Core Wall Design Spreadsheets to Eurocode 2

Core Wall Design Spreadsheets to Eurocode 2



 core-walls  have been the most popular seismic force resisting system in western Canada
for many decades, and recently have become popular on the west coast of the US for high-rise buildings up to
600 ft (180 m) high. Without the moment frames that have traditionally been used in high-rise concrete
construction in the US, the system offers the advantages of lower cost and more flexible architecture. In the US,
such buildings are currently being designed using nonlinear response history analysis (NLRHA) at the
Maximum Considered Earthquake (MCE) level of ground motion. In Canada, these buildings are designed
using only linear dynamic (response spectrum) analysis at the MCE hazard level combined with various
prescriptive design procedures. This paper presents the background to some of the prescriptive design
procedures that have recently been developed to permit the safe design of high-rise core-wall buildings using
only the results of response spectrum analysis (RSA).

The series of European standards commonly known as “Eurocodes”, EN 1992 (Eurocode 2, in the

following also listed as EC2) deals with the design of reinforced concrete structures – buildings,
bridges and other civil engineering works. EC2 allows the calculation of action effects and of
resistances of concrete structures submitted to specific actions and contains all the prescriptions and
good practices for properly detailing the reinforcement.

In this spreadsheet , the principles of Eurocode 2, part 1-1 are applied to the design of core wall


LINK

Foundations of engineering geology

Foundations of engineering geology

Civil engineering is an exciting combination of science,
art, professional skill and engineering achievement which
always has to rely on the ground on which its structures
stand. Geology is therefore vital to success in civil
engineering, and this book brings to the reader those
many aspects of the geological sciences specifically
relevant to the profession.
This book is structured primarily for the student of civil
engineering who starts with no knowledge of geology but
is required to understand the ground conditions
and geological processes which, both literally and
metaphori cally, are the foundations of his future
professional activi ties. It also provides an accessible
source of information for the practising civil engineer.
All the material is presented in individual double-page
spreads. Each subject is covered by notes, diagrams,
tables and case histories, all in bite-sized sections instead
of being lost in a long continuous text. This style makes
the information very accessible; the reader can dip in and
find what he needs, and is also visually guided into
relevant associated topics. There is even some intended
repetition of small sections of material which are pertinent
to more than one aspect within the interrelated framework
of a geological understanding.

The contents of the book follow a basic university
course in engineering geology. The freestanding sections
and subsections permit infinite flexibility, so that any
lecturer can use the book as his course text while
tailoring his programme to his own personal style. The
single section summarizing soil strength has been
included for the benefit of geology students who do not
take a comprehensive course in soil mechanics within a

normal civil engineering syllabus.The sectionalized layout makes the information very
accessible, so that the practising engineer will find the
book to be a useful source when he requires a rapid
insight or reminder as he encounters geological problems
with difficult ground. Reference material has therefore
been added to many sections, mainly in tabulated form, to
provide a more complete data bank. The book has been
produced mainly in the inexpensive soft-bound format in
the hope that it will reach as large a market as possible.
The mass of data condensed into these pages has
been drawn from an enormous variety of sources. The
book is unashamedly a derived text, relying heavily on the
world-wide records of engineering geology. Material has
been accumulated over many years in a lecturing role. A
few concepts and case histories do derive from the
author’s personal research; but for the dominant part,
there is a debt of gratitude acknowledged to the innumer -
able geologists and civil engineers who have described
and communicated their own experiences and research.
All the figures have been newly drawn, and many are
derived from a combination of disparate sources. The
photographs are by the author.


Earth is an active planet in a constant state of change.
Geological processes continually modify the Earth’s
surface, destroy old rocks, create new rocks and add to
the complexity of ground conditions.
Cycle of geology encompasses all major processes,
which are cyclic, or they would grind to an inevitable halt.
Land: mainly erosion and rock destruction.
Sea: mainly deposition, forming new sediments.
Underground: new rocks created and deformed.
Earth movements are vital to the cycle; without them the
land would be eroded down to just below sea level.
Plate tectonics provide the mechanism for nearly all
earth movements (section 09). The hot interior of the
Earth is the ultimate energy source, which drives all
geological processes.
Geological time is an important concept. Earth is
4000M years old and has evolved continuously towards
its present form.

Most rocks encountered by engineers are 10–500M
years old. They have been displaced and deformed over
time, and some are then exposed at the surface by
erosional removal of rocks that once lay above them.
Underground structures and the ground surface have
evolved steadily through geological time.
Most surface landforms visible today have been
carved out by erosion within the last few million years,
while older landforms have been destroyed.
This time difference is important: the origin of the rocks
at the surface may bear no relationship to the present
environment. The classic example is Mt Everest, whose
summit is limestone, formed in a sea 300M years ago.
Geological time is difficult to comprehend but it must be
accepted as the time gaps account for many of the

contrasts in ground conditions.

Natural ground materials, rocks and soils, cover a great
range of strengths: granite is about 4000 times stronger
than peat soil.
Some variations in rock strength are summarized by
contrasting strong and weak rocks in the table.
Assessment of ground conditions must distinguish:
• Intact rock – strength of an unfractured, small block;
refer to UCS.
• Rock mass – properties of a large mass of fractured
rock in the ground; refer to rock mass
classes (section 25).
Note – a strong rock may contain so many fractures in a
hillside that the rock mass is weak and unstable.
Ground conditions also vary greatly due to purely local
features such as underground cavities, inclined shear

surfaces and artificial disturbance.

LINK

Punching Shear Strength Design of RC Slab According ACI318M-08

Punching Shear Strength Design of RC Slab According ACI318M-08



The main objective of this sheet is to evaluate the effect of design tje RC slab for punching shear strength . The increasing of the punching shear strength and deformation capacity
 when subjected to patch load was studied here.
An experimental study was carried out on reinforced concrete slabs under a central patch load with
circular, square and rectangular shapes of patch areas. A single concrete mix design was used
throughout the test program. All of slab specimens were reinforced with distributed mesh
reinforcement with equal steel ratios in both directions. The validation of the experimental work
was made by analyzing the tested slabs by finite element method under cracking load. The results
obtained by the finite element method were found to compare well with those obtained
experimentally. In order to calculate the ductility for the tested slabs, the punching load has been
determined by applying the published failure criterion and a load-rotation relationship obtained
from semi-empirical relationship for the tested slabs. Conclusions on the influence of patch area on
the punching shear capacity of reinforced concrete slabs were drawn. The experimental results
confirm that the strength and deformation capacity are slightly influenced by the shape of the patch
area. Among all specimens, the slabs with circular shape of patch area exhibited the best
performance in terms of ductility and splitting failure.

In flat-plate floors, slab-column connections are subjected to high shear stresses produced by the transfer of the internal forces between the columns and the slabs (ACI-421.1R-08, 2008; ACI-421.1-99, 1999). Normally it is desired to increase the slab thickness or using drop panels or column capitals of exceptionally high strength for shear in reinforced concrete slab around the supporting column. Occasionally, methods to increase punching shear resistance without modifying the slab thickness are often preferred (Cheng and Montesinos, 2010). The ways to transfer the force from column to the slab need to be studied to increase the shear resistance. Several reinforcement alternatives for increasing punching shear resistance of slab-column connections, including bent-up bars (Hawkins et al., 1974; Islam and Park, 1976), closed stirrups (Islam and Park, 1976), shearheads (Corley and Hawkins, 1968), and shear studs (Dilger and Ghali, 1981), have been evaluated in the past five decades. But there is a little experimental and theoretical information about the influence of patch area or cross section area shape for supporting column in the reinforced concrete shear resistance.



LINK

Introduction to Civil Engineering Systems

Introduction to Civil Engineering Systems


The civil engineering discipline involves the development of structural, hydraulic, geotechnical,
construction, environmental, transportation, architectural, and other civil systems that address societies’
infrastructure needs. The planning and design of these systems are well covered in traditional
courses and texts at most universities. In recent years, however, universities have increasingly
sought to infuse a “systems” perspective to their traditional civil engineering curricula. This development
arose out of the recognition that the developers of civil engineering systems need a solid set
of skills in other disciplines. These skills are needed to equip them further for their traditional tasks
at the design and construction phases and also to burnish their analytical skills for other less-obvious
or emerging tasks at all phases of system development.
The development of civil engineering systems over the centuries and millennia has been characterized
by continual improvements that were achieved mostly through series of trial-and-error as
systems were constructed and reconstructed by learning from past mistakes. At the current time,
the use of trial-and-error methods on real-life systems is infeasible because it may take not only
several decades but also involve excessive costs in resources and, possibly, human lives before the
best system can be finally realized. Also in the past, systems have been developed in ways that were
not always effective or cost-effective. For these and other reasons, the current era, which has inherited
the civil engineering systems built decades ago, poses a unique set of challenges for today’s
civil engineers. A large number of these systems, dams, bridges, roads, ports, and so on are functionally
obsolescent or are approaching the end of their design lives and are in need of expansion,
rehabilitation, or replacement. The issue of inadequate or aging civil infrastructure has deservedly
gained national attention due to a series of publicized engineering system failures in the United
States, such as the New Orleans levees, the Minnesota and Seattle interstate highway bridges, and
the New York and Dallas sewers, and in other countries. The current problem of aging infrastructure
is further exacerbated by increased demand and loading fueled by population growth, rising
user expectations of system performance, increased desire for stakeholder participation in decisionmaking
processes, terrorism threats, the looming specter of tort liability, and above all, inadequate
funding for sustained preservation and renewal of these systems.

As such, civil engineers of today need not only to develop skills in the traditional design areas
but also to continually seek and implement traditional and emerging tools in other related areas
such as operations research, economics, law, finance, statistics, and other areas. These efforts can
facilitate a more comprehensive yet holistic approach to problem solving at any phase of the civil
engineering system development cycle. This way, these systems can be constructed, maintained,
and operated in the most cost-effective way with minimal damage to the environment, maximum
system longevity, reduced exposure to torts, optimal use of the taxpayers’ dollar, and other benefits.
Unfortunately, at the current time, graduating engineers enter the workforce with few or no skills
in systems engineering and learn these skills informally only after several decades. With limited
skill in how to integrate specific knowledge from external disciplines into their work, practicing
engineers will be potentially handicapped unless their organizations provide formal training in the

concepts of sytems engineering. This text addresses these issues.


The first part of this text discusses the historical evolution of the various engineering disciplines
and general concepts of systems engineering. This includes formal definitions, systems classifications,
systems attributes, and general and specific examples of systems in everyday life and in civil
engineering. The part also identifies the phases of development of civil systems over their life cycle
and discusses the tasks faced by civil systems engineers at each phase. Most working engineers are
typically involved in only one or two of these phases, but it is important for all engineers to acquire
an overall bird’s eye view of all phases so that decisions they make at any phase are holistic and
within the context of the entire life cycle of their systems. The next two parts discuss the tasks that
civil engineers encounter at each phase and the tools they need to address these tasks. For example,
at the needs assessment phase, one possible task is to predict the level of expected usage of the system,
and the tool for this task could be statistical modeling or simulation. Certain tools are useful in
more than one phase. Given this background, Part IV provides a detailed discussion of each phase
of civil systems development and presents specific examples of tasks and tools used to address
questions at these phases. Part V presents topics that may seem peripheral but are critical to civil
systems development, such as legal issues, ethics, sustainability, and resilience, and discusses their
relevance at each phase.
Clearly, this text differs from other texts in the manner in which it presents the material. The
systems tasks and tools are presented not in a scattered fashion but rather in the organized context
of a phasal framework of system development. Why is it so important to view the entire life cycle of
civil engineering systems within a phasal framework? And why do we need to acquire those skills
that are needed for the tasks at each phase? One reason is the typically large expense involved in
the provision of such facilities. Every year, several trillion dollars are invested worldwide in civil
engineering systems, to build new facilities or to operate and maintain existing ones. The beneficial
impacts of these investments permeate every sphere of our lives including safety, mobility, security,
and the economy and thus need to be identified and measured systematically. Also, adverse
impacts such as environmental degradation, community disruption, and inequities are often evident
and need to be assessed and mitigated. In summation, given the large expanse and value of
civil engineering assets, the massive volume of national and state investments annually to build and
operate these systems, and the multiplicity of stakeholders, there is need for a comprehensive yet
integrated approach to the planning, design, implementation, operations, and preservation of these
systems. A second reason for advocating an organized systems approach is the nature of recent and
ongoing trends in the socioeconomic environment: at the current time of tight budgets, increasing
loadings and demand, aging infrastructure, global economic changes, and increased need for security
and safety, civil engineering systems are facing scrutiny more than ever before and the biggest
bang is now sought for every dollar spent on these systems. As such, civil system engineers are increasingly being called upon to render account of their fiduciary stewardship of the public infrastructure and assets. This is best done when the development of such systems is viewed within a phasal framework, when civil engineering system managers acquire the requisite tools needed to address the tasks at each phase, and when these managers provide evidence of organized planning for long-term life-cycle development of their systems.

LINK

Canadian Seismic Design of Steel Structures

Canadian Seismic Design of Steel Structures



Design of Steel Structures of the Canadian Standards Association (CSA) governs the design of the majority of steel structures in Canada. Clause 27 of the standard includes the earthquake design provisions for seismic force resisting systems for which ductile seismic response is expected. Technical changes and new requirements have been incorporated in the 2009 edition of CSA S16, including modifications of the expected material properties for HSS members, consideration of protected zones, definitions of brace probable compressive and tensile resistances for capacity design and special requirements for braces intersecting columns between floors for concentrically braced steel frames, new seismic provisions for buckling restrained braced steel frames, design and detailing requirements for built-up tubular ductile links in eccentrically braced steel frames, changes to the requirements for ductile steel plate walls and for plate walls with limited ductility, including allowances for perforations and corner cut-outs in infill plates, and special provisions for steel frames of the Conventional Construction category above 15 m in height. These modifications were developed in parallel with the 2010 National Building Code of Canada (NBCC). The paper summarizes the new CSA S16-09 seismic design requirements with reference to NBCC 2010.

Basic capacity design provisions are given in CSA S16 to ascertain that minimum strength hierarchy exists along the lateral load path such that the intended ductile energy dissipation mechanism is mobilized and the integrity of the structure is maintained under strong ground shaking. In the design process, the yielding components of the SFRS may be oversized compared to the specified design seismic forces, as would be the case when drift limits, minimum member sizes or non-seismic load combinations govern the design. In this case, it is specified both in NBCC 2010 and CSA S16 that the design forces in capacity-protected elements need not exceed those induced by a storey shear determined with RoRd = 1.3. This upper bound essentially corresponds to the elastic seismic force demand reduced by 1.3, recognizing that nonyielding components will likely possess minimum overstrength. This 1.3 reduction factor only applies if the governing failure mode is ductile, and RoRd = 1.0 must be used otherwise.

This file contains formatted spreadsheets to perform the following calculations:
 - Section 1: Area of equivalent diagonal brace for plate wall analysis (Walls).
 - Section 2: Design of link in eccentrically braced frames (EBF).
 - Section 3: Design of Bolted Unstiffened End Plate Connection (BUEP).
 - Section 4: Design of Bolted Stiffened End Plate Connection (BSEP).
 - Section 5: Design of Reduced Beam Section Connection (RBS).
 - Section 6: Force reduction factor for friction-damped systems (Rd_friction).

 Additionally, this file contains the following tables:
 - Valid beam sections for moment-resisting connections (B_sections).
 - Valid column sections for moment-resisting connections (C_sections).
 - Valid bolt types for moment-resisting connections (Bolts).
 - Database of properties of all sections (Sections Table).


LINK

Retaining Wall with Anchors Analysis and Design Spreadsheet

Retaining Wall with Anchors Analysis and Design Spreadsheet



This spreadsheet provides the design and analysis of retaining wall with anchors.
Retaining walls with anchors shall be dimensioned to ensure that the total lateral
load, Ptotal, plus any additional horizontal loads, are resisted by the horizontal component
of the anchor Factored Design Load Thi, of all the anchors and the reaction, R, at or below
the bottom of the wall. The embedded vertical elements shall ensure stability and sufficient
passive resistance against translation. The calculated embedment length shall be the greater
of that calculated by the Designer or Geotechnical Services.

Typical design steps for retaining walls with ground anchors are as follows:

Step 1 : Establish project requirements including all geometry, external loading conditions
(temporary and/ or permanent, seismic, etc.), performance criteria, and construction
constraints. Consult with Geotechnical Services for the requirements.

Step 2 : Evaluate site subsurface conditions and relevant properties of the in situ soil or
rock; and any specifications controlled fill materials including all materials strength
parameters, ground water levels, etc. This step is to be performed by Geotechnical Services.

Step 3 : Evaluate material engineering properties, establish design load and resistance
factors, and select level of corrosion protection. Consult with Geotechnical
Services for soil and rock engineering properties and design issues.

Step 4 : Consult with Geotechnical Services to select the lateral earth pressure distribution
acting on back of wall for final wall height. Add appropriate water, surcharge, and
seismic pressures to evaluate total lateral pressure. Check stability at intermediate
steps during contruction. Geotechnical numerical analysis may be required to
simulate staged construction. Consult Geotechnical Services for the task, should it be required.

Step 5 : Space the anchors vertically and horizontally based upon wall type and wall height.
Calculate individual anchor loads. Revise anchor spacing and geometry if necessary.

Step 6 : Determine required anchor inclination and horizontal angle based on right-of-way
limitations, location of appropriate anchoring strata, and location of underground structures.

Step 7 : Resolve each horizontal anchor load into a vertical force component and a force
along the anchor.

Step 8 : Structure Design checks the internal stability and Geotechnical Services checks the
external stability of anchored system. Revise ground anchor geometry if necessary.

Step 9 : When adjacent structures are sensitive to movements Structure Design and
Geotechical Services shall jointly decide the appropriate level and method of
analysis required. Revise design if necessary. For the estimate of lateral wall
movements and ground surface settlements, geotechnical numerical analysis is
most likely required. Consult with Geotechnical Services for the task, should it be required.

Step 10 : Structure Design analyzes lateral capacity of pile section below excavation subgrade.
Geotechnical Services analyzes vertical capacity. Revise pile section if necessary.

Step 11 : Design connection details, concrete facing, lagging, walers, drainage systems, etc.
Consult with Geotechnical Services for the design of additional drainage needs.


Step 12 : Design the wall facing architectural treatment as required by the Architect.



LINK

Aboveground Storage Tanks

Aboveground Storage Tanks


Aboveground storage tanks (ASTs) have been around since the inception
of industrial processing, but surprisingly, very little practical
engineering or general information is readily available to the tank
inspector, engineer, or operator. Why this is can only be speculated
on. Perhaps, the concept of a tank is so simple that it fosters a belief
that there is little complexity to them and they do not warrant expenditures
of resources. Perhaps, the tank owner believes that it is
appropriate to relegate all tank issues to the care of the manufacturer.
Perhaps, it is because they are generally reliable pieces of equipment
or are considered infrastructure.

Whatever the case, for those who have had to deal with ASTs,
understanding the complex issues and problems and implementing
good design, inspection, operational or environmental solutions to
AST problems have been all but simple. Well-intentioned individuals
and companies in need of sound engineering information frequently
make major blunders in areas of design, inspection, or safety. This
often results in high costs, shortened equipment life, ineffective inspection
programs, environmental damage, or accidents and injuries

as well as the threats of more national and state legislation.

In recent years there has been an increasing polarization between
industry, environmental groups, regulators, and the public. Each
facility which operates with tanks carries much more risk than just
damaging its equipment. Regardless of cause, injuries, fatalities, and
incidents all create a kind of press that can be used against the entire
industry with no real benefit. So rather than proper application of
industry standards to maintain facility integrity on a site-specific
basis, we are seeing a trend where the design, inspection, and operation
of facilities is being politically controlled or regnlated. This is the
worst possible way of running these facilities because it does not
address the fundamental causes of the problems and it creates inefficiencies

of mammoth proportion. It also directs resources away from where they are more needed for the public good such as higher risk
operations or in other places in the facility. The political approach to
controlling tank facilities penalizes the companies willing to do things
right while not really fIxing the fundamental problems. However, this
is not to say that there should be no responsibility to operate these
facilities carefully, safely, and in accordance with recogoized and generally
accepted good practices. In large part the situation we are in
now is a result of the industrial reticence to speak up on issues, to
promote information such as contained in this book to reduce the incidents
which form the basis of regulations, and to be more proactive in
the regulatory process than simply writing industry-recommended
practices or standards.


The purpose of the book then is to help break the cycle described
above by introducing appropriate information that will make any
tank facilities safer, more reliable, and not in need of more stringent
regulations. SpecifIcally, this book can help any individual, company,
or industry using ASTs to improve their performance in the areas of
safety (both employee and the public), environmentally responsible
operations, and implementation of good practices. Fortunately, this
can be done with relatively small expenditures of time and effort
when armed with knowledge and experience.

This book covers fundamental principles of aboveground storage
tanks as well as more advanced principles such as seismic engineering
needed for work in susceptible areas. It will be of interest to engineers,
inspectors, desigoers, regulators, and owners as well as to any
other person involved in any of the many specialized topics related to
tanks. Each topic is treated from a perspective that the reader knows
nothing and works up to a fairly advanced level so that the reading
may be selective as appropriate and as needed. Where the topic
becomes extremely advanced or where only unproved theories exist,
then this is noted and further references are made available. One of
the best sources of information about tanks, petroleum related issues,
and all kinds of problems associated with the petroleum business is
the American Petroleum Institute (API). This organization has produced
numerous high-quality standards, recommended practices, and
publications from which the reader may have access to the state of

the art in these topics.

Although the word tank identifIes only a single type or piece of equipment
in an industrial facility, tanks have been used in innumerable
ways both to store every conceivable liquid, vapor, or even solid and
in a number of interesting processing applications. For example, they
perform various unit operations in processing such as settling, mixing,
crystallization, phase separation, heat exchange, and as reactors.
Here we address the tank primarily as a liquid storage vessel with
occasional discussion regarding specialized applications. However, the
principles outlined here will, in many ways, apply generally to tanks

in other applications as well as to other equipment.


LINK

Footing Design of Shear Wall Based on ACI 318-14

Footing Design of Shear Wall Based on ACI 318-14



The criterion for the design of foundations of earthquake resisting
structures is that the foundation system should be capable of supporting the
design gravity loads while maintaining the chosen seismic energy dissipating
mechanisms of the structure. The foundation system in this context includes
the foundation structure, consisting of reinforced concrete construction, piles,
caissons and the supporting soil.

It is evident that for this criterion a suitable foundation system for a given
superstructure can be conceived only if the mechanisms by which earthquake actions
are disposed of are clearly defined. In most structures inelastic deformations
during large earthquakes are expected. Consequently for these
structures provisions are to be made for energy dissipation, usually by flexural
yielding. It is vital that energy dissipation be assigned by the designer
to areas within the superstructure or within the foundation structure in such
a manner that the expected ductility demands will remain within recognized
capabilities of the selected components. It is particularly important to ensure that
any damage that might result in the foundation structure does not lead to a
reduction of strength that might affect gravity load carrying capacity.

After defining design criteria in general for foundations
of earthquake resisting reinforced concrete structures, principles
are set out which govern the choice of suitable foundation systems
for various types of shear wall structures. The choice of
foundation systems depends on whether the seismic response of the
superstructure during the largest expected earthquake is to be elastic
or inelastic. For inelastically responding superstructures, preferably
the foundation system should be designed to remain elastic.
For elastically responding superstructures, suitable foundation systems
may be energy dissipating, elastic or of the rocking type. Design

criteria for each of these three foundation types are suggested.


LINK

Manual for the design of timber building structures to Eurocode 5

Manual for the design of timber building structures to Eurocode 5


The Eurocode for the Design of Timber Structures (EC5) comprising BS EN 1995-1-1:
General: Common rules and rules for buildings was published in December 2004. The
UK National Annex (NA) setting out the Nationally Determined Parameters (NDPs) has
also been published. These documents, together with previously published documents BS
EN 1990: Basis of Structural Design and BS EN 1991: Actions on Structures and their
respective NAs, provide a suite of information for the design of most types of timber
building structures in the UK. After a period of co-existence, the current National Standards
will be withdrawn and replaced by the Eurocodes.

The Institution of Structural Engineers has not previously published a manual for
the design of timber structures. This Manual follows the basic format of manuals published
by the Institution for other structural materials. It provides guidance on the design of
structures of single-storey and medium-rise multi-storey buildings using common forms of
structural timberwork. Structures designed in accordance with this Manual will normally
comply with EC5. However it is not intended to be a substitute for the greater potential
range of EC5. The NDPs from the UK NA have been taken into account in the design
formulae that are presented.

Timber is a relatively complex structural material therefore a manual for the design
of timber structures is bound to be more extensive than that for other materials. Despite
its length, designers should find this Manual concise and useful in practical design. It
is laid out for hand calculation, but the procedures are equally suitable for spread sheet
and/or computer application. An example is in the design of connections; EC5 requires the
solution of a series of expressions, a process that is not practicable in hand calculations
and so tabulated values are provided in the Manual. The accompanying CD provides
connection design software and more extensive material properties.


The Manual is intended primarily for the design of buildings within the United Kingdom. Where
values and design methods specified in UK National Annexes are quoted the information given
may not be applicable elsewhere.
For the majority of design situations and materials involving timber the information required has
been provided in this Manual or in the accompanying CD.
Two principal types of timber structure are covered:
open frame buildings, i.e.
statically determinate beams and columns stabilised by bracing and/or vertical
and horizontal diaphragms
frameworks with rigid joints such as portal frames
a combination of the above
timber platform frame buildings with a maximum height of 18 metres to the finished floor

level of the top storey.

The Engineer has overall responsibility for ensuring that the strength, stability and structural
serviceability of a building and its elements will, if properly constructed, maintained and used for
its intended purpose, meet the requirements of the client and the relevant Building Regulations.
The Engineer also has a duty of care concerning durability. This is principally a matter of
suitable architectural detailing but it may sometimes require the specification of preservative or
protective treatments for timber materials and metal fastenings.
While the Engineer’s work is concerned primarily with the adequacy of load-bearing
members, components and assemblies, it might also include non load-bearing items where the

integrity of their fixing has safety implications, e.g. the attachment of external cladding.


LINK

RC Element Analysis and Design Program

RC Element Analysis and Design Program



The theory and techniques relative to the design and
proportioning of concrete mixes, as well as the placing,
finishing, and curing of concrete, are outside the scope
of this book and are adequately discussed in many other
publications . Field testing, quality control, and inspec-
tion are also adequately covered elsewhere. This is not to
imply that these are of less importance in overall concrete
construction technology but only to reiterate that the objec-
tive of this book is to deal with the design and analysis of
reinforced concrete members.

The design and construction of reinforced concrete build-
ings is controlled by the Building Code Requirements for

Structural Concrete (ACI 318-11) of the American Concrete
Institute (ACI) [1]. The use of the term code in this text
refers to the ACI Code unless otherwise stipulated. The
code is revised, updated, and reissued on a 3-year cycle. The
code itself has no legal status. It has been incorporated into
the building codes of almost all states and municipalities
throughout the United States, however. When so incorpo-
rated, it has official sanction, becomes a legal document, and
is part of the law controlling reinforced concrete design and

construction in a particular area.

therefore, tensile reinforcement must be embedded
in the concrete to overcome this deficiency. In the United
States, this reinforcement is in the form of steel reinforcing
bars or welded wire reinforcing composed of steel wire. In
addition, reinforcing in the form of structural steel shapes,
steel pipe, steel tubing, and high-strength steel tendons is

permitted by the ACI Code.



LINK

Matrix Analysis of Framed Structures

Matrix Analysis of Framed Structures


The advent of the digital computer made it necessary to reorganize the
theory of structures into matrix form, and the first edition of this book was
written for that purpose. It covered the analysis of all types of framed
structures by the flexibility and stiffness methods, with emphasis on the
latter approach. At that time, it was evident that the stiffness method was
superior for digital computation, but for completeness both methods were
extensively discussed. Now the flexibility method should play a less important
role and be characterized as a supplementary approach instead of
a complementary method. The flexibility method cannot be discarded
altogether, however, because it is often necessary to obtain stiffnesses
through flexibility techniques.

This book .was written as a text for college students on the subject of the
analysis of framed structures by matrix methods. The preparation needed
to study the subject is normally gained from the first portion of an undergraduate
engineering program; specifically, the reader should be familiar
with statics and mechanics of materials, as well as algebra and introductory
calculus. A prior course in elementary structural analysis would
naturally be beneficial, although it is not a prerequisite for the subject
matter of the book. Elementary matrix algebra is used throughout the
book, and the reader must be familiar with this subject. Since the topics
needed from matrix algebra are of an elementary nature, the reader can
acquire the necessary knowledge through self-study during a period of
two or three weeks. A separate mathematics course in matrix algebra is
not necessary, although some students will wish to take such a course in
preparation for more advanced work. To assist those who need only an
introduction to matrix algebra, without benefit of a formal course, the

authors have written a supplementary book on the subject.

There are several reasons why matrix analysis of structures is vital to
the structural analyst. One of the most important is that it makes possible
a comprehensive approach to the subject that is valid for structures of all
types. A second reason is that it provides an efficient means of describing
the various steps in the analysis, so that these steps can be more easily
programmed for a digital computer. The use of matrices is natural when
performing calculations with a computer, because they permit large
groups of numbers to be manipulated in a simple and effective manner.
The reader will find that the methods of analysis developed in this book
are highly organized and that the same basic procedures can be followed

in the analysis of all types of framed structures.


This book describes matrix methods for the analysis
of framed structures with the aid of a digital computer. Both the flexibility
and stiffness methods of structural analysis are covered, but emphasis
is placed upon the latter because it is more suitable for computer programming.
While these methods are applicable to discretized structures of all
types, only framed structures will be discussed. After mastering the analysis
of framed structures, the reader will be prepared to study the finite element
method for analyzing discretized continua

All of the structures that are analyzed
in later chapters are calledfi-nmed structures and can be divided into
six categories: beams, plane trusses, space trusses, plane frames, grids,
and space frames. These types of structures are illustrated in Fig. 1-1 and
described later in detail. These categories are selected because each represents
a class of structures having special characteristics. Furthermore,
while the basic principles of the flexibility and stiffness methods are the
same for all types of structures, the analyses for these six categories are
sufficiently different in the details to warrant separate discussionsof them.
Every framed structure consists of members that are long in comparison
to their cross-sectional dimensions. The joints of a framed structure are
points of intersection of the members, as well as points of support and free

ends of members. Examples of joints are points A, B, C, and D in Figs.

When a structure is acted
upon by loads, the members of the structure will undergo deformations (or
small changes in shape) and, as a consequence, points within the structure
will be displaced to new positions. In general, all points of the structure
except immovable points of support will undergo such displacements. The
calculatim.dth~sed..i splacements is.me ssent&l.part of-s tructural anal y-sis ,
as will be seen later in the discussions of the flexibility and stiffness methods.
However, before considering the displacements, it is fist necessarydo

have an understanding of the dehmat ions that purduteh e di.sp1aceme.nts.

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Advanced Geotechnical Analyses

Advanced Geotechnical Analyses


Geotechnical engineers have to deal with complex geometrical configurations as well as
enormously difficult materials which exhibit, strongly, a path-dependent mechanical
behavior. In addition, geological deposits display extensive inhomogeneities which are
often difficult to define quantitatively. As a result most geotechnical engineering design
problems require significant use of the engineer’s imagination, creativity, judgment,
common sense and experience. To many geotechnical engineers therefore the role of any
advanced analysis, particularly advanced computer based analyses, remains undefined.
The editors have therefore invited some outstanding engineers who are engaged not only
in developing advanced level geotechnical analyses, but are also in consulting practice to
write various chapters of this book. These chapters show that a careful blend of
engineering judgment and advanced principles of engineering mechanics may be used to
resolve many complex geotechnical engineering problems. It is hoped that these may
inspire geotechnical engineering practice to make more extensive use of them in the
future.

Because of the difficulties associated with complex geometries and material behavior
it is not surprising that the advanced analyses described in this book make extensive use
of modern digital computers. Simplified hand calculations, although they have the
attraction of being very good teaching tools, are rarely able to quantitatively reproduce
the complete physical characteristics of the problem.
Chapter 1 deals with the complex interactions between fluid and solid skeletons for
both static and dynamic loading. The governing equations for the solid and fluid
constituents have been set out in a general manner and a nonlinear transient finite element
formulation for the problem developed. A centrifuge model test of a dike is then
simulated by the analysis, and the success of the developed analysis was demonstrated by
the ability of the analytical model to reproduce the physical observations in the centrifuge
model.


The mechanical behaviour of saturated geomaterials in general, and of soils in particular,
is governed largely by the interaction of their solid skeleton with the fluid, generally
water, present in the pore structure. This interaction is particularly strong in dynamic
problems and may lead to a catastrophic softening of the material known as liquefaction
which frequently occurs under earthquake loading.

The two phase behaviour just described allows the solution of many problems of
practical interest, but is not adequate in others where semi-saturated conditions exist. In
particular, if negative fluid pressures develop, dissolved air is released from the fluid or
simply enters into the mixture via the boundaries and thus both air and water fill the
voids. Indeed it is this semi-saturated state that permits the negative pressures to be
maintained through the mechanism of capillary forces. Such negative pressures provide a

certain amount of ‘cohesion’ in otherwise cohesionless, granular matter and are necessary
to account for realistic behaviour of only partly saturated embankments 
under dynamic forces.

The saturated behaviour is fundamental and, though understood in principle for some
considerable time, can only be predicted quantitatively by elaborate numerical
computations, which fortunately today is possible due to the developments of powerful
computers. It is the aim of this chapter to present a full account of the development of
such numerical procedures and to extend such formulations to problems of semi-saturated
behaviour with a simplifying assumption concerning the air flow. The results of the
computations are validated by comparison with model experiments. Such validation is of
course essential to convince the sceptics and indeed to show that all stages of the
mathematical modelling are possible today. It is necessary to generate a predictive
capacity which in general, due to the scale of the phenomena, cannot be accurately tested

in the laboratory.

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