بطريقة الـحفر الدوار – Bored Piles فى التربة الرخوه
خامسا: ملاحظات على خوازيق سند الجار
سادساً : اعداد وتنفيذ الخازوق التجريبي
المرحلة الرابعه:مراجعة و اجراء الاختبارات على الخوازيق
اولاً: اختبار الالترا سونيك - Altrasonic
ثانيا: اختبار التحميل –Loading Test
المرحلة الخامسه
اولاً : تجهيز المعدات المستخدمه لحفر المرحله الثانيه وتكسير رؤوس الخوازيق
ثانيا: البدء فى اعمال الحفر وصب هامة الخوازيق
This document provides information on various types of pumps, with a focus on centrifugal pumps. It defines different types of pumps and discusses why centrifugal pumps are commonly used. It then provides details on the components and operating principles of centrifugal pumps. The document also discusses pump performance curves, cavitation, net positive suction head (NPSH), affinity laws, and best practices for pumping systems.
This document provides an overview of pumping systems and opportunities for improving their energy efficiency. It discusses the types of pumps commonly used, including centrifugal and positive displacement pumps. The document explains how to assess pump performance by calculating hydraulic power, shaft power, and efficiency. It also outlines several methods for improving energy efficiency, such as selecting the properly sized pump, controlling flow rates through variable speed drives, using parallel pumps to meet varying demand, and eliminating inefficient flow control valves and bypass lines. The overall aim is to educate about pumping systems and identify opportunities to reduce the significant energy demands of pump operations.
This document summarizes the development of an approximate nonlinear analysis method for piled raft foundations. The method models pile-soil interaction, pile-soil-pile interaction, and raft-soil-pile interaction in a multilayered soil profile. It considers effects like apparent stiffness reduction and stiffness hardening. Comparison to 3D FEM analysis shows the method generates similar load-settlement behavior and is sufficiently accurate for design. Further refinement could involve intelligent soil springs and modeling of variable raft shapes, validated through field testing.
This document discusses the need for raft foundations. Raft foundations are recommended when:
1) Building loads are heavy or soil capacity is low, so individual footings would cover too much area.
2) Soil contains weak lenses or cavities, making differential settlement hard to predict.
3) Structures are sensitive to differential settlement.
4) Structures like silos naturally suit raft foundations.
5) Floating foundations are needed over very weak soil.
6) Buildings require basements or underground pits.
7) Individual footings would experience large bending stresses.
Raft foundations increase capacity, decrease settlement, and equalize differential settlement compared to individual footings. However,
the presentation includes basic ideas about water pumps, various terminology generally used for the pumps, classification of pumps and ideas about the types its construction and working
This document discusses different types of pumps, including their classifications, characteristics, applications, and performance. It describes hydrodynamic/non-positive displacement pumps, which use flow to transfer fluid at relatively low pressure and are generally used for low pressure, high volume applications. It also describes hydrostatic/positive displacement pumps, which have close-fitting components and can create high pressures, making them self-priming. Specific positive displacement pump types like gear, vane, piston and centrifugal pumps are examined in terms of their applications and operating principles. Pump efficiencies including volumetric, mechanical and overall efficiency are also covered.
This document provides an introduction to different types of pumping equipment, including their principles of operation and categories. It discusses the main differences between rotodynamic pumps (like centrifugal pumps) and positive displacement pumps (like reciprocating and rotary pumps). Centrifugal pumps are best for medium to high flow rates and low to medium pressures, while positive displacement pumps can achieve very high pressures or handle low flows. The document also compares characteristics like flow patterns, pressure capabilities, cost considerations, and fluid handling for different pump categories.
The document discusses different types of pumps used in fluid transport systems. It describes positive displacement pumps which use a fixed volume cavity to trap and transport fluid with each cycle. Dynamic pumps are also discussed, which add momentum to fluid without a fixed volume. Centrifugal pumps are described in detail, with their construction, working principle, performance parameters and efficiency calculations explained. The key aspects covered are the use of impellers to impart energy and velocity to fluid which is then converted to pressure by the volute casing.
This Presentation is about working principle of Pumps.Basic Presentation regarding pumps , will definitely help beginners to learn pump types , their working , their parts etc.
Pumps are devices that use mechanical energy to increase the velocity, pressure, or elevation of liquids and gases. There are two main types of pumps: positive displacement pumps and dynamic pumps. Positive displacement pumps apply direct pressure on a liquid using a reciprocating piston or rotating components. Dynamic pumps use centrifugal force to generate high rotational velocities and convert the kinetic energy of liquids into pressure energy. Common positive displacement pump types include piston pumps, plunger pumps, and diaphragm pumps. Common dynamic pump types include centrifugal pumps which contain an impeller and casing. Proper consideration of factors like net positive suction head are important for pump selection and operation.
Sachpazis: Raft Foundation Analysis and Design for a two Storey House Project...Dr.Costas Sachpazis
This document provides an analysis and design of a raft foundation for a two-story house project. It includes definitions of the soil properties, raft slab geometry, reinforcement, and other structural elements. Calculations are shown for checks of internal slab bearing pressure, bending moments, shear forces, and reinforcement requirements in accordance with relevant code standards. The analysis confirms that the applied bearing pressure is less than the allowable soil pressure and that the provided reinforcement is adequate.
Sachpazis: Reinforced Concrete Beam Analysis & Design Example (EN1992-1-3)Dr.Costas Sachpazis
This document provides details for the analysis and design of a reinforced concrete beam according to Eurocode 2 (EN1992-1). It includes the beam geometry, material properties, applied loads and load combinations, analysis results for shear and bending moment, and design checks for flexure, shear, and crack control. The beam has three spans supported by A, B, and C and is designed as a rectangular section with 4 top and 2 bottom bars. Design checks are provided for the critical cross sections at supports A and the maximum shear location.
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.
This document describes the analysis and design of a reinforced masonry retaining wall. It provides details of the wall geometry, soil properties, and loading conditions. Calculations are shown for the wall dimensions, force distributions, and safety checks against sliding and overturning. The factor of safety against sliding is calculated to be 1.738, indicating the wall design is sufficient.
Sachpazis RC Slab Analysis and Design in accordance with EN 1992 1-1 2004-Two...Dr.Costas Sachpazis
- GEODOMISI Ltd is a civil and geotechnical engineering consulting company located in Greece.
- The document provides details on the analysis and design of a reinforced concrete slab according to Eurocode standards, including slab dimensions, material properties, loading, and reinforcement design calculations at various locations.
- The reinforcement designs at midspan and supports in both span directions meet code requirements for area of steel and bar spacing.
Sachpazis Foundation Pad with Two Columns Analysis & Design According to EC2 ...Dr.Costas Sachpazis
This document provides analysis and design calculations for the foundation of a pad supporting two columns according to Eurocode standards. It includes details of the foundation geometry and applied loads, as well as soil properties and calculations of bearing capacity, settlement, sliding resistance, and overturning to check if code requirements are satisfied. Diagrams and input parameters are provided over 13 pages of calculations and output.
Sachpazis masonry column with eccentric vertical and wind loading in accordan...Dr.Costas Sachpazis
This document summarizes the analysis and design of a clay masonry column according to Eurocode standards. It provides details of the column geometry, material properties, loads, and calculations to check the column's capacity against bending moments. The column passes all checks for strength and stability.
This document provides details of a proposed retaining wall, including dimensions, material properties, and calculations of forces and moments acting on the wall according to Eurocode 7. Key details include a propped cantilever retaining wall with a stem height of 5.5m, retaining loose gravel soil up to 5m high. Calculations show total vertical and horizontal forces of 778.7kN/m and 339.2kN/m respectively. The maximum bearing pressure on the wall foundation is calculated to be 0kPa with no eccentricity of loading.
This document provides details of the analysis and design of a flat slab foundation according to BS8110:Part 1:1997. It includes the slab geometry, material properties, loading details, and calculations for the design of reinforcement in the sagging and hogging bending moments for internal and edge spans in the x-direction. Reinforcement areas are calculated and reinforcement arrangements are selected to satisfy design requirements. Deflection checks are also performed.
Pocket reinforced masonry Retaining Wall Analysis & Design, In accordance with EN1997-1:2004 incorporating Corrigendum dated February 2009 and the recommended values
Sachpazis: Wind loading to EN 1991 1-4- for a hipped roof exampleDr.Costas Sachpazis
This document provides an example calculation of wind loading on a hipped roof structure according to Eurocode 1991-1-4. It includes details of the building geometry, terrain conditions, and calculation of peak velocity pressures and net pressures on different zones of the roof and walls. The results are tabulated forces on the roof and walls for two different wind directions. The overall net windward force on the structure is also calculated considering lack of correlation between windward and leeward pressures.
Sachpazis_Circular Section Column Design & Analysis, Calculations according t...Dr.Costas Sachpazis
This document contains calculations for the design of a circular reinforced concrete column according to Eurocode standards. It includes the design of the column for various load cases including tension/compression, biaxial bending with axial load, shear and torsion. The calculations determine the required reinforcement area, reinforcement ratios, load capacities, and other design parameters. The document provides the section properties, material strengths, load details and multi-page results of the column design analysis and checks.
Sachpazis_CHS Column base plate to EC3 1993-1 with NA CENDr.Costas Sachpazis
GEODOMISI Ltd. is a civil and geotechnical engineering consulting company specializing in structural engineering, soil mechanics, rock mechanics, foundation engineering, and retaining structures. The document provides details of a column base plate analysis and design for a CHS column in accordance with Eurocode standards, including the column and base plate dimensions and materials, applied loads, concrete foundation details, and calculations checking the bearing capacity, frictional resistance, and weld strength. The analysis confirms the base plate design is adequate to resist the applied loads with sufficient bearing area, frictional resistance, and weld strength.
Masonry Wall Panel Analysis & Design, In accordance with EN1996-1-1:2005Dr.Costas Sachpazis
Masonry Wall Panel Analysis & Design, In accordance with EN1996-1-1:2005 + A1:2012 incorporating Corrigenda
February 2006 and July 2009 and the UK national annex.
Similar to Sachpazis: Raft Foundation Analysis & Design BS8110:part 1-1997_for MultiStorey Buildings (20)
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
This document summarizes the fire resistance design of a steel member according to EN1993-1-2:2005. The design checks the member for shear, bending moment, temperature, and time to critical temperature under fire conditions. The summary shows the member passes all criteria with utilization levels below 1.0. Key details of the member, loading, fire protection, and temperature analysis are provided.
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.
Single pile analysis & design, l=18,00m d=1,10m, by C.SachpazisDr.Costas Sachpazis
This document provides input data and analysis for the design of a single pile with a length of 18 meters and diameter of 1.1 meters. It includes soil parameters, load assumptions, and analysis of the pile's vertical and horizontal bearing capacity. The analysis found the pile has adequate bearing capacity for the applied loads with a maximum settlement of 3.2 mm under the service load condition.
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_Pile Analysis and Design for Acropolis Project According to EN 1997...Dr.Costas Sachpazis
1) The document provides details of a circular column pile design including input parameters such as pile dimensions, safety factors, design parameters, settlement parameters, and layer properties.
2) It summarizes the calculations of layer capacities, total capacities, design capacities, and settlement at service and ultimate limit states.
3) Key outputs include a design load of 3600 kN, a calculated capacity of 5527.83 kN, an Everett settlement of 3.43 mm at SLS and 5.21 mm at ULS, and a required reinforcement area of 2544.69 mm2.
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
Differential settlement occurs when different parts of a building's foundation settle by different amounts, causing the building to sink unevenly. This can be caused by variations in soil strength or compaction issues. Uniform settlement across a building is expected over time but differential settlement can damage a building's structure. Signs may include cracks, sticking doors and windows, and leaning walls. Proper site inspection and using deep foundations like helical piers in expansive soils can help prevent differential settlement issues.
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.
AI for Legal Research with applications, toolsmahaffeycheryld
AI applications in legal research include rapid document analysis, case law review, and statute interpretation. AI-powered tools can sift through vast legal databases to find relevant precedents and citations, enhancing research accuracy and speed. They assist in legal writing by drafting and proofreading documents. Predictive analytics help foresee case outcomes based on historical data, aiding in strategic decision-making. AI also automates routine tasks like contract review and due diligence, freeing up lawyers to focus on complex legal issues. These applications make legal research more efficient, cost-effective, and accessible.
VARIABLE FREQUENCY DRIVE. VFDs are widely used in industrial applications for...PIMR BHOPAL
Variable frequency drive .A Variable Frequency Drive (VFD) is an electronic device used to control the speed and torque of an electric motor by varying the frequency and voltage of its power supply. VFDs are widely used in industrial applications for motor control, providing significant energy savings and precise motor operation.
Optimizing Gradle Builds - Gradle DPE Tour Berlin 2024Sinan KOZAK
Sinan from the Delivery Hero mobile infrastructure engineering team shares a deep dive into performance acceleration with Gradle build cache optimizations. Sinan shares their journey into solving complex build-cache problems that affect Gradle builds. By understanding the challenges and solutions found in our journey, we aim to demonstrate the possibilities for faster builds. The case study reveals how overlapping outputs and cache misconfigurations led to significant increases in build times, especially as the project scaled up with numerous modules using Paparazzi tests. The journey from diagnosing to defeating cache issues offers invaluable lessons on maintaining cache integrity without sacrificing functionality.
Use PyCharm for remote debugging of WSL on a Windo cf5c162d672e4e58b4dde5d797...shadow0702a
This document serves as a comprehensive step-by-step guide on how to effectively use PyCharm for remote debugging of the Windows Subsystem for Linux (WSL) on a local Windows machine. It meticulously outlines several critical steps in the process, starting with the crucial task of enabling permissions, followed by the installation and configuration of WSL.
The guide then proceeds to explain how to set up the SSH service within the WSL environment, an integral part of the process. Alongside this, it also provides detailed instructions on how to modify the inbound rules of the Windows firewall to facilitate the process, ensuring that there are no connectivity issues that could potentially hinder the debugging process.
The document further emphasizes on the importance of checking the connection between the Windows and WSL environments, providing instructions on how to ensure that the connection is optimal and ready for remote debugging.
It also offers an in-depth guide on how to configure the WSL interpreter and files within the PyCharm environment. This is essential for ensuring that the debugging process is set up correctly and that the program can be run effectively within the WSL terminal.
Additionally, the document provides guidance on how to set up breakpoints for debugging, a fundamental aspect of the debugging process which allows the developer to stop the execution of their code at certain points and inspect their program at those stages.
Finally, the document concludes by providing a link to a reference blog. This blog offers additional information and guidance on configuring the remote Python interpreter in PyCharm, providing the reader with a well-rounded understanding of the process.
Generative AI Use cases applications solutions and implementation.pdfmahaffeycheryld
Generative AI solutions encompass a range of capabilities from content creation to complex problem-solving across industries. Implementing generative AI involves identifying specific business needs, developing tailored AI models using techniques like GANs and VAEs, and integrating these models into existing workflows. Data quality and continuous model refinement are crucial for effective implementation. Businesses must also consider ethical implications and ensure transparency in AI decision-making. Generative AI's implementation aims to enhance efficiency, creativity, and innovation by leveraging autonomous generation and sophisticated learning algorithms to meet diverse business challenges.
https://www.leewayhertz.com/generative-ai-use-cases-and-applications/
Prediction of Electrical Energy Efficiency Using Information on Consumer's Ac...PriyankaKilaniya
Energy efficiency has been important since the latter part of the last century. The main object of this survey is to determine the energy efficiency knowledge among consumers. Two separate districts in Bangladesh are selected to conduct the survey on households and showrooms about the energy and seller also. The survey uses the data to find some regression equations from which it is easy to predict energy efficiency knowledge. The data is analyzed and calculated based on five important criteria. The initial target was to find some factors that help predict a person's energy efficiency knowledge. From the survey, it is found that the energy efficiency awareness among the people of our country is very low. Relationships between household energy use behaviors are estimated using a unique dataset of about 40 households and 20 showrooms in Bangladesh's Chapainawabganj and Bagerhat districts. Knowledge of energy consumption and energy efficiency technology options is found to be associated with household use of energy conservation practices. Household characteristics also influence household energy use behavior. Younger household cohorts are more likely to adopt energy-efficient technologies and energy conservation practices and place primary importance on energy saving for environmental reasons. Education also influences attitudes toward energy conservation in Bangladesh. Low-education households indicate they primarily save electricity for the environment while high-education households indicate they are motivated by environmental concerns.
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.
Introduction- e - waste – definition - sources of e-waste– hazardous substances in e-waste - effects of e-waste on environment and human health- need for e-waste management– e-waste handling rules - waste minimization techniques for managing e-waste – recycling of e-waste - disposal treatment methods of e- waste – mechanism of extraction of precious metal from leaching solution-global Scenario of E-waste – E-waste in India- case studies.
Sachpazis: Raft Foundation Analysis & Design BS8110:part 1-1997_for MultiStorey Buildings
1. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 1 of 14
RAFT FOUNDATION DESIGN IN ACCORDANCE WITH BS8110:PART 1-
1997_FOR MULTISTOREY BUILDING (BS8110 : PART 1 : 1997)
hedge
hboot
bedgebboot
aedge
hslab
hhcoreslab
hhcorethick
AsslabtopAsedgetop
Asslabbtm
Asedgebtm
Asedgelink
Soil and raft definition
Soil definition
Allowable bearing pressure; qallow = 75.0 kN/m
2
Number of types of soil forming sub-soil; Two or more types
Soil density; Firm to loose
Depth of hardcore beneath slab; hhcoreslab = 200 mm; (Dispersal allowed for bearing pressure check)
Depth of hardcore beneath thickenings; hhcorethick = 0 mm; (Dispersal allowed for bearing pressure check)
Density of hardcore; γhcore = 20.0 kN/m
3
Basic assumed diameter of local depression; φdepbasic = 3500mm
Diameter under slab modified for hardcore; φdepslab = φdepbasic - hhcoreslab = 3300 mm
Diameter under thickenings modified for hardcore; φdepthick = φdepbasic - hhcorethick = 3500 mm
Raft slab definition
Max dimension/max dimension between joints; lmax = 12.000 m
Slab thickness; hslab = 250 mm
Concrete strength; fcu = 35 N/mm
2
Poissons ratio of concrete; ν = 0.2
Slab mesh reinforcement strength; fyslab = 500 N/mm
2
Partial safety factor for steel reinforcement; γs = 1.15
2. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 2 of 14
From C&CA document ‘Concrete ground floors’ Table 5
Minimum mesh required in top for shrinkage; A142;
Actual mesh provided in top; A393 (Asslabtop = 393 mm
2
/m)
Mesh provided in bottom; A393 (Asslabbtm = 393 mm
2
/m)
Top mesh bar diameter; φslabtop = 10 mm
Bottom mesh bar diameter; φslabbtm = 10 mm
Cover to top reinforcement; ctop = 20 mm
Cover to bottom reinforcement; cbtm = 40 mm
Average effective depth of top reinforcement; dtslabav = hslab - ctop - φslabtop = 220 mm
Average effective depth of bottom reinforcement; dbslabav = hslab - cbtm - φslabbtm = 200 mm
Overall average effective depth; dslabav = (dtslabav + dbslabav)/2 = 210 mm
Minimum effective depth of top reinforcement; dtslabmin = dtslabav - φslabtop/2 = 215 mm
Minimum effective depth of bottom reinforcement; dbslabmin = dbslabav - φslabbtm/2 = 195 mm
Edge beam definition
Overall depth; hedge = 600 mm
Width; bedge = 550 mm
Depth of boot; hboot = 250 mm
Width of boot; bboot = 250 mm
Angle of chamfer to horizontal; αedge = 60 deg
Strength of main bar reinforcement; fy = 500 N/mm
2
Strength of link reinforcement; fys = 500 N/mm
2
Reinforcement provided in top; 3 H25 bars (Asedgetop = 1473 mm
2
)
Reinforcement provided in bottom; 3 H20 bars (Asedgebtm = 942 mm
2
)
Link reinforcement provided; 2 H12 legs at 250 ctrs (Asv/sv = 0.905 mm)
Bottom cover to links; cbeam = 40 mm
Effective depth of top reinforcement; dedgetop = hedge - ctop - φslabtop - φedgelink - φedgetop/2 = 546 mm
Effective depth of bottom reinforcement; dedgebtm = hedge - cbeam - φedgelink - φedgebtm/2 = 538 mm
Boot main reinforcement; H8 bars at 250 ctrs (Asboot = 201 mm
2
/m)
Effective depth of boot reinforcement; dboot = hboot - cbeam - φboot/2 = 206 mm
Internal beam definition
3. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 3 of 14
hint
bint
aint
hslab
hhcoreslab
hhcorethick
AsslabtopAsinttop
Asslabbtm
Asintbtm
Asintlink
Overall depth; hint = 550 mm
Width; bint = 500 mm
Angle of chamfer to horizontal; αint = 60 deg
Strength of main bar reinforcement; fy = 500 N/mm
2
Strength of link reinforcement; fys = 500 N/mm
2
Reinforcement provided in top; 3 H25 bars (Asinttop = 1473 mm
2
)
Reinforcement provided in bottom; 3 H25 bars (Asintbtm = 1473 mm
2
)
Link reinforcement provided; 2 H12 legs at 225 ctrs (Asv/sv = 1.005 mm)
Effective depth of top reinforcement; dinttop = hint - ctop - 2 × φslabtop - φinttop/2 = 498 mm
Effective depth of bottom reinforcement; dintbtm = hint - cbeam - φintlink - φintbtm/2 = 486 mm
Internal slab design checks
Basic loading
Slab self weight; wslab = 24 kN/m
3
× hslab = 6.0 kN/m
2
Hardcore; whcoreslab = γhcore × hhcoreslab = 4.0 kN/m
2
Applied loading
Uniformly distributed dead load; wDudl = 2.0 kN/m
2
Uniformly distributed live load; wLudl = 2.5 kN/m
2
Slab load number 1
4. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 4 of 14
Load type; Line load
Dead load; wD1 = 3.0 kN/m
Live load; wL1 = 2.0 kN/m
Ultimate load; wult1 = 1.4 × wD1 + 1.6 × wL1 = 7.4 kN/m
Line load width; b1 = 140 mm
Internal slab bearing pressure check
Total uniform load at formation level; wudl = wslab + whcoreslab + wDudl + wLudl = 14.5 kN/m
2
Bearing pressure beneath load number 1
Net bearing pressure available to resist line load; qnet = qallow - wudl = 60.5 kN/m
2
Net ‘ultimate’ bearing pressure available; qnetult = qnet × wult1/(wD1 + wL1) = 89.5 kN/m
2
Loaded width required at formation; lreq1 = wult1/qnetult = 0.083 m
Effective loaded width at u/side slab; leff1 = max(b1, lreq1 - 2 × hhcoreslab × tan(30)) = 0.140 m
Effective net ult bearing pressure at u/side slab; qnetulteff = qnetult × lreq1/leff1 = 52.9 kN/m
2
Cantilever bending moment; Mcant1 = qnetulteff × [(leff1 - b1)/2]
2
/2 = 0.0 kNm/m
Reinforcement required in bottom
Maximum cantilever moment; Mcantmax = 0.0 kNm/m
K factor; Kslabbp = Mcantmax/(fcu × dbslabmin
2
) = 0.000
Lever arm; zslabbp = dbslabmin × min(0.95, 0.5 + √(0.25 - Kslabbp/0.9)) = 185.3 mm
Area of steel required; Asslabbpreq = Mcantmax/((1.0/γs) × fyslab × zslabbp) = 0 mm
2
/m
PASS - Asslabbpreq <= Asslabbtm - Area of reinforcement provided to distribute the load is adequate
The allowable bearing pressure will not be exceeded
Internal slab bending and shear check
Applied bending moments
Span of slab; lslab = φdepslab + dtslabav = 3520 mm
Ultimate self weight udl; wswult = 1.4 × wslab = 8.4 kN/m
2
Self weight moment at centre; Mcsw = wswult × lslab
2
× (1 + ν) / 64 = 2.0 kNm/m
Self weight moment at edge; Mesw = wswult × lslab
2
/ 32 = 3.3 kNm/m
Self weight shear force at edge; Vsw = wswult × lslab / 4 = 7.4 kN/m
Moments due to applied uniformly distributed loads
Ultimate applied udl; wudlult = 1.4 × wDudl + 1.6 × wLudl = 6.8 kN/m
2
Moment at centre; Mcudl = wudlult × lslab
2
× (1 + ν) / 64 = 1.6 kNm/m
Moment at edge; Meudl = wudlult × lslab
2
/ 32 = 2.6 kNm/m
Shear force at edge; Vudl = wudlult × lslab / 4 = 6.0 kN/m
Moment due to load number 1
Approximate equivalent udl; wudl1 = wult1/(2 × 0.3 × lslab) = 3.5 kN/m
2
Moment at centre; Mc1 = wudl1 × lslab
2
× (1 + ν) / 64 = 0.8 kNm/m
Moment at edge; Me1 = wudl1 × lslab
2
/ 32 = 1.4 kNm/m
Shear force at edge; V1 = wudl1 × lslab / 4 = 3.1 kN/m
Resultant moments and shears
Total moment at edge; MΣe = 7.2 kNm/m
5. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 5 of 14
Total moment at centre; MΣc = 4.3 kNm/m
Total shear force; VΣ = 16.5 kN/m
Reinforcement required in top
K factor; Kslabtop = MΣe/(fcu × dtslabav
2
) = 0.004
Lever arm; zslabtop = dtslabav × min(0.95, 0.5 + √(0.25 - Kslabtop/0.9)) = 209.0 mm
Area of steel required for bending; Asslabtopbend = MΣe/((1.0/γs) × fyslab × zslabtop) = 80 mm
2
/m
Minimum area of steel required; Asslabmin = 0.0013 × hslab = 325 mm
2
/m
Area of steel required; Asslabtopreq = max(Asslabtopbend, Asslabmin) = 325 mm
2
/m
PASS - Asslabtopreq <= Asslabtop - Area of reinforcement provided in top to span local depressions is adequate
Reinforcement required in bottom
K factor; Kslabbtm = MΣc/(fcu × dbslabav
2
) = 0.003
Lever arm; zslabbtm = dbslabav × min(0.95, 0.5 + √(0.25 - Kslabbtm/0.9)) = 190.0 mm
Area of steel required for bending; Asslabbtmbend = MΣc/((1.0/γs) × fyslab × zslabbtm) = 53 mm
2
/m
Area of steel required; Asslabbtmreq = max(Asslabbtmbend, Asslabmin) = 325 mm
2
/m
PASS - Asslabbtmreq <= Asslabbtm - Area of reinforcement provided in bottom to span local depressions is adequate
Shear check
Applied shear stress; v = VΣ/dtslabmin = 0.077 N/mm
2
Tension steel ratio; ρ = 100 × Asslabtop/dtslabmin = 0.183
From BS8110-1:1997 - Table 3.8;
Design concrete shear strength; vc = 0.469 N/mm
2
PASS - v <= vc - Shear capacity of the slab is adequate
Internal slab deflection check
Basic allowable span to depth ratio; Ratiobasic = 26.0
Moment factor; Mfactor = MΣc/dbslabav
2
= 0.109 N/mm
2
Steel service stress; fs = 2/3 × fyslab × Asslabbtmbend/Asslabbtm = 44.615 N/mm
2
Modification factor; MFslab = min(2.0, 0.55 + [(477N/mm
2
- fs)/(120 × (0.9N/mm
2
+ Mfactor))])
MFslab = 2.000
Modified allowable span to depth ratio; Ratioallow = Ratiobasic × MFslab = 52.000
Actual span to depth ratio; Ratioactual = lslab/ dbslabav = 17.600
PASS - Ratioactual <= Ratioallow - Slab span to depth ratio is adequate
Edge beam design checks
Basic loading
Hardcore; whcorethick = γhcore × hhcorethick = 0.0 kN/m
2
Edge beam
Rectangular beam element; wbeam = 24 kN/m
3
× hedge × bedge = 7.9 kN/m
Boot element; wboot = 24 kN/m3
× hboot × bboot = 1.5 kN/m
Chamfer element; wchamfer = 24 kN/m
3
× (hedge - hslab)
2
/(2 × tan(αedge)) = 0.8 kN/m
Slab element; wslabelmt = 24 kN/m
3
× hslab × (hedge - hslab)/tan(αedge) = 1.2 kN/m
Edge beam self weight; wedge = wbeam + wboot + wchamfer + wslabelmt = 11.5 kN/m
6. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 6 of 14
Edge load number 1
Load type; Longitudinal line load
Dead load; wDedge1 = 13.2 kN/m
Live load; wLedge1 = 0.0 kN/m
Ultimate load; wultedge1 = 1.4 × wDedge1 + 1.6 × wLedge1 = 18.5 kN/m
Longitudinal line load width; bedge1 = 102 mm
Centroid of load from outside face of raft; xedge1 = 51 mm
Edge load number 2
Load type; Longitudinal line load
Dead load; wDedge2 = 16.1 kN/m
Live load; wLedge2 = 5.6 kN/m
Ultimate load; wultedge2 = 1.4 × wDedge2 + 1.6 × wLedge2 = 31.5 kN/m
Longitudinal line load width; bedge2 = 100 mm
Centroid of load from outside face of raft; xedge2 = 230 mm
Edge beam bearing pressure check
Effective bearing width of edge beam; bbearing = bedge + bboot + (hedge - hslab)/tan(αedge) = 1002 mm
Total uniform load at formation level; wudledge = wDudl+wLudl+wedge/bbearing+whcorethick = 16.0 kN/m
2
Centroid of longitudinal and equivalent line loads from outside face of raft
Load x distance for edge load 1; Moment1 = wultedge1 × xedge1 = 0.9 kN
Load x distance for edge load 2; Moment2 = wultedge2 × xedge2 = 7.2 kN
Sum of ultimate longitud’l and equivalent line loads; ΣUDL = 50.0 kN/m
Sum of load x distances; ΣMoment = 8.2 kN
Centroid of loads; xbar = ΣMoment/ΣUDL = 164 mm
Initially assume no moment transferred into slab due to load/reaction eccentricity
Sum of unfactored longitud’l and eff’tive line loads; ΣUDLsls = 34.9 kN/m
Allowable bearing width; ballow = 2 × xbar + 2 × hhcoreslab × tan(30) = 559 mm
Bearing pressure due to line/point loads; qlinepoint = ΣUDLsls/ ballow = 62.5 kN/m
2
Total applied bearing pressure; qedge = qlinepoint + wudledge = 78.4 kN/m
2
qedge > qallow - The slab is required to resist a moment due to eccentricity
Now assume moment due to load/reaction eccentricity is resisted by slab
Bearing width required; breq = ΣUDLsls/(qallow - wudledge) = 591 mm
Effective bearing width at u/s of slab; breqeff = breq - 2 × hhcoreslab × tan(30) = 360 mm
Load/reaction eccentricity; e = breqeff/2 - xbar = 16 mm
Ultimate moment to be resisted by slab; Mecc = ΣUDL × e = 0.8 kNm/m
From slab bending check
Moment due to depression under slab (hogging); MΣe = 7.2 kNm/m
Total moment to be resisted by slab top steel; Mslabtop = Mecc + MΣe = 8.1 kNm/m
K factor; Kslab = Mslabtop/(fcu × dtslabmin
2
) = 0.005
Lever arm; zslab = dtslabmin × min(0.95, 0.5 + √(0.25 - Kslab/0.9)) = 204 mm
Area of steel required; Asslabreq = Mslabtop/((1.0/γs) × 460 N/mm
2
× zslab) = 99 mm
2
/m
7. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 7 of 14
PASS - Asslabreq <= Asslabtop - Area of reinforcement provided to transfer moment into slab is adequate
The allowable bearing pressure under the edge beam will not be exceeded
Edge beam bending check
Divider for moments due to udl’s; βudl = 12.0
Applied bending moments
Span of edge beam; ledge = φdepthick + dedgetop = 4045 mm
Ultimate self weight udl; wedgeult = 1.4 × wedge = 16.1 kN/m
Ultimate slab udl (approx); wedgeslab = max(0 kN/m,1.4×wslab×((φdepthick/2×3/4)-(bedge+(hedge-hslab)/tan(αedge))))
wedgeslab = 4.7 kN/m
Self weight and slab bending moment; Medgesw = (wedgeult + wedgeslab) × ledge
2
/βudl = 28.3 kNm
Self weight shear force; Vedgesw = (wedgeult + wedgeslab) × ledge/2 = 42.0 kN
Moments due to applied uniformly distributed loads
Ultimate udl (approx); wedgeudl = wudlult × φdepthick/2 × 3/4 = 8.9 kN/m
Bending moment; Medgeudl = wedgeudl × ledge
2
/βudl = 12.2 kNm
Shear force; Vedgeudl = wedgeudl × ledge/2 = 18.1 kN
Moment and shear due to load number 1
Bending moment; Medge1 = wultedge1 × ledge
2
/βudl = 25.2 kNm
Shear force; Vedge1 = wultedge1 × ledge/2 = 37.4 kN
Moment and shear due to load number 2
Bending moment; Medge2 = wultedge2 × ledge
2
/βudl = 43.0 kNm
Shear force; Vedge2 = wultedge2 × ledge/2 = 63.7 kN
Resultant moments and shears
Total moment (hogging and sagging); MΣedge = 108.7 kNm
Maximum shear force; VΣedge = 161.2 kN
Reinforcement required in top
Width of section in compression zone; bedgetop = bedge + bboot = 800 mm
Average web width; bw = bedge + (hedge/tan(αedge))/2 = 723 mm
K factor; Kedgetop = MΣedge/(fcu × bedgetop × dedgetop
2
) = 0.013
Lever arm; zedgetop = dedgetop × min(0.95, 0.5 + √(0.25 - Kedgetop/0.9)) = 518 mm
Area of steel required for bending; Asedgetopbend = MΣedge/((1.0/γs) × fy × zedgetop) = 482 mm
2
Minimum area of steel required; Asedgetopmin = 0.0013 × 1.0 × bw × hedge = 564 mm
2
Area of steel required; Asedgetopreq = max(Asedgetopbend, Asedgetopmin) = 564 mm
2
PASS - Asedgetopreq <= Asedgetop - Area of reinforcement provided in top of edge beams is adequate
Reinforcement required in bottom
Width of section in compression zone; bedgebtm = bedge + (hedge - hslab)/tan(αedge) + 0.1 × ledge = 1157 mm
K factor; Kedgebtm = MΣedge/(fcu × bedgebtm × dedgebtm
2
) = 0.009
Lever arm; zedgebtm = dedgebtm × min(0.95, 0.5 + √(0.25 - Kedgebtm/0.9)) = 511 mm
Area of steel required for bending; Asedgebtmbend = MΣedge/((1.0/γs) × fy × zedgebtm) = 489 mm
2
Minimum area of steel required; Asedgebtmmin = 0.0013 × 1.0 × bw × hedge = 564 mm
2
8. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 8 of 14
Area of steel required; Asedgebtmreq = max(Asedgebtmbend, Asedgebtmmin) = 564 mm
2
PASS - Asedgebtmreq <= Asedgebtm - Area of reinforcement provided in bottom of edge beams is adequate
Edge beam shear check
Applied shear stress; vedge = VΣedge/(bw × dedgetop) = 0.409 N/mm
2
Tension steel ratio; ρedge = 100 × Asedgetop/(bw × dedgetop) = 0.373
From BS8110-1:1997 - Table 3.8
Design concrete shear strength; vcedge = 0.509 N/mm
2
vedge <= vcedge + 0.4N/mm
2
- Therefore minimum links required
Link area to spacing ratio required; Asv_upon_svreqedge = 0.4N/mm
2
× bw/((1.0/γs) × fys) = 0.665 mm
Link area to spacing ratio provided; Asv_upon_svprovedge = Nedgelink×π×φedgelink
2
/(4×svedge) = 0.905 mm
PASS - Asv_upon_svreqedge <= Asv_upon_svprovedge - Shear reinforcement provided in edge beams is adequate
Boot design check
Effective cantilever span; lboot = bboot + dboot/2 = 353 mm
Approximate ultimate bearing pressure; qult = 1.55 × qallow = 116.3 kN/m
2
Cantilever moment; Mboot = qult × lboot
2
/2 = 7.2 kNm/m
Shear force; Vboot = qult × lboot = 41.0 kN/m
K factor; Kboot = Mboot/(fcu × dboot
2
) = 0.005
Lever arm; zboot = dboot × min(0.95, 0.5 + √(0.25 - Kboot/0.9)) = 196 mm
Area of reinforcement required; Asbootreq = Mboot/((1.0/γs) × fyboot × zboot) = 85 mm
2
/m
PASS - Asbootreq <= Asboot - Area of reinforcement provided in boot is adequate for bending
Applied shear stress; vboot = Vboot/dboot = 0.199 N/mm
2
Tension steel ratio; ρboot = 100 × Asboot/dboot = 0.098
From BS8110-1:1997 - Table 3.8
Design concrete shear strength; vcboot = 0.384 N/mm
2
PASS - vboot <= vcboot - Shear capacity of the boot is adequate
Corner design checks
Basic loading
Corner load number 1
Load type; Line load in x direction
Dead load; wDcorner1 = 13.2 kN/m
Live load; wLcorner1 = 0.0 kN/m
Ultimate load; wultcorner1 = 1.4 × wDcorner1 + 1.6 × wLcorner1 = 18.5 kN/m
Centroid of load from outside face of raft; ycorner1 = 51 mm
Corner load number 2
Load type; Line load in x direction
Dead load; wDcorner2 = 16.1 kN/m
Live load; wLcorner2 = 5.6 kN/m
Ultimate load; wultcorner2 = 1.4 × wDcorner2 + 1.6 × wLcorner2 = 31.5 kN/m
Centroid of load from outside face of raft; ycorner2 = 230 mm
Corner load number 3
9. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 9 of 14
Load type; Line load in y direction
Dead load; wDcorner3 = 14.3 kN/m
Live load; wLcorner3 = 0.0 kN/m
Ultimate load; wultcorner3 = 1.4 × wDcorner3 + 1.6 × wLcorner3 = 20.0 kN/m
Centroid of load from outside face of raft; xcorner3 = 51 mm
Corner load number 4
Load type; Line load in y direction
Dead load; wDcorner4 = 11.7 kN/m
Live load; wLcorner4 = 0.0 kN/m
Ultimate load; wultcorner4 = 1.4 × wDcorner4 + 1.6 × wLcorner4 = 16.4 kN/m
Centroid of load from outside face of raft; xcorner4 = 230 mm
Corner load number 5
Load type; Line load in y direction
Dead load; wDcorner5 = 15.0 kN/m
Live load; wLcorner5 = 0.0 kN/m
Ultimate load; wultcorner5 = 1.4 × wDcorner5 + 1.6 × wLcorner5 = 21.0 kN/m
Centroid of load from outside face of raft; xcorner5 = 230 mm
Corner bearing pressure check
Total uniform load at formation level; wudlcorner = wDudl+wLudl+wedge/bbearing+whcorethick = 16.0 kN/m
2
Net bearing press avail to resist line/point loads; qnetcorner = qallow - wudlcorner = 59.0 kN/m
2
Total line/point loads
Total unfactored line load in x direction; wΣlinex = 34.9 kN/m
Total ultimate line load in x direction; wΣultlinex =50.0 kN/m
Total unfactored line load in y direction; wΣliney = 41.0 kN/m
Total ultimate line load in y direction; wΣultliney = 57.4 kN/m
Total unfactored point load; wΣpoint = 0.0 kN
Total ultimate point load; wΣultpoint = 0.0 kN
Length of side of sq reqd to resist line/point loads; pcorner =[wΣlinex+wΣliney+√((wΣlinex+wΣliney)
2
+4×qnetcorner×wΣpoint)]/(2×qnetcorner)
pcorner = 1286 mm
Bending moment about x-axis due to load/reaction eccentricity
Moment due to load 1 (x line); Mx1 = max(0 kNm, wultcorner1 × pcorner × (pcorner/2 - ycorner1)) = 14.1 kNm
Moment due to load 2 (x line); Mx2 = max(0 kNm, wultcorner2 × pcorner × (pcorner/2 - ycorner2)) = 16.7 kNm
Total moment about x axis; MΣx = 30.8 kNm
Bending moment about y-axis due to load/reaction eccentricity
Moment due to load 3 (y line); My3 = max(0 kNm, wultcorner3 × pcorner × (pcorner/2 - xcorner3)) = 15.2 kNm
Moment due to load 4 (y line); My4 = max(0 kNm, wultcorner4 × pcorner × (pcorner/2 - xcorner4)) = 8.7 kNm
Moment due to load 5 (y line); My5 = max(0 kNm, wultcorner5 × pcorner × (pcorner/2 - xcorner5)) = 11.1 kNm
Total moment about y axis; MΣy = 35.1 kNm
Check top reinforcement in edge beams for load/reaction eccentric moment
Max moment due to load/reaction eccentricity; MΣ = max(MΣx, MΣy) = 35.1 kNm
10. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 10 of 14
Assume all of this moment is resisted by edge beam
From edge beam design checks away from corners
Moment due to edge beam spanning depression; MΣedge = 108.7 kNm
Total moment to be resisted; MΣcornerbp = MΣ + MΣedge = 143.7 kNm
Width of section in compression zone; bedgetop = bedge + bboot = 800 mm
K factor; Kcornerbp = MΣcornerbp/(fcu × bedgetop × dedgetop
2
) = 0.017
Lever arm; zcornerbp = dedgetop × min(0.95, 0.5 + √(0.25 - Kcornerbp/0.9)) = 518 mm
Total area of top steel required; Ascornerbp = MΣcornerbp /((1.0/γs) × fy × zcornerbp) = 638 mm
2
PASS - Ascornerbp <= Asedgetop - Area of reinforcement provided to resist eccentric moment is adequate
The allowable bearing pressure at the corner will not be exceeded
Corner beam bending check
Cantilever span of edge beam; lcorner = φdepthick/√(2) + dedgetop/2 = 2748 mm
Moment and shear due to self weight
Ultimate self weight udl; wedgeult = 1.4 × wedge = 16.1 kN/m
Average ultimate slab udl (approx); wcornerslab = max(0 kN/m,1.4×wslab×(φdepthick/(√(2)×2)-(bedge+(hedge-hslab)/tan(αedge))))
wcornerslab = 4.1 kN/m
Self weight and slab bending moment; Mcornersw = (wedgeult + wcornerslab) × lcorner
2
/2 = 76.1 kNm
Self weight and slab shear force; Vcornersw = (wedgeult + wcornerslab) × lcorner = 55.4 kN
Moment and shear due to udls
Maximum ultimate udl; wcornerudl = ((1.4×wDudl)+(1.6×wLudl)) × φdepthick/√(2) = 16.8 kN/m
Bending moment; Mcornerudl = wcornerudl × lcorner
2
/6 = 21.2 kNm
Shear force; Vcornerudl = wcornerudl × lcorner/2 = 23.1 kN
Moment and shear due to line loads in x direction
Bending moment; Mcornerlinex = wΣultlinex × lcorner
2
/2 = 188.7 kNm
Shear force; Vcornerlinex = wΣultlinex × lcorner = 137.3 kN
Moment and shear due to line loads in y direction
Bending moment; Mcornerliney = wΣultliney × lcorner
2
/2 = 216.7 kNm
Shear force; Vcornerliney = wΣultliney × lcorner = 157.7 kN
Total moments and shears due to point loads
Bending moment about x axis; Mcornerpointx = 0.0 kNm
Bending moment about y axis; Mcornerpointy = 0.0 kNm
Shear force; Vcornerpoint = 0.0 kN
Resultant moments and shears
Total moment about x axis; MΣcornerx = Mcornersw+ Mcornerudl+ Mcornerliney+ Mcornerpointx = 313.9 kNm
Total shear force about x axis; VΣcornerx = Vcornersw+ Vcornerudl+ Vcornerliney + Vcornerpoint = 236.2 kN
Total moment about y axis; MΣcornery = Mcornersw+ Mcornerudl+ Mcornerlinex+ Mcornerpointy = 285.9 kNm
Total shear force about y axis; VΣcornery = Vcornersw+ Vcornerudl+ Vcornerlinex + Vcornerpoint = 215.8 kN
Deflection of both edge beams at corner will be the same therefore design for average of these moments and shears
Design bending moment; MΣcorner = (MΣcornerx + MΣcornery)/2 = 299.9 kNm
11. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 11 of 14
Design shear force; VΣcorner = (VΣcornerx + VΣcornery)/2 = 226.0 kN
Reinforcement required in top of edge beam
K factor; Kcorner = MΣcorner/(fcu × bedgetop × dedgetop
2
) = 0.036
Lever arm; zcorner = dedgetop × min(0.95, 0.5 + √(0.25 - Kcorner/0.9)) = 518 mm
Area of steel required for bending; Ascornerbend = MΣcorner/((1.0/γs) × fy × zcorner) = 1331 mm
2
Minimum area of steel required; Ascornermin = Asedgetopmin = 564 mm
2
Area of steel required; Ascorner = max(Ascornerbend, Ascornermin) = 1331 mm
2
PASS - Ascorner <= Asedgetop - Area of reinforcement provided in top of edge beams at corners is adequate
Corner beam shear check
Average web width; bw = bedge + (hedge/tan(αedge))/2 = 723 mm
Applied shear stress; vcorner = VΣcorner/(bw × dedgetop) = 0.573 N/mm
2
Tension steel ratio; ρcorner = 100 × Asedgetop/(bw × dedgetop) = 0.373
From BS8110-1:1997 - Table 3.8
Design concrete shear strength; vccorner = 0.471 N/mm
2
vcorner <= vccorner + 0.4N/mm
2
- Therefore minimum links required
Link area to spacing ratio required; Asv_upon_svreqcorner = 0.4N/mm
2
× bw/((1.0/γs) × fys) = 0.665 mm
Link area to spacing ratio provided; Asv_upon_svprovedge = Nedgelink×π×φedgelink
2
/(4×svedge) = 0.905 mm
PASS - Asv_upon_svreqcorner <= Asv_upon_svprovedge - Shear reinforcement provided in edge beams at corners is
adequate
Corner beam deflection check
Basic allowable span to depth ratio; Ratiobasiccorner = 7.0
Moment factor; Mfactorcorner = MΣcorner/(bedgetop × dedgetop
2
) = 1.260 N/mm
2
Steel service stress; fscorner = 2/3 × fy × Ascornerbend/Asedgetop = 301.285 N/mm
2
Modification factor; MFcorner=min(2.0,0.55+[(477N/mm
2
-fscorner)/(120×(0.9N/mm
2
+Mfactorcorner))])
MFcorner = 1.228
Modified allowable span to depth ratio; Ratioallowcorner = Ratiobasiccorner × MFcorner = 8.596
Actual span to depth ratio; Ratioactualcorner = lcorner/ dedgetop = 5.037
PASS - Ratioactualcorner <= Ratioallowcorner - Edge beam span to depth ratio is adequate
Internal beam design checks
Basic loading
Hardcore; whcorethick = γhcore × hhcorethick = 0.0 kN/m
2
Internal beam self weight; wint=24 kN/m
3
×[(hint×bint)+(hint-hslab)
2
/tan(αint)+2×hslab×(hint-hslab)/tan(αint)]
wint = 9.9 kN/m
Internal beam load number 1
Load type; Longitudinal line load
Dead load; wDint1 = 15.0 kN/m
Live load; wLint1 = 5.3 kN/m
Ultimate load; wultint1 = 1.4 × wDint1 + 1.6 × wLint1 = 29.5 kN/m
Longitudinal line load width; bint1 = 140 mm
Centroid of load from centreline of beam; xint1 = 0 mm
12. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 12 of 14
Internal beam load number 2
Load type; Full transverse line load;
Dead load; wDint2 = 10.0 kN/m
Live load; wLint2 = 4.0 kN/m
Ultimate load; wultint2 = 1.4 × wDint2 + 1.6 × wLint2 = 20.4 kN/m
Transverse line load width; bint2 = 140 mm
Internal beam bearing pressure check
Total uniform load at formation level; wudlint = wDudl+wLudl+whcorethick+24kN/m
3
×hint = 17.7 kN/m
2
Effective point load due to transverse line/point loads
Effective point load due to load 2 (Line load); Wint2 = wultint2 × [bint + 2×(hint - hslab)/tan(αint)] = 17.3 kN
Total effective point load; Wint = 17.3 kN
Minimum width of effective point load; bintmin = 140 mm
Approximate longitudinal dispersal of effective point load
Approx moment capacity of bottom steel; Mintbtm = (1.0/γs) × fy × 0.9 × dintbtm × Asintbtm = 279.8 kNm
Max allow dispersal based on moment capacity; pintmom = [2×Mintbtm + √(4×Mintbtm
2
+2×Wint×Mintbtm×bintmin)]/Wint
pintmom = 64880 mm
Limiting max dispersal to say 5 x beam depth; pint = min(pintmom, 5 × hint) = 2750 mm
Total dispersal length of effective point load; linteff = 2 × pint + bintmin = 5640 mm
Equivalent and total beam line loads
Equivalent ultimate udl of internal load 2; wintudl2 = Wint2/linteff = 3.1 kN/m
Equivalent unfactored udl of internal load 2; wintudl2sls = wintudl2 × (wDint2 + wLint2)/wultint2 = 2.1 kN/m
Sum of factored longitud’l and eff’tive line loads; ΣUDLint = 32.5 kN/m
Sum of unfactored longitud’l and eff’tive line loads; ΣUDLslsint = 22.4 kN/m
Centroid of loads from centreline of internal beam
Load x distance for internal load 1; Momentint1 = wultint1 × xint1 = 0.0 kN
Sum of load x distances; ΣMomentint = 0.0 kN
Centroid of loads; xbarint = ΣMomentint/ΣUDLint = 0.0 mm
Moment due to eccentricity to be resisted by slab; Meccint = ΣUDLint × abs(xbarint) = 0.0 kNm/m
Assume moment due to eccentricity is resisted equally by top steel of slab on one side and bottom steel of slab on other
From slab bending check
Moment due to depression under slab (hogging); MΣe = 7.2 kNm/m
Total moment to be resisted by slab top steel; Mslabtopint = Meccint/2 + MΣe = 7.2 kNm/m
K factor; Kslabtopint = Mslabtopint/(fcu × dtslabmin
2
) = 0.004
Lever arm; zslabtopint = dtslabmin × min(0.95, 0.5 + √(0.25 - Kslabtopint/0.9)) = 204 mm
Area of steel required; Asslabtopintreq = Mslabtopint/((1.0/γs) × fyslab × zslabtopint) = 82 mm
2
/m
PASS - Asslabtopintreq <= Asslabtop - Area of reinforcement in top of slab is adequate to transfer moment into slab
Mt to be resisted by slab btm stl due to load ecc’ty; Mslabbtmint = Meccint/2 = 0.0 kNm/m
K factor; Kslabbtmint = Mslabbtmint/(fcu × dbslabmin
2
) = 0.000
Lever arm; zslabbtmint = dbslabmin × min(0.95, 0.5 + √(0.25-Kslabbtmint/0.9)) = 185 mm
Area of steel required in bottom; Asslabbtmintreq = Mslabbtmint/((1.0/γs) × fyslab × zslabbtmint) = 0 mm
2
/m
13. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 13 of 14
PASS - Asslabbtmintreq <= Asslabbtm - Area of reinforcement in bottom of slab is adequate to transfer moment into slab
Bearing pressure
Initially check bearing pressure based on beam soffit/chamfer width only
Allowable bearing width; bbearint = bint + 2 × (hint - hslab)/tan(αint) = 846 mm
Bearing pressure due to line/point loads; qlinepointint = ΣUDLslsint/bbearint = 26.5 kN/m
2
Total applied bearing pressure; qint = qlinepointint + wudlint = 44.2 kN/m
2
PASS - qint <= qallow - Allowable bearing pressure is not exceeded
Internal beam bending check
Divider for moments due to udl’s; βudl = 12.0
Divider for moments due to point loads; βpoint = 7.0
Applied bending moments
Span of internal beam; lint = φdepthick + dinttop = 3998 mm
Ultimate self weight udl; wintult = 1.4 × wint = 13.9 kN/m
Ultimate slab udl (approx); wintslab = max(0 kN/m,1.4×wslab×((φdepthick×3/4)-(bint+2×(hint-hslab)/tan(αint))))
wintslab = 14.9 kN/m
Self weight and slab bending moment; Mintsw = (wintult + wintslab) × lint
2
/βudl = 38.4 kNm
Self weight shear force; Vintsw = (wintult + wintslab) × lint/2 = 57.6 kN
Moments due to applied uniformly distributed loads
Ultimate udl (approx); wintudl = wudlult × φdepthick × 3/4 = 17.9 kN/m
Bending moment; Mintudl = wintudl × lint
2
/βudl = 23.8 kNm
Shear force; Vintudl = wintudl × lint/2 = 35.7 kN
Moment and shear due to load number 1
Bending moment; Mint1 = wultint1 × lint
2
/βudl = 39.3 kNm
Shear force; Vint1 = wultint1 × lint/2 = 58.9 kN
Moment and shear due to load number 2
Ultimate point load; Wint2 = wultint2 × φdepthick × 3/4 = 53.6 kN
Bending moment; Mint2 = Wint2 × lint/βpoint = 30.6 kNm
Shear force; Vint2 = Wint2 = 53.6 kN
Resultant moments and shears
Total moment (hogging and sagging); MΣint = 132.0 kNm
Maximum shear force; VΣint = 205.8 kN
Reinforcement required in top
Width of section in compression zone; binttop = bint = 500 mm
Average web width; bwint = bint + hint/tan(αint) = 818 mm
K factor; Kinttop = MΣint/(fcu × binttop × dinttop
2
) = 0.030
Lever arm; zinttop = dinttop × min(0.95, 0.5 + √(0.25 - Kinttop/0.9)) = 473 mm
Area of steel required for bending; Asinttopbend = MΣint/((1.0/γs) × fy × zinttop) = 642 mm
2
Minimum area of steel; Asinttopmin = 0.0013 × bwint × hint = 585 mm
2
Area of steel required; Asinttopreq = max(Asinttopbend, Asinttopmin) = 642 mm
2
14. 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,
www.geodomisi.com - costas@sachpazis.info
Project: Raft Foundation Analysis & Design, In
accordance with BS8110:part 1-1997_for
multistorey Building.
Job Ref.
www.geodomisi.com
Section
Civil & Geotechnical EngineeringCalculations for
Sheet no./rev. 1
Calc.Made by
Dr. C. Sachpazis
Date
27/02/2016
Chk'd by
Date App'd by Date
Page 14 of 14
PASS - Asinttopreq <= Asinttop - Area of reinforcement provided in top of internal beams is adequate
Reinforcement required in bottom
Width of section in compression zone; bintbtm = bint + 2 × (hint - hslab)/tan(αint) + 0.2 × lint = 1646 mm
K factor; Kintbtm = MΣint/(fcu × bintbtm × dintbtm
2
) = 0.010
Lever arm; zintbtm = dintbtm × min(0.95, 0.5 + √(0.25 - Kintbtm/0.9)) = 461 mm
Area of steel required for bending; Asintbtmbend = MΣint/((1.0/γs) × fy × zintbtm) = 658 mm
2
Minimum area of steel required; Asintbtmmin = 0.0013 × 1.0 × bwint × hint = 585 mm
2
Area of steel required; Asintbtmreq = max(Asintbtmbend, Asintbtmmin) = 658 mm
2
PASS - Asintbtmreq <= Asintbtm - Area of reinforcement provided in bottom of internal beams is adequate
Internal beam shear check
Applied shear stress; vint = VΣint/(bwint × dinttop) = 0.506 N/mm
2
Tension steel ratio; ρint = 100 × Asinttop/(bwint × dinttop) = 0.362
From BS8110-1:1997 - Table 3.8
Design concrete shear strength; vcint = 0.477 N/mm
2
vint <= vcint + 0.4N/mm
2
- Therefore minimum links required
Link area to spacing ratio required; Asv_upon_svreqint = 0.4N/mm
2
× bwint/((1.0/γs) × fys) = 0.752 mm
Link area to spacing ratio provided; Asv_upon_svprovint = Nintlink×π×φintlink
2
/(4×svint) = 1.005 mm
PASS - Asv_upon_svreqint <= Asv_upon_svprovint - Shear reinforcement provided in internal beams is adequate
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,
www.geodomisi.com - costas@sachpazis.info