Can we neglect reinforce concrete walls like stairwells, ele
vator shafts and so forth?
*And what are the behavior of these walls during the yielding
point for the steel in work stress stage uncracked section
[Elastic Response Parameters] and after the yielding point in
Plastic stage cracked section (Ultimate strength) since
*(Plastic Hinges) will occur in the Frames during plastic
stage And the frames shall peer all the entire seismic loads
And what are these Condition and arrangements to keep
the section walls in safety during plastic stage
so they can carry just the ordinary(D+L) axial loads.
Dose reinforcement for axial ordinary loads enough for these
walls from collapsing?
All these answers you will get it when you look at the Dis
sertation
Reinforced concrete special moment frames • are used as part of seismic force-resisting systems in buildings that are designed to resist earthquakes. • Beams, columns, and beam-column joints in moment frames are prop... more abstract
Effect of non Seismic Walls
On Moment Resisting Frames in buildings.
Can we neglect reinforce concrete walls like
(stairwells, elevator shafts and so forth)?
*And what are the behavior of these walls during the yielding
point for the steel in work stress stage uncracked section
[Elastic Response Parameters] and after the yielding point in Plastic stage cracked section (Ultimate strength) since
*(Plastic Hinges) will occur in the Frames during plastic
stage And the frames shall peer all the entire seismic loads
And what are these Condition and arrangements to keep
the section walls in safety during plastic stage
so they can carry just the ordinary(D+L) axial loads.
Dose reinforcement for axial ordinary loads enough for these walls from collapsing?
All these answers you will get it when you look at the Dissertation
Special shear walls + ordinary shear walls ACI - 318 - جدران القص الخاصة - P...Dr.Youssef Hammida
Specifications of Special
shear walls
• 1- to form a plastic hinge and wall work in the plastic area
distracting section of the quake, where increasing energy transfer and nonlinear distortions
With firmness despite rising resistance section loads base shear forces
Detailed plastically shaped at the bottom of the wall up the foundation base point
Where the forces of bending moment and shear baseband is greatest
• 2 - have a long high hinge plastically area along the height of the wall
And almost equal to the rise in the wall / 6, H / 6 or along the plan length L
• 3 - the region where the plastic hinge cracked consider (cracked section) and the reduction of inertia (Ig) = (0.35 - 0.5) according to the local code
But after the hinge ductile shear wall treats ordinary wall
area (un cracked section) = (0.7 - 0.8)
• 4 - neglecting the resistance of concrete to resist shear forces
and reinforcing longitudinal and horizontal
In the area and the plastic hinge along only
SEISMIC DESIGN OF COMPOSITE SHEAR WALLS & FRAMES - مقاومة الرياح والزلازل جد...Dr.Youssef Hammida
COMPOSITE ACTION BETWEEN STRUCTURAL ELEMENTS IN BUILDINGS • Steel and concrete are the major materials used in composite systems. • Although they have several dissimilar physical characteristics, it is possible to use them together, beneficially, in different ways. • A number of systems have been developed in the last few decades which successfully combine steel and concrete
Coupling Beams Design in High-Rise Core-Wall Structures
Shear wall structures are most important lateral-force-resisting-systems that have been shown to be
very efficient in resisting seismic loads. But previous earthquake damages showed that the coupling
beams were easily damaged in the earthquake and it was often used as an energy dissipation part in structures.
Reinforced concrete special moment frames • are used as part of seismic force-resisting systems in buildings that are designed to resist earthquakes. • Beams, columns, and beam-column joints in moment frames are prop... more abstract
Effect of non Seismic Walls
On Moment Resisting Frames in buildings.
Can we neglect reinforce concrete walls like
(stairwells, elevator shafts and so forth)?
*And what are the behavior of these walls during the yielding
point for the steel in work stress stage uncracked section
[Elastic Response Parameters] and after the yielding point in Plastic stage cracked section (Ultimate strength) since
*(Plastic Hinges) will occur in the Frames during plastic
stage And the frames shall peer all the entire seismic loads
And what are these Condition and arrangements to keep
the section walls in safety during plastic stage
so they can carry just the ordinary(D+L) axial loads.
Dose reinforcement for axial ordinary loads enough for these walls from collapsing?
All these answers you will get it when you look at the Dissertation
Special shear walls + ordinary shear walls ACI - 318 - جدران القص الخاصة - P...Dr.Youssef Hammida
Specifications of Special
shear walls
• 1- to form a plastic hinge and wall work in the plastic area
distracting section of the quake, where increasing energy transfer and nonlinear distortions
With firmness despite rising resistance section loads base shear forces
Detailed plastically shaped at the bottom of the wall up the foundation base point
Where the forces of bending moment and shear baseband is greatest
• 2 - have a long high hinge plastically area along the height of the wall
And almost equal to the rise in the wall / 6, H / 6 or along the plan length L
• 3 - the region where the plastic hinge cracked consider (cracked section) and the reduction of inertia (Ig) = (0.35 - 0.5) according to the local code
But after the hinge ductile shear wall treats ordinary wall
area (un cracked section) = (0.7 - 0.8)
• 4 - neglecting the resistance of concrete to resist shear forces
and reinforcing longitudinal and horizontal
In the area and the plastic hinge along only
SEISMIC DESIGN OF COMPOSITE SHEAR WALLS & FRAMES - مقاومة الرياح والزلازل جد...Dr.Youssef Hammida
COMPOSITE ACTION BETWEEN STRUCTURAL ELEMENTS IN BUILDINGS • Steel and concrete are the major materials used in composite systems. • Although they have several dissimilar physical characteristics, it is possible to use them together, beneficially, in different ways. • A number of systems have been developed in the last few decades which successfully combine steel and concrete
Coupling Beams Design in High-Rise Core-Wall Structures
Shear wall structures are most important lateral-force-resisting-systems that have been shown to be
very efficient in resisting seismic loads. But previous earthquake damages showed that the coupling
beams were easily damaged in the earthquake and it was often used as an energy dissipation part in structures.
Seismic Capacity Comparisons of Reinforced Concrete Buildings Between Standar...drboon
Earthquakes are cause of serious damage through the building. Therefore, moment resistant frame buildings are widely used as lateral resisting system. Generally three types of moment resisting frames are designed namely Special ductile frames (SDF), Intermediate ductile frames (IDF) and Gravity load designed (GLD) frames, each of which has a certain level of ductility. Comparative studies on the seismic performance of three different ductility of building are performed in this study. The analytical models are considered about failure mode of column (i.e. shear failure, flexural to shear failure and flexural failure); beam-column joint connection, infill wall and flexural foundation. Concepts of incremental dynamic analysis are practiced to assess the required data for performance based evaluations. This study found that the lateral load capacity of GLD, IDF, and SDF building was 19.25, 27.87, and 25.92 %W respectively. The average response spectrum at the collapse state for GLD, IDF, and SDF are 0.75 g, 1.19 g, and 1.33 g, respectively. The results show that SDF is more ductile than IDF and the initial strength of SDF is close to IDF. The results indicate that all of frames are able to resistant a design earthquake.
There are some circumstances, however, where the rigid diaphragm assumption may not be appropriate: floors with numerous openings, roof diaphragms of metal decking without concrete fill or of plywood sheathing, etc. Long, narrow diaphragms may be considered rigid in one direction but not in the other. For structures with multiple wings, such as L- or C-shaped buildings where the ends of the wings can drift independently of each other, the rigid diaphragm analysis may not be appropriate since it would lock the ends of the wings together, constraining them to move in unison
Seismic analysis and design
The design of Elements of Lifts and Escalator from Civil Engineering point of view. Mainly Raft foundation, Machine Foundation, and Shear walls are discussed.
Study of Eccentrically Braced Outrigger Frame under Seismic ExitationIJTET Journal
Outrigger braced structures has efficient structural form consist of a central core, comprising braced frames with
horizontal cantilever ”outrigger” trusses or girders connecting the core to the outer column. When the structure is loaded
horizontally, vertical plane rotation of the core is restrained by the outriggers through tension in windward column and
compression in leeward column. The effective structural depth of the building is greatly increased, thus augmenting the lateral
stiffness of the building and reducing the lateral deflections and moments in core. In effect, the outriggers join the columns to the
core to make the structure behave as a partly composite cantilever. By providing eccentrically braced system in outrigger frame by
varying the size of links and analyzing it. Push over analysis is carried out by varying the link size using computer programs, Sap
2007 to understand their seismic performance. The ductile behavior of eccentrically braced frame is highly desirable for structures
subjected to strong ground motion. Maximum stiffness, strength, ductility and energy dissipation capacity are provided by
eccentrically braced frame. Studies were conducted on the use of outrigger frame for the high steel building subjected to
earthquake load. Braces are designed not to buckle, regardless of the severity of lateral loading on the frame. Thus eccentrically
braced frame ensures safety against collapse.
Seismic soil retaining walls - ضغط تربة الزلازل على جدران الأقبية -الساندة ...Dr.Youssef Hammida
Seismic Earth Pressures on Retaining Structures and Basement Walls
In the present state of knowledge, the recommended method of obtaining seismic soil forces is that using equivalent-static analysis. Only for exceptional structures would dynamic analyses using finite elements seem warranted.
In the equivalent-static method, a horizontal earthquake force equal to the weight of the soil wedge multiplied by a seismic coefficient is assumed to act at the centre of gravity of the soil mass. This earthquake force is additional to the static forces on the wall.
In general, the total soil pressure on a wall during an earthquake equals the sum of three possible components:
(1) static pressure due to gravity loads;
(2) dynamic pressure due to the earthquake;
(3) pressure due to the wall being displaced into the backfill by an external force, e.g. by the horizontal sway of a bridge deck at a monolithic abutment
لماذا المهندسون لايصممون البناء ليقاوم الزلازل- - What is the meaning buildin...Dr.Youssef Hammida
الخلاصة:
- فلا يمكن قبول مسكن او شقة او بناء نعرف سلفا انه سيتشقق او يتصدع فوق رؤوس الساكنين
عند وقوع الزلزال ويصبح اصحابه مشردين او نازحين بحجة التوفير والاقتصاد
- لماذا لا نصمم البناء على كامل قوة الزلزال واكثر حتى لا يتشقق ويتصدع ونعيد ترميمه وتدعيمه من جديد
لماذا نعتمد على اشياء وهمية غير موثوقة من تشكل المفاصل اللدنة في العناصر المقاومة للزلزل
ووصول مقاومته الى المنطقة اللدنة وتشتيت طاقة الزلزال
وهذا اكيد لن يحدث لتواجد سبب واحد من سوء التنفيذ الى تدني جودة المواد الى قلة الخبرة
- انه الجنون بعينة والانتحار Conclusion
. - it cannot be accept housing, apartment or building in advance know that crack or fall apart over the heads of residents Upon the occurrence of the earthquake and occupants become homeless or displaced Under the pretext of saving and the economy
- Why do not designed to build on the full force of the earthquake and more so as not to crack and fall apart and re-restored and strengthened again
Why rely on things fake unreliable form of arthritis sulfides in the resistance elements of the earthquake And the arrival of its resistance to the Teflon region and distracting power of the earthquake
and that's for sure not going to happen for the presence of a single cause Poor implementation of the low-quality materials to the lack of experience
- It's a sample of madness and suicide
Greeting- تحياتي
D.r youssef hammida
Non seismic walls تأثير الجدرات المعمارية على مقاومة الزلازلDr.Youssef Hammida
(Dual - System)
Seminar Abstract – Non Seismic Walls
The performance of the Dual systems (frames and walls) in resisting earthquakes.
And the efficiency of neglecting the walls (Reinforce concrete, masonry, partition, fill) and depending Completely on
the frames in resisting the seismic loads.
and what are the Effecting factors which will occur from
neglecting these walls ?
like (Rigidity – Eccentricity – Torsion – Period - Base Shear)
On the behave of the Moment resisting Frames
Can we neglect reinforce concrete walls like stairwells, elevator shafts and so forth?
*And what are the behavior of these walls during the yielding
point for the steel in work stress stage uncracked section
[Elastic Response Parameters] and after the yielding point in
Plastic stage cracked section (Ultimate strength) since
*(Plastic Hinges) will occur in the Frames during plastic
stage And the frames shall peer all the entire seismic loads
And what are these Condition and arrangements to keep
the section walls in safety during plastic stage
so they can carry just the ordinary(D+L) axial loads.
Dose reinforcement for axial ordinary loads enough for these
walls from collapsing?
All these answers you will get it when you look at the Dissertation
Seismic Capacity Comparisons of Reinforced Concrete Buildings Between Standar...drboon
Earthquakes are cause of serious damage through the building. Therefore, moment resistant frame buildings are widely used as lateral resisting system. Generally three types of moment resisting frames are designed namely Special ductile frames (SDF), Intermediate ductile frames (IDF) and Gravity load designed (GLD) frames, each of which has a certain level of ductility. Comparative studies on the seismic performance of three different ductility of building are performed in this study. The analytical models are considered about failure mode of column (i.e. shear failure, flexural to shear failure and flexural failure); beam-column joint connection, infill wall and flexural foundation. Concepts of incremental dynamic analysis are practiced to assess the required data for performance based evaluations. This study found that the lateral load capacity of GLD, IDF, and SDF building was 19.25, 27.87, and 25.92 %W respectively. The average response spectrum at the collapse state for GLD, IDF, and SDF are 0.75 g, 1.19 g, and 1.33 g, respectively. The results show that SDF is more ductile than IDF and the initial strength of SDF is close to IDF. The results indicate that all of frames are able to resistant a design earthquake.
There are some circumstances, however, where the rigid diaphragm assumption may not be appropriate: floors with numerous openings, roof diaphragms of metal decking without concrete fill or of plywood sheathing, etc. Long, narrow diaphragms may be considered rigid in one direction but not in the other. For structures with multiple wings, such as L- or C-shaped buildings where the ends of the wings can drift independently of each other, the rigid diaphragm analysis may not be appropriate since it would lock the ends of the wings together, constraining them to move in unison
Seismic analysis and design
The design of Elements of Lifts and Escalator from Civil Engineering point of view. Mainly Raft foundation, Machine Foundation, and Shear walls are discussed.
Study of Eccentrically Braced Outrigger Frame under Seismic ExitationIJTET Journal
Outrigger braced structures has efficient structural form consist of a central core, comprising braced frames with
horizontal cantilever ”outrigger” trusses or girders connecting the core to the outer column. When the structure is loaded
horizontally, vertical plane rotation of the core is restrained by the outriggers through tension in windward column and
compression in leeward column. The effective structural depth of the building is greatly increased, thus augmenting the lateral
stiffness of the building and reducing the lateral deflections and moments in core. In effect, the outriggers join the columns to the
core to make the structure behave as a partly composite cantilever. By providing eccentrically braced system in outrigger frame by
varying the size of links and analyzing it. Push over analysis is carried out by varying the link size using computer programs, Sap
2007 to understand their seismic performance. The ductile behavior of eccentrically braced frame is highly desirable for structures
subjected to strong ground motion. Maximum stiffness, strength, ductility and energy dissipation capacity are provided by
eccentrically braced frame. Studies were conducted on the use of outrigger frame for the high steel building subjected to
earthquake load. Braces are designed not to buckle, regardless of the severity of lateral loading on the frame. Thus eccentrically
braced frame ensures safety against collapse.
Seismic soil retaining walls - ضغط تربة الزلازل على جدران الأقبية -الساندة ...Dr.Youssef Hammida
Seismic Earth Pressures on Retaining Structures and Basement Walls
In the present state of knowledge, the recommended method of obtaining seismic soil forces is that using equivalent-static analysis. Only for exceptional structures would dynamic analyses using finite elements seem warranted.
In the equivalent-static method, a horizontal earthquake force equal to the weight of the soil wedge multiplied by a seismic coefficient is assumed to act at the centre of gravity of the soil mass. This earthquake force is additional to the static forces on the wall.
In general, the total soil pressure on a wall during an earthquake equals the sum of three possible components:
(1) static pressure due to gravity loads;
(2) dynamic pressure due to the earthquake;
(3) pressure due to the wall being displaced into the backfill by an external force, e.g. by the horizontal sway of a bridge deck at a monolithic abutment
لماذا المهندسون لايصممون البناء ليقاوم الزلازل- - What is the meaning buildin...Dr.Youssef Hammida
الخلاصة:
- فلا يمكن قبول مسكن او شقة او بناء نعرف سلفا انه سيتشقق او يتصدع فوق رؤوس الساكنين
عند وقوع الزلزال ويصبح اصحابه مشردين او نازحين بحجة التوفير والاقتصاد
- لماذا لا نصمم البناء على كامل قوة الزلزال واكثر حتى لا يتشقق ويتصدع ونعيد ترميمه وتدعيمه من جديد
لماذا نعتمد على اشياء وهمية غير موثوقة من تشكل المفاصل اللدنة في العناصر المقاومة للزلزل
ووصول مقاومته الى المنطقة اللدنة وتشتيت طاقة الزلزال
وهذا اكيد لن يحدث لتواجد سبب واحد من سوء التنفيذ الى تدني جودة المواد الى قلة الخبرة
- انه الجنون بعينة والانتحار Conclusion
. - it cannot be accept housing, apartment or building in advance know that crack or fall apart over the heads of residents Upon the occurrence of the earthquake and occupants become homeless or displaced Under the pretext of saving and the economy
- Why do not designed to build on the full force of the earthquake and more so as not to crack and fall apart and re-restored and strengthened again
Why rely on things fake unreliable form of arthritis sulfides in the resistance elements of the earthquake And the arrival of its resistance to the Teflon region and distracting power of the earthquake
and that's for sure not going to happen for the presence of a single cause Poor implementation of the low-quality materials to the lack of experience
- It's a sample of madness and suicide
Greeting- تحياتي
D.r youssef hammida
Non seismic walls تأثير الجدرات المعمارية على مقاومة الزلازلDr.Youssef Hammida
(Dual - System)
Seminar Abstract – Non Seismic Walls
The performance of the Dual systems (frames and walls) in resisting earthquakes.
And the efficiency of neglecting the walls (Reinforce concrete, masonry, partition, fill) and depending Completely on
the frames in resisting the seismic loads.
and what are the Effecting factors which will occur from
neglecting these walls ?
like (Rigidity – Eccentricity – Torsion – Period - Base Shear)
On the behave of the Moment resisting Frames
Can we neglect reinforce concrete walls like stairwells, elevator shafts and so forth?
*And what are the behavior of these walls during the yielding
point for the steel in work stress stage uncracked section
[Elastic Response Parameters] and after the yielding point in
Plastic stage cracked section (Ultimate strength) since
*(Plastic Hinges) will occur in the Frames during plastic
stage And the frames shall peer all the entire seismic loads
And what are these Condition and arrangements to keep
the section walls in safety during plastic stage
so they can carry just the ordinary(D+L) axial loads.
Dose reinforcement for axial ordinary loads enough for these
walls from collapsing?
All these answers you will get it when you look at the Dissertation
Design buildings to withstand explosions
-If the seismic design is based on the work of structural elements
Sulfides in the region and achieve plasticity and slow collapse
Cracks and not fragile and sudden as we have seen in earthquakes
-The design elements of the resistance of origin in the bombings -
In addition, based on the theory of relay payloads
The transition to the next element and stop the progress cracking
The collapse of neighboring elements
In any case cracked component or suddenly collapse on neighboring elements
To bear the full loads and resist the influence of the stress resulting from the exit
One of the elements of service
- Can be found in detail step by step -
On the theory and how to design a sentence construction to resist
Bombings and compared with the seismic design and similarities between them
Greetings
Design for free standing stairs - • تصميم الأدراح الحرة الحلزونية والمنحنيةDr.Youssef Hammida
Stairs are essential features of all residential and commercial buildings.
From architectural point of view, free-standing stairs are more attractive than ordinary ones.
However, due to the lack of a simple rational design code, designers are forced to make a conservative design resulting in a.n unnecessarily heavy looking structure
Design elevated tanks Dynamic Analysis
Response spectrum Spring mass model
Examples solved according to
Egyptian - European -Code
Models High tanks – floor-design
Roofed - exposed - concrete - metal
1. High-tank reinforced concrete roofed propped on a framework (4) columns
2. - High-roofed reinforced concrete tank propped on a framework (6) columns
3 - High-roofed reinforced concrete tank propped on Core Reinforced Concrete
4 - Ground-roofed metal circular tank propped directly on the soil
5 - Ground tank Exposed reinforced concrete circular propped directly on the soil
6. - Ground tank Exposed reinforced concrete rectangular propped directly on the soil
. INTRODUCTION
-It is well recognized that liquid storage tanks possess low ductility and energy
Absorbing capacity as compared to the conventional buildings. Accordingly, various
Design codes provide higher level of design seismic forces for tanks. In this article,
Provisions of IBC 2000, ACI, AWWA, API, Euro code 8 and NZSEE guidelines are
Reviewed to assess the severity of design seismic forces for tanks vis-à-vis those
Buildings It is seen that, depending on the type of tank, design seismic force for tanks
Seismic safety of liquid storage tanks is of considerable importance.
Water storage tanks should remain functional in the post earthquake period to
ensure potable water supply to earthquake-affected regions and to cater the
need for fire fighting. Industrial liquid containing tanks may contain highly
toxic and inflammable liquids and these tanks should not loose their contents
during the earthquake. Liquid storage tanks are mainly of two types: ground
supported tanks and elevated tanks. Elevated tanks are mainly used for water
supply schemes and they could be supported on RCC shaft, RCC or steel
frame, or masonry pedestal
Dr. Hamida
Soils Reinforcement Retaing walls- التربة المسلحة في الجدران الاستناديةDr.Youssef Hammida
تطورت أنظمة تسليح التربة بشكل فعال حيث ظهر كثير من المواد البوليميرية التي يتم صناعتها أساسا من الألياف الصناعية وذات الخصائص والاستعمالات المختلفة مثل النسيج الصناعي والشبك الصناعي وقد تم استخدام هذه المواد في مجالات مختلفة أهمها إنشاء الطرق علي الأراضي الضعيفة وجسور السكك الحديدية وأسفل المنشآت البحرية مثل حماية الشواطئ والأرصفة والميول ودعامات الكباري والحوائط الساندة وأخيرا تم استخدامها في
تقوية التربة أسفل الأساسات
Mechanically Stabilized Earth (MSE SRW) Wall is a composite construction material in which the strength of the engineering fill is enhanced by the addition of strong tensile reinforcement in the form of metal strips, geotextiles, or geogrids .
Topics and articles_in_structural_engine - موضوعات وبرامج تصميم انشائيةDr.Youssef Hammida
Design and Structural Excel sheet programs
Topics and articles in Structural Engineering
In design - and public safety local and international
engineering codes And maintain the integrity of
building and the lives of vacancies
في التصميم - التنفيذ- والسلامة العامة
و فق الكودات الهندسية المحلية والعالمية
والحفاظ على سلامة البناء وحياة الشاغرين
In post-tensioning systems
the ducts for the tendons (or strands) are placed along with the reinforcement before the casting of concrete. The tendons are placed in the ducts
after the casting of concrete. The duct prevents contact between concrete and the
tendons during the tension operation.
Unlike pre-tension
the tendons are pulled with the reaction acting against the hardened concrete.
if the ducts are filled with grout
then it is known as bonded post-tension.
The grout is a neat cement paste or a sand-cement mortar containing suitable admixture. The
grouting operation is discussed later in the section.
Grouting
Grouting can be defined as the filling of duct, with a material
that provides an anti corrosive alkaline environment to the
prestressing steel and alsoa strong bond between
the tendon and the surrounding grout.
The major part of grout
comprises of water and cement, with a water-to
-cement ratio of about 0.5, together with some water-reducing admixtures, expansion agent
In unbonded post-tensioning,
as the name suggests, the ducts are never grouted and
the tendon is held in tension solely by the end anchorages.
The various stages of the post-tensioning operation
are summarised as follows.
1) Casting of concrete.
2) Placement of the tendons.
3) Placement of the anchorage block and jack.
4) Applying tension to the tendons.
5) Seating of the wedges.
6) Cutting of the tendon
Intermediate Moment Resisting Frame - الاطارات المتوسطة المقاومة للعزوم - وف...Dr.Youssef Hammida
IMFs are expected to withstand limited inelastic deformations in their members and connections as a result of lateral forces
and require the use of pre-qualified connections per the American Institute of Steel Construction (AISC) or connections that have undergone and passed a qualifying cyclic test.
IMFs must sustain an inter-story drift angle of up to 0.02 radians, and are typically used in low/mid-seismic regions.
Effect of sliding mold on core walls and seismic- تأثيرالقالب المنزلق على جدر...Dr.Youssef Hammida
• The most important construction process of an executive you need to control is the use of sliding mold In tower buildings, high
skyscrapers in high-intensity seismic zones
• The full pour the concrete core and then use the dowel bolts and splices later In connecting slabs and the ceiling beams to concrete
core In areas with high seismic intensity 3-4
التجارب والاشتراطات والحلول وملائمة وقيول مقاومة الخرسانة الأقل من المقاومة...Dr.Youssef Hammida
يمكن لمهندس التنفيذ المسؤول اجراء احد الاجراءات الأتية
قبل تقرير رفض مقاومة الخرسانة الفعلية من الاستشاري او بعده
- لا يجوز للاستشاري رفض احد الحلول الواردة في كود التصميم
والتفيذ حول ملائمة عينات تجارب الكسر او خرسانة مصبوبة
مقاومتها الفعلية اقل من مقاومة التصميم بالضغط
Manual designed for seismic resistance Frames Moment- Portal's method - التص...Dr.Youssef Hammida
Manual designed for seismic resistance Frames Moment- Portal's method - التصميم اليدوي لجملة اطارات عزمية مقاومة للزلزل
Frame bending moment diagrams for vertical and horizontal loading Portal's method Columns having floor beam on both sides i.e.inner columns have twice the stiffness compared to end columns. Storey shear is distribute... more abstract
Seismic Engineering
في هندسة الرياح، تستخدم اختبارات نفق الرياح لقياس السرعة حولها، والقوى أو الضغوط
على الهياكل.المباني العالية جدا، والمباني ذات الأشكال غير عادية أو معقدة
(مثل مبنى برجي شاهق مع منحني مكافئ أو شكل القطعي)
،مثل كابل الجسور المعلقة
يتم تحليل الجسور والأبنية العالية في حدود يشابه الغلاف الجوي
ومنطقة تأثير الأبنية المجاورة على سرعة وشدة الرياح
ضمن أنفاق الرياح المتخصصة. لتمثيل دقيق لسرعة الرياح والاضطراب
وتأثيره على بناء الهيكل.
وذلك بعد عمل ماكيت و مجسمات نموذجية بمقياس
مطابق او مصغر تشابه وتطابق الهيكل الحقيقي
حيث توفر اختبارات نفق الرياح قياسات ومعرفة قوى وشدة الضغط
على المبنى البرجي اللازمة للتصميم
في استخدام التحليل الديناميكي والسيطرة على المباني العالية
من تأثيرات دفع ا لرياح وتقليل او منع انتقال وانحراف وتشوه البناء
Wind engineering testing
In Wind Engineering, wind tunnel tests are used to measure the velocity around, and forces or pressures upon structures. Very tall buildings, buildings with unusual or complicated shapes (such as a tall building with a parabolic or a hyperbolic shape), cable suspension bridges or cable stayed bridges are analyzed in specialized atmospheric boundary layer wind tunnels. These feature a long upwind section to accurately represent the wind speed and turbulence profile acting on the structure. Wind tunnel tests provide the necessary design pressure measurements in use of the dynamic analysis and control of tall buildings
Thank U
Dr. Hammida
Outrigger belt trusses design - الجائز الشبكي المركزي والحزام المحيطي مع جد...Dr.Youssef Hammida
• The design of skyscrapers is usually governed by the lateral loads imposed on the structure.
As buildings have gotten taller and narrower, the structural engineer has been increasingly challenged to meet the imposed drift requirements
The design of tall and slender structures is controlled by three governing factors, strength (material capacity), stiffness (drift) and serviceability (motion perception and accelerations), produced by the action of lateral loading, such as wind.
The overall geometry of a building often dictates which factor governs the overall design.
International Journal of Engineering Research and Applications (IJERA) is an open access online peer reviewed international journal that publishes research and review articles in the fields of Computer Science, Neural Networks, Electrical Engineering, Software Engineering, Information Technology, Mechanical Engineering, Chemical Engineering, Plastic Engineering, Food Technology, Textile Engineering, Nano Technology & science, Power Electronics, Electronics & Communication Engineering, Computational mathematics, Image processing, Civil Engineering, Structural Engineering, Environmental Engineering, VLSI Testing & Low Power VLSI Design etc.
Analysis and comparison of High rise building with lateral load resisting sys...DP NITHIN
Emporis standards define a high rise building as “A multi-storey structure between 35-100 meters tall”. When buildings become taller and taller, the effect of lateral load on the structure comes into existence. The lateral action on the structure is majorly induced by the wind and seismic force.
They needs a lateral load resisting system to maintain the structure stable when lateral loads are applied to them.
The different lateral load resisting systems in the high rise building are
Moment Resisting Frame(MRF), Shear wall system, Bracing system
Evaluation of the Seismic Response Parameters for Infilled Reinforced Concret...IOSRJMCE
RC frames with unreinforced masonry infill walls are a common form of construction all around the world. Often, engineers do not consider masonry infill walls in the design process because the final distribution of these elements may be unknown to them, or because masonry walls are regarded as non-structural elements. Separation between masonry walls and frames is often not provided and, as a consequence, walls and frames interact during strong ground motion. This leads to structural response deviating radically from what is expected in the design. The presence of masonry infills can result in higher stiffness and strength and it is cheap and built with low cost labor. Under lateral load, Masonry walls act as diagonal struts subjected to compression, while reinforced concrete confining members (Frames) act in tension and/or compression, depending on the direction of lateral earthquake forces. The main objective of this research is to develop a realistic matrix for the response modification factors for medium-rise skeletal buildings with masonry infills. In this study, the contribution of the masonry infill walls to the lateral behavior of reinforced concrete buildings was investigated. For this purpose, a five, seven and ten stories buildings are modelled as bare and infilled frames. The parameters investigated were infill ratio, panel aspect ratio, unidirectional eccentricity, bidirectional eccentricities. A Parametric study was developed on the behavior of medium rise infilled frame buildings under lateral loads to investigate the effect of these parameters as well as infill properties on this behavior
STRUCTURAL COST COMPARISON OF LOW RISE BUILDING HAVING MOMENT RESISTING FRAME...IAEME Publication
In Bhuj earthquake 2001, there were collapses of many low rise buildings. After a
very severe seismic shaking, it may be far cheaper to repair, or even rebuild the
damaged structure, than to build a no damaged structure in the first place. With the
help of shear walls the structure can be made which will not collapse in earthquake. It
is general perception in minds of people that shear walls are economical for high rise
buildings. Therefore it is necessary to find out cost efficiency of low rise buildings
with shear walls
STRUCTURAL COST COMPARISON OF LOW RISE BUILDING HAVING MOMENT RESISTING FRAME...IAEME Publication
In Bhuj earthquake 2001, there were collapses of many low rise buildings. After a
very severe seismic shaking, it may be far cheaper to repair, or even rebuild the
damaged structure, than to build a no damaged structure in the first place. With the
help of shear walls the structure can be made which will not collapse in earthquake. It
is general perception in minds of people that shear walls are economical for high rise
buildings. Therefore it is necessary to find out cost efficiency of low rise buildings
with shear walls.
Seismic Response of Structure with Single Coreijtsrd
Shear walls and outriggers have been used so far to resist the seismic waves of earthquake and heavy winds actions. The complete failure of the structures that has occurred in the past due to catastrophic earthquake may be avoided with the use of shear wall in the structure. The study is concerned with the use of shear wall as a single core in structure that will resist the seismic waves of earthquake. In the present study analysis of RCC building has been carried out by changing the locations of shear walls in the building. The seismic analysis performed is linear dynamic response spectrum analysis using the well known analysis and design software ETABS 16.2.0. Seismic performance of the building has been investigated based on parameters such as strorey drift, base shear and storey displacement. Belsare Sumit Bandopanth | Dilip Budhlani "Seismic Response of Structure with Single Core" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-4 | Issue-3 , April 2020, URL: https://www.ijtsrd.com/papers/ijtsrd30851.pdf Paper Url :https://www.ijtsrd.com/engineering/civil-engineering/30851/seismic-response-of-structure-with-single-core/belsare-sumit-bandopanth
Design strengthening of beams slabs with carbon (fiber) FRP تصميم تقوية الج...Dr.Youssef Hammida
FRP Strengthening
Hevilifts is a leading designer and installer of Fiber Reinforced Polymer (FRP) products for repair and strengthening of structures. FRP can be used in existing buildings to strengthen floors and walls for larger live loads, to increase strength and ductility of columns, to correct excessive deflections, to increase shear capacity of beams and to repair and strengthen corrosion damage. FRP can be used in bridges to strengthen girders for increased live load, shear and for the repair of corrosion damage.
Design of FRP Axial Strengthening of RCC Columns -ACI 44 0.2R-08 - تصميم ت...Dr.Youssef Hammida
This study investigates the behavior and failure modes of fiber-reinforced polymer (FRP) confined concrete wrapped with different FRP schemes, including fully wrapped, partially wrapped, and nonuniformly-wrapped concrete cylinders. By using the same amount of FRP, this study proposes a new wrapping scheme that provides a higher compressive strength
DESIGNING AND BUILDING THE EIFFEL TOWER برج ايفل - باريسDr.Youssef Hammida
In 1889, Paris hosted an Exposition Universelle (World’s Fair) to mark the 100-year anniversary of the French Revolution. More than 100 artists submitted competing plans for a monument to be built on the Champ-de-Mars, located in central Paris, and serve as the exposition’s entrance. The commission was granted to Eiffel et Compagnie, a consulting and construction firm owned by the acclaimed bridge builder, architect and metals expert Alexandre-Gustave Eiffel. While Eiffel himself often receives full credit for the monument that bears his name, it was one of his employees—a structural engineer named Maurice Koechlin—who came up with and fine-tuned the concept. Several years earlier, the pair had collaborated on the Statue of Liberty’s metal armature.
• The dome is the most widely seen example of three dimensional compression. It is quite easy to see why it is used for projects such as stadiums, theatres and other large public locations. As seen on the home page ... more abstract
Structural Engineering
Precast concrete is a construction product produced by casting concrete in a reusable mold or "form" which is then cured in a controlled environment. transported to the construction site and lifted into place. In contrast, standard concrete is poured into site-specific forms and cured on site.
Dual Systems Design Shear wall-Frame InterAction تصميم الجملة القصية الثنائية...Dr.Youssef Hammida
Dual systems These systems are the result of combining the two latter systems to resist the lateral load, in these systems the shape of the deformations will differ from those in frames and walls systems, where e... more abstract
Structural Engineering
الكود العربي السوري - تفاصيل ورسومات انشائية تصميم وتنفيذ شاملة لكافة عناصر ا...Dr.Youssef Hammida
(الكود العربي السوري المرادف الكود الأمريكي – ACI ) مخططات تفاصل ورسومات انشائية شاملة
13 A جميع عناصر
البناء الانشائية خرسانة مسلحة- تصميم + تنفيذ
– مساقط افقية ومقاطع تسليح
– يحتاجها كل مهندس تصميم انشائي وحتى المعماري
Tube structural systemsHigh-rise Building & tubular structures الأبنية البرجي...Dr.Youssef Hammida
One most efficient structural systems against heavy wind loads is the bundled tube structural system A bundled tube typically consists of a number of individual tubes interconnected to form a multicell tube, in which the frames in the lateral load direction resist the shears, while the flange frames carry most of the overturning moments. يجب أن تقاوم الجمل الإنشائية structural systems المستخدمة في الأبنية العالية الأحمال الجانبية كما يجب أن توفر حلاً اقتصادياً بحيث تُستخدم المواد استخداماً فعالاً. فأكثر الجمل الإنشائية فعالية تلك التي تقاوم القوى الجانبية من دون زيادة تذكر في استهلاك المواد عن تلك اللازمة لمقاومة الأوزان الشاقولية، أي لا تنتج كلفة إضافية عن الزيادة في ارتفاع البناء. وبناء على هذا تصنف الجمل الإنشائية في الأبنية العالية
Transfer Slabs Beams Design Tall Building- تصميم بلا طات وجوائز التحويل الأب...Dr.Youssef Hammida
Transfer Slabs Beams Design Tall Building- تصميم بلا طات وجوائز التحويل الأبنية البرجية- Construction of Transfer Plate
It is the Slab / Beam from which picked up columns may be started where there are no columns underneath. So, it is a kindl of frame in which upper storey columns are directly supported over these slab and hence are cr... more abstract
Soil Nails Reinforcement - Design nails soil stabilization --مسامير قضبان تسل...Dr.Youssef Hammida
تثبيت وتسليح - تربة الجدران - الساندة بالمسامير
تستخدم تقنية المسامير في تثبيت المنحدرات الترابية والجدران الاستنادية والأنفاق الى تدعيم حفريات التأسيس العميقة. وتتلخص الطريقة في غرز قضبان معدنية طويلة ذات المقطع الصغيرامام المنحدر المراد تدعيمه بحيث تخترق هذه القضبان كتلة التربة إلى مسافة ونباعدات محددة مثبتة في منطقة خارج مخروط الانهيار حيث يؤمن استقرار سطح التربة على وجه المنحدر بطبقة تغطية رقيقة من الحجر او الخرسانة المقذوفة مسلحة بشبكة معدمية إنشائية مهمتها حجز التربة بين المسامير ويثبت المسمار نفسه على طبقة البيتون المقذوف بصفيحة تثبيت معدنية مربعة الشكل
Soil nail wall - Soil nailing - soil nailing walls
Soil nailing is an earth retention technique using grouted tension-resisting steel elements (nails) that can be design for permanent or temporary support. The walls are generally constructed from the top down. Typically, 3 to 6 feet of soil is excavated from the top of the planned excavation. Near-horizontal holes are drilled into the exposed face at typically 3 to 6 foot centers. Tension-resisting steel bars are inserted into the holes and grouted. A drainage system is installed on the exposed face, followed by the application of reinforced shotcrete facing. Precast face
Transcript: Selling digital books in 2024: Insights from industry leaders - T...BookNet Canada
The publishing industry has been selling digital audiobooks and ebooks for over a decade and has found its groove. What’s changed? What has stayed the same? Where do we go from here? Join a group of leading sales peers from across the industry for a conversation about the lessons learned since the popularization of digital books, best practices, digital book supply chain management, and more.
Link to video recording: https://bnctechforum.ca/sessions/selling-digital-books-in-2024-insights-from-industry-leaders/
Presented by BookNet Canada on May 28, 2024, with support from the Department of Canadian Heritage.
Accelerate your Kubernetes clusters with Varnish CachingThijs Feryn
A presentation about the usage and availability of Varnish on Kubernetes. This talk explores the capabilities of Varnish caching and shows how to use the Varnish Helm chart to deploy it to Kubernetes.
This presentation was delivered at K8SUG Singapore. See https://feryn.eu/presentations/accelerate-your-kubernetes-clusters-with-varnish-caching-k8sug-singapore-28-2024 for more details.
State of ICS and IoT Cyber Threat Landscape Report 2024 previewPrayukth K V
The IoT and OT threat landscape report has been prepared by the Threat Research Team at Sectrio using data from Sectrio, cyber threat intelligence farming facilities spread across over 85 cities around the world. In addition, Sectrio also runs AI-based advanced threat and payload engagement facilities that serve as sinks to attract and engage sophisticated threat actors, and newer malware including new variants and latent threats that are at an earlier stage of development.
The latest edition of the OT/ICS and IoT security Threat Landscape Report 2024 also covers:
State of global ICS asset and network exposure
Sectoral targets and attacks as well as the cost of ransom
Global APT activity, AI usage, actor and tactic profiles, and implications
Rise in volumes of AI-powered cyberattacks
Major cyber events in 2024
Malware and malicious payload trends
Cyberattack types and targets
Vulnerability exploit attempts on CVEs
Attacks on counties – USA
Expansion of bot farms – how, where, and why
In-depth analysis of the cyber threat landscape across North America, South America, Europe, APAC, and the Middle East
Why are attacks on smart factories rising?
Cyber risk predictions
Axis of attacks – Europe
Systemic attacks in the Middle East
Download the full report from here:
https://sectrio.com/resources/ot-threat-landscape-reports/sectrio-releases-ot-ics-and-iot-security-threat-landscape-report-2024/
Kubernetes & AI - Beauty and the Beast !?! @KCD Istanbul 2024Tobias Schneck
As AI technology is pushing into IT I was wondering myself, as an “infrastructure container kubernetes guy”, how get this fancy AI technology get managed from an infrastructure operational view? Is it possible to apply our lovely cloud native principals as well? What benefit’s both technologies could bring to each other?
Let me take this questions and provide you a short journey through existing deployment models and use cases for AI software. On practical examples, we discuss what cloud/on-premise strategy we may need for applying it to our own infrastructure to get it to work from an enterprise perspective. I want to give an overview about infrastructure requirements and technologies, what could be beneficial or limiting your AI use cases in an enterprise environment. An interactive Demo will give you some insides, what approaches I got already working for real.
Essentials of Automations: Optimizing FME Workflows with ParametersSafe Software
Are you looking to streamline your workflows and boost your projects’ efficiency? Do you find yourself searching for ways to add flexibility and control over your FME workflows? If so, you’re in the right place.
Join us for an insightful dive into the world of FME parameters, a critical element in optimizing workflow efficiency. This webinar marks the beginning of our three-part “Essentials of Automation” series. This first webinar is designed to equip you with the knowledge and skills to utilize parameters effectively: enhancing the flexibility, maintainability, and user control of your FME projects.
Here’s what you’ll gain:
- Essentials of FME Parameters: Understand the pivotal role of parameters, including Reader/Writer, Transformer, User, and FME Flow categories. Discover how they are the key to unlocking automation and optimization within your workflows.
- Practical Applications in FME Form: Delve into key user parameter types including choice, connections, and file URLs. Allow users to control how a workflow runs, making your workflows more reusable. Learn to import values and deliver the best user experience for your workflows while enhancing accuracy.
- Optimization Strategies in FME Flow: Explore the creation and strategic deployment of parameters in FME Flow, including the use of deployment and geometry parameters, to maximize workflow efficiency.
- Pro Tips for Success: Gain insights on parameterizing connections and leveraging new features like Conditional Visibility for clarity and simplicity.
We’ll wrap up with a glimpse into future webinars, followed by a Q&A session to address your specific questions surrounding this topic.
Don’t miss this opportunity to elevate your FME expertise and drive your projects to new heights of efficiency.
Neuro-symbolic is not enough, we need neuro-*semantic*Frank van Harmelen
Neuro-symbolic (NeSy) AI is on the rise. However, simply machine learning on just any symbolic structure is not sufficient to really harvest the gains of NeSy. These will only be gained when the symbolic structures have an actual semantics. I give an operational definition of semantics as “predictable inference”.
All of this illustrated with link prediction over knowledge graphs, but the argument is general.
LF Energy Webinar: Electrical Grid Modelling and Simulation Through PowSyBl -...DanBrown980551
Do you want to learn how to model and simulate an electrical network from scratch in under an hour?
Then welcome to this PowSyBl workshop, hosted by Rte, the French Transmission System Operator (TSO)!
During the webinar, you will discover the PowSyBl ecosystem as well as handle and study an electrical network through an interactive Python notebook.
PowSyBl is an open source project hosted by LF Energy, which offers a comprehensive set of features for electrical grid modelling and simulation. Among other advanced features, PowSyBl provides:
- A fully editable and extendable library for grid component modelling;
- Visualization tools to display your network;
- Grid simulation tools, such as power flows, security analyses (with or without remedial actions) and sensitivity analyses;
The framework is mostly written in Java, with a Python binding so that Python developers can access PowSyBl functionalities as well.
What you will learn during the webinar:
- For beginners: discover PowSyBl's functionalities through a quick general presentation and the notebook, without needing any expert coding skills;
- For advanced developers: master the skills to efficiently apply PowSyBl functionalities to your real-world scenarios.
GDG Cloud Southlake #33: Boule & Rebala: Effective AppSec in SDLC using Deplo...James Anderson
Effective Application Security in Software Delivery lifecycle using Deployment Firewall and DBOM
The modern software delivery process (or the CI/CD process) includes many tools, distributed teams, open-source code, and cloud platforms. Constant focus on speed to release software to market, along with the traditional slow and manual security checks has caused gaps in continuous security as an important piece in the software supply chain. Today organizations feel more susceptible to external and internal cyber threats due to the vast attack surface in their applications supply chain and the lack of end-to-end governance and risk management.
The software team must secure its software delivery process to avoid vulnerability and security breaches. This needs to be achieved with existing tool chains and without extensive rework of the delivery processes. This talk will present strategies and techniques for providing visibility into the true risk of the existing vulnerabilities, preventing the introduction of security issues in the software, resolving vulnerabilities in production environments quickly, and capturing the deployment bill of materials (DBOM).
Speakers:
Bob Boule
Robert Boule is a technology enthusiast with PASSION for technology and making things work along with a knack for helping others understand how things work. He comes with around 20 years of solution engineering experience in application security, software continuous delivery, and SaaS platforms. He is known for his dynamic presentations in CI/CD and application security integrated in software delivery lifecycle.
Gopinath Rebala
Gopinath Rebala is the CTO of OpsMx, where he has overall responsibility for the machine learning and data processing architectures for Secure Software Delivery. Gopi also has a strong connection with our customers, leading design and architecture for strategic implementations. Gopi is a frequent speaker and well-known leader in continuous delivery and integrating security into software delivery.
JMeter webinar - integration with InfluxDB and GrafanaRTTS
Watch this recorded webinar about real-time monitoring of application performance. See how to integrate Apache JMeter, the open-source leader in performance testing, with InfluxDB, the open-source time-series database, and Grafana, the open-source analytics and visualization application.
In this webinar, we will review the benefits of leveraging InfluxDB and Grafana when executing load tests and demonstrate how these tools are used to visualize performance metrics.
Length: 30 minutes
Session Overview
-------------------------------------------
During this webinar, we will cover the following topics while demonstrating the integrations of JMeter, InfluxDB and Grafana:
- What out-of-the-box solutions are available for real-time monitoring JMeter tests?
- What are the benefits of integrating InfluxDB and Grafana into the load testing stack?
- Which features are provided by Grafana?
- Demonstration of InfluxDB and Grafana using a practice web application
To view the webinar recording, go to:
https://www.rttsweb.com/jmeter-integration-webinar
Software Delivery At the Speed of AI: Inflectra Invests In AI-Powered QualityInflectra
In this insightful webinar, Inflectra explores how artificial intelligence (AI) is transforming software development and testing. Discover how AI-powered tools are revolutionizing every stage of the software development lifecycle (SDLC), from design and prototyping to testing, deployment, and monitoring.
Learn about:
• The Future of Testing: How AI is shifting testing towards verification, analysis, and higher-level skills, while reducing repetitive tasks.
• Test Automation: How AI-powered test case generation, optimization, and self-healing tests are making testing more efficient and effective.
• Visual Testing: Explore the emerging capabilities of AI in visual testing and how it's set to revolutionize UI verification.
• Inflectra's AI Solutions: See demonstrations of Inflectra's cutting-edge AI tools like the ChatGPT plugin and Azure Open AI platform, designed to streamline your testing process.
Whether you're a developer, tester, or QA professional, this webinar will give you valuable insights into how AI is shaping the future of software delivery.
Connector Corner: Automate dynamic content and events by pushing a buttonDianaGray10
Here is something new! In our next Connector Corner webinar, we will demonstrate how you can use a single workflow to:
Create a campaign using Mailchimp with merge tags/fields
Send an interactive Slack channel message (using buttons)
Have the message received by managers and peers along with a test email for review
But there’s more:
In a second workflow supporting the same use case, you’ll see:
Your campaign sent to target colleagues for approval
If the “Approve” button is clicked, a Jira/Zendesk ticket is created for the marketing design team
But—if the “Reject” button is pushed, colleagues will be alerted via Slack message
Join us to learn more about this new, human-in-the-loop capability, brought to you by Integration Service connectors.
And...
Speakers:
Akshay Agnihotri, Product Manager
Charlie Greenberg, Host
Connector Corner: Automate dynamic content and events by pushing a button
Seminar abstract non seismic walls -مقاومة قوى الزلازل بالإطارات فقط واهمال جدران الكور
1.
2. Dissertation
Effect of non Seismic Walls
On Moment Resisting Frames in buildings.
Can we neglect reinforce concrete walls like
(stairwells, elevator shafts and so forth)?
By:
Dr.Youssef Hamida
Consultant Structural Engineer
Aleppo Engineers Order
Syria - Aleppo
y.hamida@scs-net.org
Web: www.dr-hamida.com
2
3. Seminar Abstract – Non Seismic Walls
The performance of the Dual systems (frames and walls) in re-
sisting earthquakes.
And the efficiency of neglecting the walls (Reinforce con-
crete, masonry, partition, fill) and depending Completely on
the frames in resisting the seismic loads.
and what are the Effecting factors which will occur from
neglecting these walls ?
like (Rigidity – Eccentricity – Torsion – Period - Base Shear)
On the behave of the Moment resisting Frames
Can we neglect reinforce concrete walls like stairwells, ele-
vator shafts and so forth?
*And what are the behavior of these walls during the yielding
point for the steel in work stress stage uncracked section
[Elastic Response Parameters] and after the yielding point in
Plastic stage cracked section (Ultimate strength) since
*(Plastic Hinges) will occur in the Frames during plastic
stage And the frames shall peer all the entire seismic loads
And what are these Condition and arrangements to keep
the section walls in safety during plastic stage
so they can carry just the ordinary(D+L) axial loads.
Dose reinforcement for axial ordinary loads enough for these
walls from collapsing?
All these answers you will get it when you look at the Dis-
sertation
3
4. 2 Dissertation text
-Introductory
As it is well known to most of structural engineers who are
familiar with the types of structural systems for resisting
wind and seismic loads, they are called
Shear systems-such as:
1-Frames:
This is a frame system of rigid beams subjected to lateral
loads where the developed moments in the middle of the columns
are not existent And the shear forces will be distributed pro-
portionally with the moment of inertia of the columns and the
lateral displacements will be proportional to these forces
2-Shear walls:
These systems resist the lateral loads with the shear walls
whether these walls are separated or connected by beams.
The distribution of shear forces is proportional to the moment
of inertia of the cross sections of the walls; the displace-
ments in each floor or level are the result of the Flexural
deformations in the walls.
3-Dual systems
These systems are the result of combining the two latter
systems to resist the lateral load, in these systems the shape
of the deformations will differ from those in frames and walls
systems, where effecting interacted forces advantages of this
combination is that the frames support the walls at the top and
control their displacement. Besides, the walls support the frames
at the bottom and decrease their displacement In other words, the
shear force of the frames is bigger at the top than it is at the
bottom and it goes the other way round for the
walls occur and change the shape of shear and moment diagrams.
4
5. -It has been mentioned in the international and local codes
that in case we have regular frames of beams and columns along
with shear walls to resist
the lateral loads, the resistance of these members (the
frames) to the lateral
loads can be neglected, and it will be considered in the
calculations only to
resist the vertical loads, but we should conform to the
codes conditions
relating to the minimum reinforcement
and the allowed displacement of these beams and columns
-We rarely find shear systems as complete shear walls
without regular frames
(beams and columns), or absolute frames without service
walls or elevator walls
5
6. the purpose of our research
- And the purpose of our research is to find out if we can
neglect the presence of walls (concrete or masonry) if they
are together with the frame system,where the frame system re-
sists all the lateral shear forces, and the walls will be con-
sidered just to bear the vertical load, and what are the pro-
visions for these walls and their effect on the frames load.
-We will find the proper answer throughout our research and
experiments in this subject, and you can find the summary
of the research in the results and recommendations page
The reasons and the cause for choosing this research
and its importance, and whether it is done to fulfill an
engineering need or to solve an engineering problem that
helps in developing the engineering work.
3-Research topic Demonstration
3.1 The Dual system is the one that both shear walls and
frames participate in resisting the lateral loads resulting
from earthquakes or wind or storms, possibility to develop
plastic hinges
and the portion of the forces resisted by each one depends on
its rigidity modulus of elasticity and its ductility, and the
in its parts Knowing that the frame is a group of beams and
columns connected with each other by rigid joints that can re-
sist shear and moments, and the shear wall is considered as a
cantilever free on the top and fixed in the bottom.
55
7. 3.2 The structural resisting system might be only shear walls
for resisting the lateral load and we can neglect the regular
frames.
3.3 The structural resisting system might be only frames
for resisting the lateral load and it is called Moment
Resisting Frames In the case of shear walls with the moment
resisting frames can we neglect the effect of these walls, and
calculate the frames to resist the whole base shear
this is the subject of our research; the existence of some
shear walls with moment resisting frames, could it be
neglected and not taken into consideration for resisting the
lateral loads, which means to calculate them only as gravity
loads resisting members, and what are structural effects and
changes resulting from that.
6
8. 4.Purpose and benefit of the research
-Some complains and questions had come to the Engineering
Union-Civil Engineering department, about invalidating some
domestic and industrial buildings licenses where some
structural notes are present, and when there is a
contradiction between the structural requirements for the
buildings and the building manners or systems of the city mu-
nicipality where.
4.1 Elevator and service walls must be of reinforced
concrete, and that is to comply with the mechanical study,
fire resistance, and more other reasons.
4.2 Also to conform to the structural provisions of the city
municipality, the stair house walls should be of
reinforced concrete instead of using masonry walls,and be-
cause of the door openings and piers are in small
dimensions, it should be of reinforced concrete to bear the
vertical lo ads.
4.3 Since most of the industrial buildings, stores, shops
and halls or galleries are in the lower floors (base), shear
walls can’t be used to resist the seismic loads, so it is pre-
ferred to use moment resisting frames.
8
9. 4.4 Repeating the structural study with taking into
consideration the seismic study, and including these walls in
the study will cause increment in the
base shear because of decrement in (R); the Elastic Modulus of
the structural system. In addition, the use of computers,
modeling, and advanced programs might be a little hard to pro-
cure in regular or individual offices.
4.5 That’s why we needed to make researches and investigations
about a method or a study of possibility of neglecting the
shear or masonry walls and not considering them as
participants with the frames. Also neglecting the regular
frames and not considering them as participants with the shear
walls, and considering them as gravity loads resisting members
but with other conditions that we will see in the results of
our research.
9
10. 5-The determined basics for making the research:
To define the relationship and the effect of the shear walls
on the function of the
moment resisting frames, and to know if these walls can be
studied only for
resisting the gravity loads not the lateral load
5.1 It was necessary to go back to the theories and hypothe-
sizes of the interactive performance between frames and walls,
and we needed to seek the help of the theory of Professor
(Lain Macleod). The calculations and results have been checked
by the computer de pending on the international program
(ETABS). Due to the enormous number of analysis’s and experi-
ments according to the variety of floors and walls number and
dimensions of cross sections of the columns. We depended on a
local program (STAAD-ALARAB) for calculating the frames and
the shear walls depending on the theory and assumptions of
Professor Macleod relating to the interacted performance be-
tween the frames and the walls. The summary of this theory as
it came in the research symposium of Portland Cement institu-
tion
5.2 The dual system is the one that both frames and shear
walls contribute in resisting the lateral loads, where the
frame is a group of beams and columns connected with each oth-
er by rigid joints, and the frames bend in accordance with
(Shear Mode), whereas the deflection of the shear walls is by
a (Bending Mode) like the cantilever walls
10
11. 5.3 As a result of the difference in deflection properties
between frames and walls, the frames will try to pull the
shear walls in the top of the building while in the bottom,
they will try to push the walls, so the frames will resist the
lateral loads in the upper part of the building, which means
an increase shear walls will resist most of the vertical loads
in the lower part of the building in the dimensions of the
cross section area of the columns in the upper part of the
frame more than what it needs to resist the gravity loads
5.4 So the distribution of the lateral loads in the top de-
pends on the rigidity of the frames where we suppose a spring
support, whose rigidity equals the rigidity of the frames in
the top, and the reaction of this spring is the share of the
frames, and the rest is the share of the walls. So, the walls
are pinned or supported by the frames at the top and fixed at
the bottom and they are resisting the seismic loads
5.5 So we need to find out the value of this reaction at the
top which equals a point load as the share of the frames ac-
cording to the (Macloed Theory).
then the share of the frames will be distributed to each frame
due to its rigidity and position relating to the center of
mass taking into consideration the torsion and shear resulting
from torsion below And that is according to the laws and rela-
tions and factors mentioned
11
12. 6-Terminology:
Ac: cross section area of columns
B: length of the frame
C: width of column
D; depth of the beam
E: Young Modulus
Fg, Fm, Fn, FS: functions depending on the shape of the
seismic load
--------------7
H: total height of the wall
h: height of the column in every floor
Ib: moment of inertia of the beams in the nods or joints
Iw: moment of inertia of the walls
Kw: Shear rigidity of the walls
Kf: rigidity of the frames
--------- 7.1
---------- 7.2
Fs = ----------------- 7.3
W = total lateral load
∆ = total displacement in top
∆A = displacement in columns from axial load
∆B = displacement from moment
12
13. ---------------------------- 7.4
displacement of walls ------ 7.5
∆f = displacement of Columns --- 7.6
------ rigidity of the frames
----- rigidity of the walls
--------------- 7.7
W =-------- total shear forces
P =-------- share of Frames
P1= W-P ---share of the Walls
13
14. 7-Researches and experiments:
- The research has been done and the data has been changed to
follow the Second Static Method for calculating the Base Shear
according to the Syrian Code and The American Code: (Uniform
Building Code, UBC) according to the law
= total base shear
7.1 The local program (STAAD-ALARAB) and ETABS have been
adopted to check and calculate the internal forces resulting
from neglecting the shear walls.
7.2 Thirty five typical space and plane cases have been
chosen. In every case, the constants and dimensions are
changed to obtain the maximum stresses and forces and that is
according to the tables, calculations and the results attached
in the end of the research.
7.3 For the number of the floors, we studied from one
floor cases till twelve floor cases.
Three cases have been chosen to get maximum
torsion and its effect on the frame, and that is by
the types of the walls and their positioning with respect to
the center of mass
7.4 A case of one wall with frames different in rigidity
has been studied, with different floors for different cases
with eccentricities:
e = l / 2 e = l / 4 e = 0
14
15. 7.5 Also the procedures are repeated for the case of two
walls for different number of floors and different examples
7.6 Also the procedures are repeated for the case of three
walls for different
number of floors, different types and rigidities
of frames and different eccentricities
7.7 Also in the research, a case of only frames without
shear walls has been studied, then we started to insert one
shear wall, then we increased the number of walls to two then
to three. Also for finding the eccentricity and increasing it
to the maximum value predicted Through the research results
and the attached tables, some important observations can be
noted, and corrections to some wrong concepts can be done for
the colleagues of engineers about the relation between the
frames and walls.
7.8 The most significant observation and the correction to
the wrong belief is that increasing the number of shear walls
and duplicating its area doesn’t duplicate the share of the
walls, but it stays almost the same as there is only one shear
wall, the increase is almost insignificant (about 15%) and it
comes from the increase of base shear resulting from the in-
crease in rigidity of the walls and the decrease of the dynam-
ic period, which means that the frames takes its share from
the base shear in the top then the rest is distributed (in the
bottom on the existed walls (one or two or three….etc.) And
that is what we observed in the research results, that is ex-
isting of a number of walls and then neglecting them is better
and gives less shear and bending stresses than the case of one
wall which is considered to be neglected
15
16. 7.9 We found out through the results that the frame’s shear
if there is no walls (the Moment resisting frames case) is
bigger than what it is in the case of frames and neglected
walls, because the torsion shear which is caused by
theeccentricity of the neglected walls, and which is added to
the eperipheral frames’ shear is smaller than the shear that
the walls take from the peripheral frame with the maximum tor-
sion.
7.10 also noticed the increase of the base shear when
there are walls rather than the case of no walls (only frames)
and that is because of the decrease of the dynamic period for
the increase in the rigidity of the Dual system and
thedecrease of the factor(R)in the denominator of the base
shear wall
7.11 In the attached drawing of the (interactive-mutual)
performance, we noticed that in the case of only two shear
walls without a frame, the base shear is distributed equally
in the top and bottom in the walls. And if there is one frame
with those two walls, we see that the share of the walls is
maximum in the bottom, and the share of the frame is zero in
the top and the bottom but maximum at the height (0.8 H), and
that is the hypothesis of Prof. Macloed, which is to put a
constant point load equals to the maximum shear which occurs
at the height (0.8-0.95) of the total height
7.12 Referring back to the results table of the program STAAD-
ALARAB and ETABS for the internal forces or stresses and Rein-
forcement
16
17. 7.13 we notice that it is taken into consideration:
-the dynamic period, the static period, ductility factor (Rw),
accidental eccentricity of walls positioning, ratio of frames
and walls shares, modifying the value of ductility factor (Rw)
according to that ratio, also calculation of the base consid-
ering the maximum case. shear V for every case and
7.14 we noticed from the table that the maximum share of
the frames in case of no walls (Moment resisting frames) is
larger than the case of frames with walls, for example:
8-Comparison and results:
Research example No#5:
Floor number: 7
The columns: 40 X 60
The walls: L=3,00 m
V= 61 t without walls
V= 44.46 t in case of one wall with maximum eccentricity
61 > 44.46 accepted
8.1 Also we notice from the results of ETABS:
That the shear and flexural stresses are maximum for one
shear wall, also we noticed that the minimum reinforcement for
shear and bending is adequate, so these walls can be neglected
and designed only for the gravity loads, if the number of
floors is less or equal to twelve floors.
17
18. 8.2 We noticed when the number of the floors is more than
twelve, and the minimum reinforcement is not adequate here, we
differentiate two cases:
8.2-1 When the flexural reinforcement is not adequate, the
walls are safe, because when the walls enters the plastic
situation, the frames will intervene and take the loads from
these walls and the walls will crack but not collapse, or it
will lose its rigidity and not resist any lateral loads
8.2-2 When the shear reinforcement is not adequate these
walls will collapse by shear, and its breaking will be brittle
so it should it should be calculated, or we should neglect its
resistance to the vertical loads by putting beams over them.,
9-Results and recommendations
9.1 It is possible to neglect the walls and do not
consider them as participants with the moment resisting fames
in resisting the lateral loads and to consider that all the
lateral loads as base shear or wind loads are going to be re-
sisted only by the frames according to
9.2 The moment resisting frames is not affected by neglecting
the walls when the walls do not take part with the frames in
resisting the loads, on the contrary, the safety factor for
the frames becomes bigger and the shear resisted by the frames
is less than what it was when the frames were alone
9.3 When the number of the building’s floor is equal or less
than 12 floors, (n<12), the walls can be neglected provided
that they are qualified to bear the only vertical loads, and
the minimum reinforcement is adequate for flexural and shear
18
19. 9.4 When the number of the building’s floor is more than
12 floors, (n>12), it is possible to neglect the participation
of the walls with the frames, provided that we should consider
finding alternative members to the walls for resisting the
vertical loads like beams or the frames itself, so when we put
beams on top of the walls or any other structural members to
transfer the vertical loads from these walls to the beams and
columns It is adequate to use the minimum reinforcement for
flexure al and shear stresses.
9.5 from(Tab-4,Tab-5)we find the ductility factor(R) decrease
to (7) instead of (8) and the base shear(v)increase (18%)
Because of affect walls stiffness.
10 conclusion
10-1 in ordinary building less than 12 story n<12 the service
walls like {stairwells, elevator shafts and so forth} can be
neglected to share frames in resisting seismic
10-2 the total base shear will take by frames after degreasing
The factor of ductility ,one degree or increasing the base
shear on frames 18%
10-3 seismic minimum reinforcement ably in both direction
As the code says.
19
20. REFERENCES:
- The Arabic Syrian Code and its appendixes in resisting the seismic loads.
- The American codes: UBC-ACI
- Shear wall-frame interaction
by :I.A. Macloed
-Seismic design
by :D.T. Derecho
-STAAD-ALARAB, walls and frames
-by : D r . Youssef Hamida
-Interaction of shear walls and frames
By: Khan and Sbarounis
-Concrete shear walls combined with rigid frames
By: Cardan Bernard
-Multistory frames and interconnected shear walls
American concrete institute
By Firschman prabhu
-Design of Multistory reinforced concrete building for earthquake motions
-Shear wall design philosophy
By : Portland Cement Association
20
21. ACI committee symposium paper by Thomas Paulay
-An inelastic approach to seismic design
by: American Society of Civil Engineering
-Response of multistory structures to lateral forces
by: Cardenas, Alex
-Symposiums and lectures of Engineers Union, Aleppo Branch
Resisting the seismic loads by walls and frames.
By: D r . Youssef Hamida
-Symposiums and lectures of Engineers Union, Damascus Branch
Analyzing and designing of buildings for Earthquakes
By: D r Karameh Baddorah - Dr. Zein-Aldeen -Dr. Alhessen
Structures dynamics and seismic engineering
By: D r Samara
21
31. staad alarab-result
dynami
c
Stati
c design
Stories
period
perio
d
period
T= Wall from
5 DT ST
1.4*Ts<
DT
ductilit
y
mass
center
Eccentrici
ty
Base
Shear
Frame
s
Columns
Name DT sT T wR a e V
%
Share
60X60 Frames
)x(
50.6 0.63 0.65 8 0 0 58.62
100%
wall 60.71
20x300
cm Frames
)y(
0.61 0.63 0.61 7 0 0 69.4
100%
69.4
Frames
0.5 0.42 0.5 7.5 0 0 80.8
50%
one wall 40.4
+Frames
e 0.47 0.42 0.47 7.5 7.5 0.71 85.87
50%
One wall 42.87
Frames
0.48 0.42 0.48 7 0 0 90.18
45%
Tow
walls
41.03
Frames
+e
0.45 0.42 0.45 7 7.5 1.04 96.7
45%
Tow
walls
44
Story
dynami
c
Stati
c design Wall from
5
period
perio
d
period
T=
ductilit
y
mass
center
Eccentrici
ty
Base
Shear
Frame
s
Columns
Name DT ST
1.4*Ts<
DT wR a e V
%
Share
40X60 Frames
(x)
0.67 0.63 0.67 8 55.15
100%
wall 55.15
20x300
cm Frames
(y)
0.65 0.63 0.65 7 67 100%
67
Frames +
0.53 0.42 0.53 7 0 0 81.88
49%
one wall 0.284
Frames
+e 0.5 0.42 0.5 7 7.5 0.79 87.26 49%
One wall 42.93
Frames+
0.51 0.42 0.51 7 0 0 85.65
44%
Tow
walls 38.11
Frames
+e
0.47 0.42 0.47 7 7.5 1.15 91.95
44%
Tow
walls 40.92
4–Table
staad alarab-result
3311
32. Story
dynami
c
Stati
c design Wall from
5 period
perio
d
period
T=
ductilit
y
mass
center
Eccentrici
ty
Base
Shear
Frame
s
Columns
Name DT ST
1.4*Ts<
DT wR a e V
%
Share
30X80 Frames
(x)
0.71 0.63 0.63 8 0 0 53.37
100%
wall 53.37
20x300
cm Frames
(y)
0.66 0.63 0.63 7 0 - 65 100%
65.81
Frames
0.55 0.42 0.55 7 0 0 79.11
49%
one wall 38.38
Frames
+e 0.51 0.42 0.51 7 7.5 0.84 84.8 49%
One wall 41.42
Frames
0.52 0.42 0.52 7 0 0 83.3
44%
Tow
walls 36.6
Frames
+e
0.49 0.42 0.49 7 7.5 1.21 89.51
44%
Tow
walls 39.32
Stories
dynami
c
Stati
c design Wall from
7 period
perio
d
period
T=
ductilit
y
mass
center
Eccentrici
ty
Base
Shear
Frame
s
Column
Name DT ST
Ts<1.4*
DT wR a e V
%
Share
40X60 Frames
)x(
0.87 0.81 0.87 8 61
100%
wall 61
20 x 300
cm Frames
(y)
0.82 0.81 0.82 7 74 100%
74
Frames
0.7 0.54 0.7 7.5 0 0 80.62
52%
one wall 41.82
Frames
+e 0.66 0.54 0.66 7.5 7.5 .430 85.7 52%
One wall 44.46
Frames
0.69 0.54 0.69 7 0 0 87.81
49%
Tow
walls 43.1
Frames
+e
0.64 0.54 0.64 7 7.5 0.52 89
41%
Tow
walls 36.56
5–Table
32
33. staad alarab-result
Story
dynami
c
atiSt
c design Wall from
10 period
perio
d
period
T=
ductilit
y
mass
center
Eccentrici
ty
Base
Shear
Frame
s
Columns
Name DT ST
1.4*Ts<
DT wR a e V
%
Share
40X60 Frames
(x)
1.18 1 1.18 8 66.83
100%
wall 66.83
20x300
cm Frames
(y)
1.11 1 11.1 7 78.22 100%
78.22
Frames +
1.02 0.7 0.98 7.5 0 0 82.39
53%
one wall 44
+Frames
e 0.99 0.7 0.98 7.5 7.5 0.21 83.39 53%
One wall 44
Frames
0.92 0.7 0.92 7.5 0 0 88.14
52%
Tow
walls 45.78
Frames
+e
0.87 0.7 0.87 7 7.5 0.33 92.83
52%
Tow
walls 48.2
Story
dynami
c
Stati
c
design Wall from
12 period
perio
d
period
ductilit
y
mass
center
Eccentrici
ty
Base
Shear
Frame
s
Column
Name DT sT T wR a e V
%
Share
60X60 Frames
(x)
1.27 1.2
1.23 8
80.2
100%
wall 80.2
20x300
cm Frames
(y)
1.23 1.2 1.23 7 84.85 100%
84.85
Frames+
1.04 0.81 1.04 7.5 0 0 93.81
54%
one wall 50.6
+Frames
e 0.98 0.81 0.98 7.5 7.5 0.15 99.6 0.54%
One wall 53.4
Frames +
1.02 0.81 1.02 7.5 0 0 95.3
53%
Tow
walls 50.33
Frames
+e
0.96 0.81 0.96 7.5 7.5 0.24 101.4
53%
Tow
walls 53.6
6–Table
33
34. staad alarab-result
walls frames-Etabs
Name
Max
Shear
Max
Bending
arShe
stress
Shear
reinf Tension steel Ratio
Research ton/m
ton.m tu kg/cm2
All
Stories
Typical
Story
Base
Story
A Frames + 38.28 202
6.38
Min
Ratio
Min Ratio
0.008
Story one wall
5
Frames
+e 27 159 4.50
Min
Ratio
Min Ratio
0.008
Column One wall
60X60 Frames + 30 175
5.00
Mini
Ratio
Mini Ratio
0.008
wall Tow walls
20x300 cm
Frames
e+ 26.61 132 4.44
Min
Ratio
Min Ratio 0.008
Tow walls
walls frames-Etabs
Name
Max
Shear
Max
Bending
arShe
stress
Shear
rein Tension steel Ratio
Research ton/m
ton.m tu kg/cm2
All
Stories
Typical
Story
Base
Story
B Frames
44 233 7.33
Min
Ratio
Min Ratio 0.008
Story one wall
5
Frames
e+ 26.41 168 4.40 Min
Ratio
Min Ratio 0.008
nColum One wall
40X60 Frames
31.3 187 5.22
Min
Ratio
Min Ratio 0.008
wall s Tow walls
20x300
cm
Frames
e+ 25.3 125 4.22
Min
Ratio
Min Ratio
0.008
Tow walls
walls frames-Etabs
Name
Max
Shear
Max
Bending
shear
stress
arShe
reinf Tension steel Ratio
Research ton/m
ton.m tu kg/cm2
All
Stories
Typical
Story
Base
Story
C Frames 38 212 6.33
Min
Ratio Min Ratio 0.008
Story one wall
5
Frames
+e
22
150 3.67
Min
Ratio
Min Ratio
0.008
Column One wall
30X80 Frames
28 176 4.67
Min
Ratio
Min Ratio 0.008
wall Tow walls
20x300
cm
Frames
e+ 25 132 4.17
Min
Ratio
Min Ratio 0.008
Tow walls
7-Table
43
35. staad alarab-result
walls frames-Etabs
Name
Max
Shear
Max
Bending
shear
stress
Shear
reinf Tension steel Ratio
Research
ton/m
ton.m tu kg/cm2 All Stories
Typical
Story
Base
Story
D Frames
44 226 7.33 Min Ratio Min Ratio 0.008
Stories one wall
7
Frames
+e 26.5 161 4.42 Min Ratio Min Ratio 0.008
nColum One wall
40X60 Frames
32.5 186 5.42 Min Ratio Min Ratio
0.008
wall
Tow
walls
20x300
cm
Frames
e+ 30 141 5.00 Min Ratio Min Ratio
0.008
Tow
walls
walls frames-Etabs
Name
Max
Shear
Max
Bending
shear
stress
rShea
reinf
Tension
steel Ratio
Research ton/m
ton.m tu kg/cm2 All Stories
Typical
Story
Base
Story
E Frames
44.42 234 7.40 Min Ratio Min Ratio 0.008
Story one wall
10
Frames
+e 25.3 159 4.22 Min Ratio Min Ratio 0.008
Column llOne wa
40X60 Frames
32.4 191 5.40 Min Ratio Min Ratio 0.008
wall
Tow
walls
20x300
cm
Frames
+e 31 149 5.17 Min Ratio Min Ratio 0.008
Tow
walls
walls frames-Etabs
Name
Max
Shear
Max
Bending
Shear
stress
Shear
reinf
ensionT
steel Ratio
Research ton/m
ton.m tu kg/cm2 All Stories
Typical
Story
Base
Story
F Frames
44.5 236 7.42 Min Ratio Min Ratio 0.008
Story one wall
12
Frames
+e
31.1
188
5.18 Min Ratio Min Ratio 0.008
Column One wall
60X60 Frames
31.2 187 5.20 Min Ratio Min Ratio 0.008
wall
Tow
walls
20x300
cm
Frames
+e
27 153 4.50 Min Ratio Min Ratio 0.008
Tow
walls
8–Table
53
36. Seismic forces
yMax Eccentricit
Tx= 0.609
Ty= 0.609
Calculation
period
Ctx = 0.0731
Cty = 0.0731
Coefficient
Ftx= 0.00 Point Load
Fty = 0.00 Ft =0.07 T* V
X MR = 7.50
Y MR= 7.50
Mass Center
X CR= 7.50
Y CR= 7.50
Rigidity Center
Mtx = 45.53
Mty = 45.53
orsionT
Mx = 0.72 inelastic Drift
My = 0.72 M=0.7 R DS
9-Tab
63
37. Seismic forces
base Shear
Walls Share-Vy
60.71 0.00
Frames %
Frames
Share
100.00 60.71
Ft) Wx hx / s Wi hi-Fx = (V
Base Shear distribution
FX FY
20.24 20.24
16.19 16.19
12.14 12.14
8.09 8.09
4.05 4.05
60.71 60.71
10-Tab
37