Pendahuluan:
pendahuluan type bundaran, kapasitas bundaran, faktor-faktor penyesuaian, derajat kejenuhan, peluang antrian, tundaan.
Contoh soal:
Simpang bersinyal di jl. iskandarsyah - jl. Wijaya (Jakarta)bekerja dengan pengaturan 4 fase dan hijau awal pada pendekat barat.
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Rabu, 30 Juni 2010
AutoCAD 2005 to the Poin
Selamat datang di AutoCAD 2005 to thePoin, auto CAD merupakan perangkat lunak CAD mutakhir yang tersedia dipasaran saat ini. Ia hampir dapat melakukan segala aktifas gambar yang diperlukan. Buku ini didesain untuk menjadi panduan yang komprehensif dalam menggunakan AutoCAD 2005 secara efisien.
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Selasa, 29 Juni 2010
Dasar-Dasar Menggambar Dengan AutoCAD 2004
Pembahasan AutoCAd 2004,2 dimensi jilid 1 ini mengutamakan pada pemakaian macam-macam
perintah untuk membuat dan mengedit gambar-gambar 2D, dan merupakan pelajaran yang mendasar sekali yang penting bagi pemula untuk mempelajarinya sebelum mengembangkan pengetahuanya pada tingkat yang lebih lanjut.
Banyak perintah yang dibahas dalam buku ini, antara lain adanya Multiple Document Interface (MDI) yang memungkinkan anda membuka file gambar lebih dari satu pada saat yang sama.
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perintah untuk membuat dan mengedit gambar-gambar 2D, dan merupakan pelajaran yang mendasar sekali yang penting bagi pemula untuk mempelajarinya sebelum mengembangkan pengetahuanya pada tingkat yang lebih lanjut.
Banyak perintah yang dibahas dalam buku ini, antara lain adanya Multiple Document Interface (MDI) yang memungkinkan anda membuka file gambar lebih dari satu pada saat yang sama.
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Minggu, 27 Juni 2010
End Plate Moment Connections Their Use and Misuse
Up until about 1960, many field-bolted moment connections
were of the split tee-stub type (Fig. 1). These connections
were used in power house construction, in multistory office
buildings and other structures where moment capacity was
required between beams and columns. They served well, and
thousands are still doing their duty reliably in some of our
older structures. In later years, end plates (Fig. 2) have been.
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were of the split tee-stub type (Fig. 1). These connections
were used in power house construction, in multistory office
buildings and other structures where moment capacity was
required between beams and columns. They served well, and
thousands are still doing their duty reliably in some of our
older structures. In later years, end plates (Fig. 2) have been.
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A Fresh Look at Bolted End Plate Behavior and Design
End-plate connections of the typical configuration shown in
Fig. 1 are increasingly used as moment-resistant connections
in framed structures. However, end plates designed by the
prying force formulas in the AISC Manual of Steel
Construction may be unrealistically thick. The prying force
formulas were proposed by Nair et al.,
based on their work on tee hangers. Previously,
Douty and McGuire
and later Agerskov4,5 have presented other versions
of the same basic
model, and/or suggested adjusted coefficients to reflect test
results. The research in the U.S.A. and abroad on this topic
has been summarized by Fisher and Struik.
In the prying force method, the end-plate region around
the beam tension flange is considered analogous to a tee
hanger, as in Fig. 2. Hence, the terms "tee flange" and
"plate" or "end plate" will be used interchangeably in this
paper; "tee stem" will likewise correspond to the "beam
flange". Figure 3 illustrates the dimensions and forces
involved in the application of the prying force method. The
section at or near the face of the tee stem at which the
applied force is transferred to the tee flange will be
designated the "load line", L. (All the notation used in this
paper is listed in Appendix A.)
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Fig. 1 are increasingly used as moment-resistant connections
in framed structures. However, end plates designed by the
prying force formulas in the AISC Manual of Steel
Construction may be unrealistically thick. The prying force
formulas were proposed by Nair et al.,
based on their work on tee hangers. Previously,
Douty and McGuire
and later Agerskov4,5 have presented other versions
of the same basic
model, and/or suggested adjusted coefficients to reflect test
results. The research in the U.S.A. and abroad on this topic
has been summarized by Fisher and Struik.
In the prying force method, the end-plate region around
the beam tension flange is considered analogous to a tee
hanger, as in Fig. 2. Hence, the terms "tee flange" and
"plate" or "end plate" will be used interchangeably in this
paper; "tee stem" will likewise correspond to the "beam
flange". Figure 3 illustrates the dimensions and forces
involved in the application of the prying force method. The
section at or near the face of the tee stem at which the
applied force is transferred to the tee flange will be
designated the "load line", L. (All the notation used in this
paper is listed in Appendix A.)
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Fracture and Fatigue Control in Steel Structures
CONSIDERABLE effort has been devoted to the prevention of
brittle fracture
*
in manufactured structures such as aircraft
and pressure vessels, where large numbers of essentially
identical structures are fabricated under closely controlled
conditions. For example, the emphasis on safety and
reliability of nuclear pressure vessels and the ensuing
extensive research, as well as stringent controls, have led to a
situation where the probability of a brittle fracture in a
nuclear pressure vessel is virtually zero. For other types of
manufactured structures, the causes of field failures usually
can be remedied by changes in design of subsequent units.
In contrast, other types of structures, such as bridges and
buildings, are often individually designed for a specific
function and location. The overall service experience of
steels in these structures has been excellent, so that the
designer in the past has seldom concerned himself with
notch-toughness as a design parameter. However, the trend in
structural design has been such that the following changes
have occurred.
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brittle fracture
*
in manufactured structures such as aircraft
and pressure vessels, where large numbers of essentially
identical structures are fabricated under closely controlled
conditions. For example, the emphasis on safety and
reliability of nuclear pressure vessels and the ensuing
extensive research, as well as stringent controls, have led to a
situation where the probability of a brittle fracture in a
nuclear pressure vessel is virtually zero. For other types of
manufactured structures, the causes of field failures usually
can be remedied by changes in design of subsequent units.
In contrast, other types of structures, such as bridges and
buildings, are often individually designed for a specific
function and location. The overall service experience of
steels in these structures has been excellent, so that the
designer in the past has seldom concerned himself with
notch-toughness as a design parameter. However, the trend in
structural design has been such that the following changes
have occurred.
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Bolt Tension Control with a Direct Tension Indicator
ACHIEVING THE MINIMUM required bolt tension in a high
strength bolted friction-type joint is a primary factor, since
the slip resistance of the joint is dependent on the bolt
tension. Current specifications
require that high strength
structural bolts be tightened to at least 70 percent of the
minimum required tensile strength.
For the past two decades installation has been primarily
controlled by either turn-of-nut or calibrated wrench
tightening. The turn-of-nut method depends upon strain
control as contrasted to the torque control of the calibrated
wrench method.
Since the turn-of-nut method is primarily strain control,
the effectiveness of the method depends on the starting
point and accuracy of the rotational measurements.
The variability of torque control is well known and was one of
the reasons for the development of. the turn-of-nut method.
Bolts tightened by the turn-of-nut method may have the
outer face of the nut match-marked with the protruding bolt
point before final tightening, so that an inspector can
visually note the nut rotation. If an impact wrench is used
for tightening, a slight peening of the bolt heads or nuts
gives an additional indication that the bolt has been
tightened. However, if the need for more inspection of bolt
tension is necessary, one must use a calibrated inspection
torque wrench with all its uncertainties.
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strength bolted friction-type joint is a primary factor, since
the slip resistance of the joint is dependent on the bolt
tension. Current specifications
require that high strength
structural bolts be tightened to at least 70 percent of the
minimum required tensile strength.
For the past two decades installation has been primarily
controlled by either turn-of-nut or calibrated wrench
tightening. The turn-of-nut method depends upon strain
control as contrasted to the torque control of the calibrated
wrench method.
Since the turn-of-nut method is primarily strain control,
the effectiveness of the method depends on the starting
point and accuracy of the rotational measurements.
The variability of torque control is well known and was one of
the reasons for the development of. the turn-of-nut method.
Bolts tightened by the turn-of-nut method may have the
outer face of the nut match-marked with the protruding bolt
point before final tightening, so that an inspector can
visually note the nut rotation. If an impact wrench is used
for tightening, a slight peening of the bolt heads or nuts
gives an additional indication that the bolt has been
tightened. However, if the need for more inspection of bolt
tension is necessary, one must use a calibrated inspection
torque wrench with all its uncertainties.
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Load Factor Design of Steel Buildings
SINCE THE EARLY 1950's there have been an increasing
number of articles and books in the structural engineering
literature on the application of probability and statistics in
the design of structures. Since 1965 the rate of development
on the subject has increased greatly. A sizeable group of
experts and researchers are now working on various facets of
the problem. One may be somewhat confused by all these
activities, and not quite see where all this is leading. This is
not at all surprising, since some of the research is only now
reaching fruition and there is much activity which has not yet
shaken down with respect to method or terminology. Enough
work has been done, however, to justify a look at what is
happening and to relate this to the present state of steel
design as exemplified by the 1969 AISC Specification. This
paper will attempt to give a brief review of the activities,
explain some basic ideas, and examine the possibilities of
these principles being applied to steel building design. The
paper is not written for the experts in probability and
statistics; rather, it is addressed to the structural engineer
who wants to become familiar with developments on the
subject.
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number of articles and books in the structural engineering
literature on the application of probability and statistics in
the design of structures. Since 1965 the rate of development
on the subject has increased greatly. A sizeable group of
experts and researchers are now working on various facets of
the problem. One may be somewhat confused by all these
activities, and not quite see where all this is leading. This is
not at all surprising, since some of the research is only now
reaching fruition and there is much activity which has not yet
shaken down with respect to method or terminology. Enough
work has been done, however, to justify a look at what is
happening and to relate this to the present state of steel
design as exemplified by the 1969 AISC Specification. This
paper will attempt to give a brief review of the activities,
explain some basic ideas, and examine the possibilities of
these principles being applied to steel building design. The
paper is not written for the experts in probability and
statistics; rather, it is addressed to the structural engineer
who wants to become familiar with developments on the
subject.
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Temperature Effects on Tall Steel Framed Buildings
SINCE THE beginning of high rise construction in steel late in
the 1800's up to about 1940, the structural skeleton was
hidden behind the exterior facade in almost all cases.
Typically, such construction used stone or other masonry
exterior facades with window openings of relatively small
size. Even the pioneering structural and architectural
innovations by the Chicago School of Architecture did not
basically change the relationship between the structural
skeleton and the exterior facade. Although some of the
buildings built in the early 1900's, inspired by the Chicago
School, did have large window openings between the
structural columns, the main structural skeleton was
nevertheless completely enclosed and hidden behind masonry
or stone cladding. It is therefore not surprising that for all
practical purposes severe weather changes, such as those
experienced in cities like Chicago and New York, did not
cause any undue vertical movements resulting in structural or
architectural damage in these buildings. Naturally, until very
recently temperature effects on tall structures were seldom
considered a design factor.
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the 1800's up to about 1940, the structural skeleton was
hidden behind the exterior facade in almost all cases.
Typically, such construction used stone or other masonry
exterior facades with window openings of relatively small
size. Even the pioneering structural and architectural
innovations by the Chicago School of Architecture did not
basically change the relationship between the structural
skeleton and the exterior facade. Although some of the
buildings built in the early 1900's, inspired by the Chicago
School, did have large window openings between the
structural columns, the main structural skeleton was
nevertheless completely enclosed and hidden behind masonry
or stone cladding. It is therefore not surprising that for all
practical purposes severe weather changes, such as those
experienced in cities like Chicago and New York, did not
cause any undue vertical movements resulting in structural or
architectural damage in these buildings. Naturally, until very
recently temperature effects on tall structures were seldom
considered a design factor.
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Composite Open Web Steel Joists
For almost half a century composite members, consisting of a
concrete slab on either a steel or a concrete beam, have been
used in structural applications. In this type of structure the
concrete slab is incorporated as part of the load-carrying
system by the use of shear-connectors at the interface
between the beam and the slab.
Considerable experimental and theoretical research has
been conducted to determine the type, amount, and
distribution of shear connection required to achieve full
composite action.* Siess, Viest, and Newmark1
stated that, in
general, the stiffer the shear connection the greater the shear
carried by it and the higher the degree of attainable
composite action. These conclusions were based on a
considerable number of pushout tests and quarter-scale model
composite beams using I beams and a mortar slab. To help
clarify what was actually occurring, an equation for
incomplete interaction was developed, which provided
reasonable agreement as to the shear force developed by the
connectors.
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concrete slab on either a steel or a concrete beam, have been
used in structural applications. In this type of structure the
concrete slab is incorporated as part of the load-carrying
system by the use of shear-connectors at the interface
between the beam and the slab.
Considerable experimental and theoretical research has
been conducted to determine the type, amount, and
distribution of shear connection required to achieve full
composite action.* Siess, Viest, and Newmark1
stated that, in
general, the stiffer the shear connection the greater the shear
carried by it and the higher the degree of attainable
composite action. These conclusions were based on a
considerable number of pushout tests and quarter-scale model
composite beams using I beams and a mortar slab. To help
clarify what was actually occurring, an equation for
incomplete interaction was developed, which provided
reasonable agreement as to the shear force developed by the
connectors.
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Use of Ultrasonic Testing in the Structural Steel Industry
IT IS IMPORTANT to note the distinction between a quality
weld and a reliable weld. Many of the discontinuities which
will be discussed may not be considered defective to a
particular weld joint or structural member. The
discontinuities may not make the weld less reliable, but
merely lower the quality of the weld. When does a
discontinuity become a defect? This is the question which one
must ask when separating quality from reliability. The
quality of a weld can be determined with ultrasonic tests;
however, the reliability of a weld is established from
destructive testing or welding history. Test specifications are
available based on these tests.
It should be mentioned, before proceeding further, that
radiography (still a primary weld inspection method),
magnetic particle, and penetrant techniques are powerful
inspection tools, and should not be overlooked when selecting
NDT methods. It is interesting to note, for example, that a
discontinuity orientated for maximum radiographic detection
is in its poorest position for ultrasonic detection, and vice-
versa.
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weld and a reliable weld. Many of the discontinuities which
will be discussed may not be considered defective to a
particular weld joint or structural member. The
discontinuities may not make the weld less reliable, but
merely lower the quality of the weld. When does a
discontinuity become a defect? This is the question which one
must ask when separating quality from reliability. The
quality of a weld can be determined with ultrasonic tests;
however, the reliability of a weld is established from
destructive testing or welding history. Test specifications are
available based on these tests.
It should be mentioned, before proceeding further, that
radiography (still a primary weld inspection method),
magnetic particle, and penetrant techniques are powerful
inspection tools, and should not be overlooked when selecting
NDT methods. It is interesting to note, for example, that a
discontinuity orientated for maximum radiographic detection
is in its poorest position for ultrasonic detection, and vice-
versa.
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Bridge Construction Details
THERE is a wide variation in the complexity of bridge
construction details that satisfactorily perform identical
functions. These details have a profound effect on the cost of
short span bridges and should be afforded more attention than
is usually given to them.
One study has shown a range in cost from $0.22/lb to
$0.16/lb for the same structure with different framing and
details. This has more significance than the 38 percent spread
in these prices. Assuming the material cost to be $0.08/lb and
deducting this cost from the total, the amount required for
fabrication and erection (the remaining portion of the cost) is
$0.08/lb for one and $0.14/lb for the other. This is a 75
percent variation in the cost of fabrication and erection due to
differences in the design of the framing and details.
To achieve the minimum cost, bridge details should be
examined in the light of their intended functions. The least
sophisticated device that will satisfy the need will generally
be the least costly. For all details used in the construction of
bridges, the AASHO and AREA specifications provide a
latitude of choice, with restrictions imposed by individual
states or railroads due to geographical differences and special
preferences. However, it is not uncommon to disregard this
latitude of choice and select standard details, instead of
applying objective consideration to the specific need for the
detail. This can be costly.
AISC has studied a large number of details contained in
the standards submitted by 32 state highway departments. A
selection was made of typical details which
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construction details that satisfactorily perform identical
functions. These details have a profound effect on the cost of
short span bridges and should be afforded more attention than
is usually given to them.
One study has shown a range in cost from $0.22/lb to
$0.16/lb for the same structure with different framing and
details. This has more significance than the 38 percent spread
in these prices. Assuming the material cost to be $0.08/lb and
deducting this cost from the total, the amount required for
fabrication and erection (the remaining portion of the cost) is
$0.08/lb for one and $0.14/lb for the other. This is a 75
percent variation in the cost of fabrication and erection due to
differences in the design of the framing and details.
To achieve the minimum cost, bridge details should be
examined in the light of their intended functions. The least
sophisticated device that will satisfy the need will generally
be the least costly. For all details used in the construction of
bridges, the AASHO and AREA specifications provide a
latitude of choice, with restrictions imposed by individual
states or railroads due to geographical differences and special
preferences. However, it is not uncommon to disregard this
latitude of choice and select standard details, instead of
applying objective consideration to the specific need for the
detail. This can be costly.
AISC has studied a large number of details contained in
the standards submitted by 32 state highway departments. A
selection was made of typical details which
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High Strength Bolting
JUST TWENTY YEARS ago Professor Wilbur Wilson, a
Professor of Structural Engineering at the University of
Illinois, played a major role in the founding of the Research
Council on Riveted and Bolted Structural Joints, the group
largely responsible for high-strength bolting as we know it
today. Since then, thousands of tests have been conducted on
high-strength bolts and bolted connections, specifications for
high-strength bolting have been issued by the Council, and
many millions of high-strength bolts have been used in
bridges and buildings.
The high-strength bolt rapidly took its place in the
structural field and has now become the "workhorse" fastener
for steel structures. Although this fastener has proven to be
extremely effective, occasionally trouble has been
encountered and questions have been raised concerning high-
strength bolting. Whenever such trouble has been
encountered, it has almost always been as the result of a lack
of understanding or improper application of the Council's
specification. To help counteract this problem, an attempt
will be made herein to provide some of the "whys" and
"wherefores" of high-strength bolting. Some of the questions
that are raised regarding high-strength bolting will be
examined, consideration will be given to some of the changes
that were introduced in the September, 1966 revision of the
Research Council's specifications for high-strength bolting,
and finally, some of the possible future changes and new
applications of high-strength bolting will be discussed.
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Professor of Structural Engineering at the University of
Illinois, played a major role in the founding of the Research
Council on Riveted and Bolted Structural Joints, the group
largely responsible for high-strength bolting as we know it
today. Since then, thousands of tests have been conducted on
high-strength bolts and bolted connections, specifications for
high-strength bolting have been issued by the Council, and
many millions of high-strength bolts have been used in
bridges and buildings.
The high-strength bolt rapidly took its place in the
structural field and has now become the "workhorse" fastener
for steel structures. Although this fastener has proven to be
extremely effective, occasionally trouble has been
encountered and questions have been raised concerning high-
strength bolting. Whenever such trouble has been
encountered, it has almost always been as the result of a lack
of understanding or improper application of the Council's
specification. To help counteract this problem, an attempt
will be made herein to provide some of the "whys" and
"wherefores" of high-strength bolting. Some of the questions
that are raised regarding high-strength bolting will be
examined, consideration will be given to some of the changes
that were introduced in the September, 1966 revision of the
Research Council's specifications for high-strength bolting,
and finally, some of the possible future changes and new
applications of high-strength bolting will be discussed.
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Small Scale Models for Steel Frameworks
THE ANALYSIS AND DESIGN of steel structures has become
increasingly sophisticated and efficient in the last decade.
For conventional structures, present methods of analysis can
be employed with confidence with the proportioning of
members based upon some prescribed criteria, such as
building and bridge construction codes. When these methods
can be employed, there can be no economic justification for a
model study of a structure. Some aspects of both member and
whole structure behavior, however, are still not well
understood for these conventional structures and as new
design criteria are developed for these situations, testing
programs will be required. For unconventional structures,
mathematical analyses that appropriately account for the
complex geometries and behavior may not be available. It is
in these areas, the development of design criteria for
conventional structures and the study of unconventional
structures, that model analysis can be useful.
The use of experimental methods has already been
demonstrated in tests carried out on full scale sections at
Lehigh University and other schools. These tests have
effectively contributed to the incorporation of plastic design
into building codes. On the other hand, full scale tests have a
number of limitations. To date tests have been restricted to
simple members and simple one, two or three story plane
frames. While more complex structures, in many cases,
would have masked the phenomenon under study there are
situations where tests on larger or more complete structures
would have been appropriate. Even in those situations where
full scale study is feasible, the same total investment in small
scale study would often permit a more comprehensive
investigation.
The purpose of this paper is to present the results of the
first phase of a study aimed at establishing a reliable small
scale ultimate strength modeling technique for wide-flange
steel frameworks. This paper will cover the
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increasingly sophisticated and efficient in the last decade.
For conventional structures, present methods of analysis can
be employed with confidence with the proportioning of
members based upon some prescribed criteria, such as
building and bridge construction codes. When these methods
can be employed, there can be no economic justification for a
model study of a structure. Some aspects of both member and
whole structure behavior, however, are still not well
understood for these conventional structures and as new
design criteria are developed for these situations, testing
programs will be required. For unconventional structures,
mathematical analyses that appropriately account for the
complex geometries and behavior may not be available. It is
in these areas, the development of design criteria for
conventional structures and the study of unconventional
structures, that model analysis can be useful.
The use of experimental methods has already been
demonstrated in tests carried out on full scale sections at
Lehigh University and other schools. These tests have
effectively contributed to the incorporation of plastic design
into building codes. On the other hand, full scale tests have a
number of limitations. To date tests have been restricted to
simple members and simple one, two or three story plane
frames. While more complex structures, in many cases,
would have masked the phenomenon under study there are
situations where tests on larger or more complete structures
would have been appropriate. Even in those situations where
full scale study is feasible, the same total investment in small
scale study would often permit a more comprehensive
investigation.
The purpose of this paper is to present the results of the
first phase of a study aimed at establishing a reliable small
scale ultimate strength modeling technique for wide-flange
steel frameworks. This paper will cover the
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PEMERINTAH PROPINSI JAWA TIMUR PERATURAN DAERAH PROPINSI JAWA TIMUR NOMOR 7 TAHUN 2001
Menimbang :
a. bahwa dalarn rangka meningkatkan penyelenggaraan kegiatan
pemerintahan dan pembangunan di bidang lalu lintas dan angkutan jalan
di lingkungan Pemerintah Propinsi Jawa Timur sesuai dengan ketentuan
Undang-undang Nomor 22 Tahun 1999, tentang Pemerintahan Daerah
dan Peraturan Pemerintah Nomor 25 Tahun 2000, tentang Kewenangan
Pemerintah dan Kewenangan Propinsi Sebagai Daerah Otonom, maka
dipandang perlu untuk penyesuaian dan penataan kembali Dinas Lalu
Lintas dan Angkutan Jalan Propinsi Jawa Timur;
b. bahwa berdasarkan pertimbangan sebagaimana dimaksud dalam huruf a
diatas, maka perlu penataan kembali Organisasi Dinas Lalu Lintas dan
Angkutan Jalan Propinsi Jawa Timur dan menuangkannya dalam suatu
Peraturan Daerah.
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a. bahwa dalarn rangka meningkatkan penyelenggaraan kegiatan
pemerintahan dan pembangunan di bidang lalu lintas dan angkutan jalan
di lingkungan Pemerintah Propinsi Jawa Timur sesuai dengan ketentuan
Undang-undang Nomor 22 Tahun 1999, tentang Pemerintahan Daerah
dan Peraturan Pemerintah Nomor 25 Tahun 2000, tentang Kewenangan
Pemerintah dan Kewenangan Propinsi Sebagai Daerah Otonom, maka
dipandang perlu untuk penyesuaian dan penataan kembali Dinas Lalu
Lintas dan Angkutan Jalan Propinsi Jawa Timur;
b. bahwa berdasarkan pertimbangan sebagaimana dimaksud dalam huruf a
diatas, maka perlu penataan kembali Organisasi Dinas Lalu Lintas dan
Angkutan Jalan Propinsi Jawa Timur dan menuangkannya dalam suatu
Peraturan Daerah.
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SIMULASI KONTROL LAMPU LALU LINTAS SISTEM DETEKTOR DENGAN MENGGUNAKAN PLC UNTUK PERSIMPANGAN JALAN WARIBANG-WR. SUPRATMAN DENPASAR
Pengaturan lampu lalu lintas yang ada
sekarang ini kebanyakan menggunakan sistem
pengaturan waktu tetap dimana lampu diatur agar
bekerja berdasarkan waktu tetap, tanpa memperhatikan
naik turunnya arus lalu lintas. Kelemahan dari sistem
ini adalah kaku menyebabkan hambatan atau
penundaan yang tidak perlu. Untuk itu perlu
dikembangkan suatu sistem kontrol yang dapat
mengurangi penundaan yang tidak perlu dan dapat
memberikan prioritas untuk iring-iringan mobil
pejabat, pemadam kebakaran dan ambulans tanpa
mengalami hambatan akibat dari pengaturan lampu
lalu lintas.
Salah satu solusi untuk mengatasi masalah
tersebut adalah dibuat kontrol lampu lalu lintas sistem
detektor (traffic actuated).
Untuk membuat kontrol lampu lalu lintas
sistem detektor selain detektor itu sendiri juga
diperlukan suatu perangkat lain yang bisa mengontrol
kerja lampu lalu lintas. Sistem kontrol yang digunakan
dalam penelitian ini adalah menggunakan PLC tipe
CPM1A merk Omron. PLC akan bekerja sesuai
dengan input yang diterimanya. Ada enam kondisi
input yaitu input untuk kondisi upacara, prioritas phase
I, prioritas phase II, emergency phase I, emergency
phase II dan input untuk kondisi normal.
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sekarang ini kebanyakan menggunakan sistem
pengaturan waktu tetap dimana lampu diatur agar
bekerja berdasarkan waktu tetap, tanpa memperhatikan
naik turunnya arus lalu lintas. Kelemahan dari sistem
ini adalah kaku menyebabkan hambatan atau
penundaan yang tidak perlu. Untuk itu perlu
dikembangkan suatu sistem kontrol yang dapat
mengurangi penundaan yang tidak perlu dan dapat
memberikan prioritas untuk iring-iringan mobil
pejabat, pemadam kebakaran dan ambulans tanpa
mengalami hambatan akibat dari pengaturan lampu
lalu lintas.
Salah satu solusi untuk mengatasi masalah
tersebut adalah dibuat kontrol lampu lalu lintas sistem
detektor (traffic actuated).
Untuk membuat kontrol lampu lalu lintas
sistem detektor selain detektor itu sendiri juga
diperlukan suatu perangkat lain yang bisa mengontrol
kerja lampu lalu lintas. Sistem kontrol yang digunakan
dalam penelitian ini adalah menggunakan PLC tipe
CPM1A merk Omron. PLC akan bekerja sesuai
dengan input yang diterimanya. Ada enam kondisi
input yaitu input untuk kondisi upacara, prioritas phase
I, prioritas phase II, emergency phase I, emergency
phase II dan input untuk kondisi normal.
Down;oad File
Sabtu, 26 Juni 2010
Wind Loads for 19th Century Bridges:Design Evolution, Historic Failures,and Modern Preservation 2007
Preservation of 19th century truss bridges can be accomplished by
rehabilitation into pedestrian bridges.But most vehicular truss
bridges from the 19th and early 20th centuries were designed for
much lower wind pressure than mandated today.Engineers trying
to rehabilitate such bridges often find insufficient lateral resis-
tance in the historic structures.Engineers involved with suchre-
habilitation projects follow the Guide Specifications for Design of
Pedestrian Bridges (AASHTO1997),which basically mandatesa
wind pressure of 3.59 kPa (75psf).How did his requirement
originate?This paper will explore 19 th and early 20 th century
event significant to the development of standards for design wind
pressure.
The success of the patent truss bridge in the 19 th century had
its roots in the westwardex pansion of the United States,which
created a demand for bridges of increasing span and capacity in
ever-increasing numbers.The principal advantages of trusses,
whether they are timber,iron,or steel,are economy and speedof
construction.However,these advantages are not attained without
trade-offs:light weight trusses were—andare—susceptible to
wind.
Download File
rehabilitation into pedestrian bridges.But most vehicular truss
bridges from the 19th and early 20th centuries were designed for
much lower wind pressure than mandated today.Engineers trying
to rehabilitate such bridges often find insufficient lateral resis-
tance in the historic structures.Engineers involved with suchre-
habilitation projects follow the Guide Specifications for Design of
Pedestrian Bridges (AASHTO1997),which basically mandatesa
wind pressure of 3.59 kPa (75psf).How did his requirement
originate?This paper will explore 19 th and early 20 th century
event significant to the development of standards for design wind
pressure.
The success of the patent truss bridge in the 19 th century had
its roots in the westwardex pansion of the United States,which
created a demand for bridges of increasing span and capacity in
ever-increasing numbers.The principal advantages of trusses,
whether they are timber,iron,or steel,are economy and speedof
construction.However,these advantages are not attained without
trade-offs:light weight trusses were—andare—susceptible to
wind.
Download File
X-Ray Topography
X-ray topography (XRT) is a nondestructive characterization technique for
imaging, by means of X-ray diffraction, the micrometer-sized to centimeter-
sized defect microstructure of crystals. Topography got its name from the
fact that the diffraction image can resemble a geographical topographic map
with the appearance of different elevations and topographical contours.
However, since diffracted X-rays form the image, its interpretation is not
always straightforward. XRT is a very powerful tool for the evaluation of
crystals for technological applications and for characterizing crystal and
thin-film growth and processing. The aim of this guide is to make modern
X-ray topography more accessible to materials scientists and others who
would benefit from the rich variety of microstructural information that it offers.
Download File
imaging, by means of X-ray diffraction, the micrometer-sized to centimeter-
sized defect microstructure of crystals. Topography got its name from the
fact that the diffraction image can resemble a geographical topographic map
with the appearance of different elevations and topographical contours.
However, since diffracted X-rays form the image, its interpretation is not
always straightforward. XRT is a very powerful tool for the evaluation of
crystals for technological applications and for characterizing crystal and
thin-film growth and processing. The aim of this guide is to make modern
X-ray topography more accessible to materials scientists and others who
would benefit from the rich variety of microstructural information that it offers.
Download File
WATER SUPPLY, WATER TREATMENT
This manual, intended for planners and design engi-
neers, presents information on water quality stand-
ards and design criteria for water treatment processes.
This manual also establishes criteria to be followed in
determining the necessity for and the extent of treat-
ment, and on procedures applicable to the planning of
water treatment projects. This manual is applicable to
all elements of the Army and Air Force responsible for
the planning and design of military construction,
Download File
neers, presents information on water quality stand-
ards and design criteria for water treatment processes.
This manual also establishes criteria to be followed in
determining the necessity for and the extent of treat-
ment, and on procedures applicable to the planning of
water treatment projects. This manual is applicable to
all elements of the Army and Air Force responsible for
the planning and design of military construction,
Download File
Jumat, 25 Juni 2010
IntroductionTo Physical Oceanography
This book is written for upper-division undergraduatesand new
graduatestu-
dentsinmeteorology,oceanengineering,andoceanography.
Becausethesestu-
dentshaveadiversebackground,Ihaveemphasizedideasand conceptsmore
thanmathematicalderivations.
Unlikemostbooks,Iamdistributingthisbookforfreein
digitalformatvia
theworld-wideweb.Iamdoingthisfortworeasons:
1.Textbooksareusuallyoutofdatebythetimetheyarepublished,
usually
ayearortwoaftertheauthorfinisheswritingthebook.RandolLarson,
writingin Syllabus,states:“Inmyopinion,technology text
booksarea
wasteofnaturalresources.They’reoutofdatethemomenttheyare
published.Becauseoftheirshortshelflife,studentsdon’teven
want to
holdontothem”—(Larson,2002).Bypublishinginelectronicform,
Ican
makerevisionseveryyear,keepingthebookcurrent.
2.Manystudents,especiallyinless-developedcountriescannot
affordthe
highcostoftextbooksfromthedevelopedworld.Thisthenis agift
fromtheUSNationalAeronauticsandSpaceAdministration nasa
to the students of the world.
Download File
graduatestu-
dentsinmeteorology,oceanengineering,andoceanography.
Becausethesestu-
dentshaveadiversebackground,Ihaveemphasizedideasand conceptsmore
thanmathematicalderivations.
Unlikemostbooks,Iamdistributingthisbookforfreein
digitalformatvia
theworld-wideweb.Iamdoingthisfortworeasons:
1.Textbooksareusuallyoutofdatebythetimetheyarepublished,
usually
ayearortwoaftertheauthorfinisheswritingthebook.RandolLarson,
writingin Syllabus,states:“Inmyopinion,technology text
booksarea
wasteofnaturalresources.They’reoutofdatethemomenttheyare
published.Becauseoftheirshortshelflife,studentsdon’teven
want to
holdontothem”—(Larson,2002).Bypublishinginelectronicform,
Ican
makerevisionseveryyear,keepingthebookcurrent.
2.Manystudents,especiallyinless-developedcountriescannot
affordthe
highcostoftextbooksfromthedevelopedworld.Thisthenis agift
fromtheUSNationalAeronauticsandSpaceAdministration nasa
to the students of the world.
Download File
Working Safety With Photovoltaic Systems
Safety is a full-time and the responsibility of every
employee. Practicing safety requires:
• Good work habits and a clean work area
• Proper equipment and its use
• Awareness of hazards and how to avoid them
• Training in CPR (cardiopulmonary resuscitation) and
First Aid
• Periodic reviews of safety procedures
This booklet contains safety recommendations for people
who work with photovoltaic (PV) systems. Photovoltaic
systems produce direct current (dc) power from sunlight.
This power may be directed to dc loads or stored in electro-
chemical batteries for use when the sun is not shinning. Also,
it can be inverted to alternating current (ac) power for ac
loads or for transfer to an electric utility grid. This versatility of
PV power is one reason it is being used in an increasing
number of applications.
Download File
employee. Practicing safety requires:
• Good work habits and a clean work area
• Proper equipment and its use
• Awareness of hazards and how to avoid them
• Training in CPR (cardiopulmonary resuscitation) and
First Aid
• Periodic reviews of safety procedures
This booklet contains safety recommendations for people
who work with photovoltaic (PV) systems. Photovoltaic
systems produce direct current (dc) power from sunlight.
This power may be directed to dc loads or stored in electro-
chemical batteries for use when the sun is not shinning. Also,
it can be inverted to alternating current (ac) power for ac
loads or for transfer to an electric utility grid. This versatility of
PV power is one reason it is being used in an increasing
number of applications.
Download File
Personal Protective Grounding for Electric Power Facilities and Power Lines
This Facilities Instructions, Standards, and Techniques (FIST) Volume is to establish
clear and consistent instructions and procedures for temporary grounding of de-
energized and isolated high-voltage equipment (over 600 volts) for the purpose of
bare hand contact. This FIST applies to those facilities of the Federal power and
water systems for which the Bureau of Reclamation (Reclamation) and its
contractors and agents are responsible, and includes power and pumping plants,
switchyards and substations, and transmission lines.
A current copy of this document shall be readily available at each Reclamation office
and facility and to each employee that works on equipment required to be protective
grounded. A quick reference guide to grounding procedure contained in this FIST is
presented in flow chart format in appendix G.
Download File
clear and consistent instructions and procedures for temporary grounding of de-
energized and isolated high-voltage equipment (over 600 volts) for the purpose of
bare hand contact. This FIST applies to those facilities of the Federal power and
water systems for which the Bureau of Reclamation (Reclamation) and its
contractors and agents are responsible, and includes power and pumping plants,
switchyards and substations, and transmission lines.
A current copy of this document shall be readily available at each Reclamation office
and facility and to each employee that works on equipment required to be protective
grounded. A quick reference guide to grounding procedure contained in this FIST is
presented in flow chart format in appendix G.
Download File
INSTRUMENTATION AND CONTROL V.2
The Instrumentation and Control Fundamentals Handbook was developed to assist nuclear
facility operating contractors provide operators, maintenance personnel, and the technical staff with
the necessary fundamentals training to ensure a basic understanding of instrumentation and control
systems. The handbook includes information on temperature, pressure, flow, and level detection
systems; position indication systems; process control systems; and radiation detection principles. This
information will provide personnel with an understanding of the basic operation of various types of
DOE nuclear facility instrumentation and control systems.
Download File
facility operating contractors provide operators, maintenance personnel, and the technical staff with
the necessary fundamentals training to ensure a basic understanding of instrumentation and control
systems. The handbook includes information on temperature, pressure, flow, and level detection
systems; position indication systems; process control systems; and radiation detection principles. This
information will provide personnel with an understanding of the basic operation of various types of
DOE nuclear facility instrumentation and control systems.
Download File
INSTRUMENTATION AND CONTROL V.1
The Instrumentation and Control Fundamentals Handbook was developed to assist nuclear
facility operating contractors provide operators, maintenance personnel, and the technical staff with
the necessary fundamentals training to ensure a basic understanding of instrumentation and control
systems. The handbook includes information on temperature, pressure, flow, and level detection
systems; position indication systems; process control systems; and radiation detection principles.
This information will provide personnel with an understanding of the basic operation of various
types of DOE nuclear facility instrumentation and control systems.
Download File
facility operating contractors provide operators, maintenance personnel, and the technical staff with
the necessary fundamentals training to ensure a basic understanding of instrumentation and control
systems. The handbook includes information on temperature, pressure, flow, and level detection
systems; position indication systems; process control systems; and radiation detection principles.
This information will provide personnel with an understanding of the basic operation of various
types of DOE nuclear facility instrumentation and control systems.
Download File
ELECTRICAL SCIENCE V.4
The Electrical Science Fundamentals Handbook was developed to assist nuclear facility
operating contractors provide operators, maintenance personnel, and the technical staff with
the necessary fundamentals training to ensure a basic understanding of electrical theory,
terminology, and application. The handbook includes information on alternating current (AC)
and direct current (DC) theory, circuits, motors, and generators; AC power and reactive
components; batteries; AC and DC voltage regulators; transformers; and electrical test
instruments and measuring devices. This information will provide personnel with a foundation
for understanding the basic operation of various types of DOE nuclear facility electrical
equipment.
Download file
operating contractors provide operators, maintenance personnel, and the technical staff with
the necessary fundamentals training to ensure a basic understanding of electrical theory,
terminology, and application. The handbook includes information on alternating current (AC)
and direct current (DC) theory, circuits, motors, and generators; AC power and reactive
components; batteries; AC and DC voltage regulators; transformers; and electrical test
instruments and measuring devices. This information will provide personnel with a foundation
for understanding the basic operation of various types of DOE nuclear facility electrical
equipment.
Download file
ELECTRICAL SCIENCE V.3
The Electrical Science Fundamentals Handbook was developed to assist nuclear facility
operating contractors provide operators, maintenance personnel, and the technical staff with the
necessary fundamentals training to ensure a basic understanding of electrical theory,
terminology, and application. The handbook includes information on alternating current (AC)
and direct current (DC) theory, circuits, motors, and generators; AC power and reactive
components; batteries; AC and DC voltage regulators; transformers; and electrical test
instruments and measuring devices. This information will provide personnel with a foundation
for understanding the basic operation of various types of DOE nuclear facility electrical
equipment.
Download File
operating contractors provide operators, maintenance personnel, and the technical staff with the
necessary fundamentals training to ensure a basic understanding of electrical theory,
terminology, and application. The handbook includes information on alternating current (AC)
and direct current (DC) theory, circuits, motors, and generators; AC power and reactive
components; batteries; AC and DC voltage regulators; transformers; and electrical test
instruments and measuring devices. This information will provide personnel with a foundation
for understanding the basic operation of various types of DOE nuclear facility electrical
equipment.
Download File
ELECTRICAL SCIENCE V.2
The Department of Energy Fundamentals Handbook entitled Electrical Science was
prepared as an information resource for personnel who are responsible for the operation of the
Department's nuclear facilities. A basic understanding of electricity and electrical systems is
necessary for DOE nuclear facility operators, maintenance personnel, and the technical staff to
safely operate and maintain the facility and facility support systems. The information in the
handbook is presented to provide a foundation for applying engineering concepts to the job. This
knowledge will help personnel more fully understand the impact that their actions may have on
the safe and reliable operation of facility components and systems.
The Electrical Science handbook consists of fifteen modules that are contained in four
volumes. The following is a brief description of the information presented in each module of the
handbook.
Download File
prepared as an information resource for personnel who are responsible for the operation of the
Department's nuclear facilities. A basic understanding of electricity and electrical systems is
necessary for DOE nuclear facility operators, maintenance personnel, and the technical staff to
safely operate and maintain the facility and facility support systems. The information in the
handbook is presented to provide a foundation for applying engineering concepts to the job. This
knowledge will help personnel more fully understand the impact that their actions may have on
the safe and reliable operation of facility components and systems.
The Electrical Science handbook consists of fifteen modules that are contained in four
volumes. The following is a brief description of the information presented in each module of the
handbook.
Download File
ELECTRICAL SCIENCE V. 1
The Department of Energy Fundamentals Handbook entitled Electrical Science was
prepared as an information resource for personnel who are responsible for the operation of the
Department's nuclear facilities. A basic understanding of electricity and electrical systems is
necessary for DOE nuclear facility operators, maintenance personnel, and the technical staff to
safely operate and maintain the facility and facility support systems. The information in the
handbook is presented to provide a foundation for applying engineering concepts to the job.
This knowledge will help personnel more fully understand the impact that their actions may have
on the safe and reliable operation of facility components and systems.
The Electrical Science handbook consists of fifteen modules that are contained in four
volumes. The following is a brief description of the information presented in each module of the
handbook.
Download File
prepared as an information resource for personnel who are responsible for the operation of the
Department's nuclear facilities. A basic understanding of electricity and electrical systems is
necessary for DOE nuclear facility operators, maintenance personnel, and the technical staff to
safely operate and maintain the facility and facility support systems. The information in the
handbook is presented to provide a foundation for applying engineering concepts to the job.
This knowledge will help personnel more fully understand the impact that their actions may have
on the safe and reliable operation of facility components and systems.
The Electrical Science handbook consists of fifteen modules that are contained in four
volumes. The following is a brief description of the information presented in each module of the
handbook.
Download File
ELECTRICAL SAFETY
Electrical Safety Handbook presents the Department of Energy (DOE) safety standards for DOE
field offices or facilities involved in the use of electrical energy. It has been prepared to provide a
uniform set of electrical safety guidance and information for DOE installations to effect a reduction
or elimination of risks associated with the use of electrical energy. The objectives of this handbook
are to enhance electrical safety awareness and mitigate electrical hazards to employees, the public,
and the environment.
Download File
field offices or facilities involved in the use of electrical energy. It has been prepared to provide a
uniform set of electrical safety guidance and information for DOE installations to effect a reduction
or elimination of risks associated with the use of electrical energy. The objectives of this handbook
are to enhance electrical safety awareness and mitigate electrical hazards to employees, the public,
and the environment.
Download File
Kamis, 24 Juni 2010
ELECTRICAL SAFETY, O & M 2006
This Unified Facilities Criteria (UFC) has been issued to provide
safety requirements for electrical workers. The requirements address various aspects
associated with work safety for electrical workers. Wherever specific instructions are
provided, the emphasis is on the job safety requirements; additional work instructions
will likely be necessary related to the actual work being performed.
Download File
safety requirements for electrical workers. The requirements address various aspects
associated with work safety for electrical workers. Wherever specific instructions are
provided, the emphasis is on the job safety requirements; additional work instructions
will likely be necessary related to the actual work being performed.
Download File
Design, Construction, and Operation SMALL WATER SYSTEMS
This manual is intended to provide guidance and criteria for the design and selection of
small-scale wastewater treatment facilities. It provides both the information necessary to select, size, and
design such wastewater treatment unit processes, and guidance to generally available and accepted references
for such information. For the purpose of this manual, small-scale wastewater treatment systems are
those with average daily design flows less than 379 000 liters per day (L/d) or 100,000 gallons per day
(gal/d), including septic tanks for flows less than 18 900 L/d (5000 gal/d), small prefabricated or package
plants for flows between 18 900 L/d (5000 gal/d) and 190 000 L/d (50,000 gal/d), and larger prefabricated
treatment systems with capacities of no more than 379 000 L/d (100,000 gal/d).
Download File
small-scale wastewater treatment facilities. It provides both the information necessary to select, size, and
design such wastewater treatment unit processes, and guidance to generally available and accepted references
for such information. For the purpose of this manual, small-scale wastewater treatment systems are
those with average daily design flows less than 379 000 liters per day (L/d) or 100,000 gallons per day
(gal/d), including septic tanks for flows less than 18 900 L/d (5000 gal/d), small prefabricated or package
plants for flows between 18 900 L/d (5000 gal/d) and 190 000 L/d (50,000 gal/d), and larger prefabricated
treatment systems with capacities of no more than 379 000 L/d (100,000 gal/d).
Download File
Welded Moment Frame Connections With Minimal Residual Stress 99
The purpose of this Steel TIPS is to address the problem of residual stress in welded moment
frame connections with heavy steel members. First, the authors extensively review the residual
stress problem. Second, they suggest a solution to the problem.
The Problem. Present design and welded construction practice produces residual stress by
Suggested Connection. The suggested welded moment frame connection uses a design
concept that:
To accomplish the purpose, the authors present the subject matter of this Steel TIPS as follows:
frame connections with heavy steel members. First, the authors extensively review the residual
stress problem. Second, they suggest a solution to the problem.
The Problem. Present design and welded construction practice produces residual stress by
- Joint and connection restraint.
- Member restraint resulting from two floor erection and welding sequence.
Suggested Connection. The suggested welded moment frame connection uses a design
concept that:
- Reduces residual stress in joints and connections to a minimum.
- Eliminates residual stress from member restraint.
- Locates the plastic hinge outside the connection.
To accomplish the purpose, the authors present the subject matter of this Steel TIPS as follows:
- Terms used in the suggested solution and problem.
- The problem of residual stress.
- The suggested solution.
- Advantages and disadvantages of the suggested solution.
- A Conclusion.
Notes on Design Of Steel Parking Structures Including Seismic Effects 2001
The need for multi-story parking structures has grown considerably over the years and will
continue to grow as metropolitan densities increase. There are several key issues, which need to
be addressed in the design of multi-story parking structures. They are:
1. Site considerations, environmental and neighborhood impacts and traffic access
2. Number of parking spaces, car circulations, ramps and other architectural aspects
3. Security and safety
4. Structural aspects (particularly in highly seismic areas, seismic design aspects)
5. Cost and speed of construction
6. Life cycle cost of maintenance
7. Fire resistance and/or need for fireproofing.
The first three items in the above list, to great extent, are impacted by the decisions of
architects. Items 4 to 6 in above list, also are impacted by architectural aspects, however, these
three items are primarily impacted by the structural design and decisions made by the structural
engineers. Today, structural steel provides viable systems that address the above key issues. In
the past, a large percentage of parking structures throughout the country were designed and built
using reinforced concrete structures. However, since 1980’s in many regions of the US including
seismic areas such as California, more and more steel parking structures have been designed and
built. According to Emile Troup (1989), nearly three out of every five car parks for which
contracts were awarded in 1987 in New England were steel. He attributes this increase in use of
steel structures in open parking structures to the fact that as a result of research and testing done
in 1970’s the issue of fire-proofing of steel structures in car parks was put to rest and the use of
“unprotected steel“ in parking structures was accepted (Troup, 1989). Because of extensive
research and testing of bare steel structures subjected to fire, the fire codes no longer have very
stringent requirement for fire protection of steel car parking structures. This development, along
with education and dissemination of information on viability and economy of using steel structures
in car parking, may have been instrumental in visible increase in design and construction of steel
parking structures.
Download File
continue to grow as metropolitan densities increase. There are several key issues, which need to
be addressed in the design of multi-story parking structures. They are:
1. Site considerations, environmental and neighborhood impacts and traffic access
2. Number of parking spaces, car circulations, ramps and other architectural aspects
3. Security and safety
4. Structural aspects (particularly in highly seismic areas, seismic design aspects)
5. Cost and speed of construction
6. Life cycle cost of maintenance
7. Fire resistance and/or need for fireproofing.
The first three items in the above list, to great extent, are impacted by the decisions of
architects. Items 4 to 6 in above list, also are impacted by architectural aspects, however, these
three items are primarily impacted by the structural design and decisions made by the structural
engineers. Today, structural steel provides viable systems that address the above key issues. In
the past, a large percentage of parking structures throughout the country were designed and built
using reinforced concrete structures. However, since 1980’s in many regions of the US including
seismic areas such as California, more and more steel parking structures have been designed and
built. According to Emile Troup (1989), nearly three out of every five car parks for which
contracts were awarded in 1987 in New England were steel. He attributes this increase in use of
steel structures in open parking structures to the fact that as a result of research and testing done
in 1970’s the issue of fire-proofing of steel structures in car parks was put to rest and the use of
“unprotected steel“ in parking structures was accepted (Troup, 1989). Because of extensive
research and testing of bare steel structures subjected to fire, the fire codes no longer have very
stringent requirement for fire protection of steel car parking structures. This development, along
with education and dissemination of information on viability and economy of using steel structures
in car parking, may have been instrumental in visible increase in design and construction of steel
parking structures.
Download File
Design of Small Base Plates for Wide Flange Columns 90
The 9th Edition• of the AISC Manual of Steel Construction
uses the Murray-Stockwell2 method for analysis of
small base plates, i.e., plates that are only slightly larger than
the column depth d and width bf. It combines this method
with the cantilever method of the 8th3 and earlier editions
for large base plates. The Murray-Stockwell method assumes
a bearing pressure of Ft,, the maximum permitted, over an
H-shaped contact area under the column cross-section
between the plate and the concrete. The cantilever method,
on the other hand, assumes a uniform bearing pressure, fp
< Fp, over the entire base plate surface of area BxN
(Fig. 1). Thus, the two methods assume very different bearing
pressure distributions and are difficult to combine into
a single method.
Download File
uses the Murray-Stockwell2 method for analysis of
small base plates, i.e., plates that are only slightly larger than
the column depth d and width bf. It combines this method
with the cantilever method of the 8th3 and earlier editions
for large base plates. The Murray-Stockwell method assumes
a bearing pressure of Ft,, the maximum permitted, over an
H-shaped contact area under the column cross-section
between the plate and the concrete. The cantilever method,
on the other hand, assumes a uniform bearing pressure, fp
< Fp, over the entire base plate surface of area BxN
(Fig. 1). Thus, the two methods assume very different bearing
pressure distributions and are difficult to combine into
a single method.
Download File
SLOTTED BOLTED CONNECTION ENERGY DISSIPATERS 92
Various types of energy dissipating devices, utilizing friction as means of energy dissipation,
have been tested and studied by researchers [4, 6, 7]. Two of the common features of these
devices have been that their manufacture requires precision work or exotic materials and
that their installation demands specialized training. Consequently, the additional expense
in using such devices has prevented their wide acceptance in engineering practice. The
development of the Slotted Bolted Connections (SBCs) as energy dissipators represents an
attempt to overcome the abovementioned shortcomings of these systems. SBCs, as presented
in this paper, require only slight modification of standard construction practice, and require
materials that are widely available commercially.
In this paper a Slotted Bolted Connection (SBC), see Figure 1, refers to a bolted connection
where the elongated holes or slots in the main connecting plate, in which the bolts are
seated, are parallel to the line of loading. In addition a Belleville washer [8] is placed under
the nut. Two types of SBC specimen are discussed in this paper, one with brass insert plates
and one without. Upon tightening of the bolts, the main plate is "sandwiched" directly
between either the brass insert plates or the outer steel plates. The holes in the brass insert
plates and in the steel outer plates are of standard size. When the tensile or compressive
force applied to the connection exceeds the frictional forces developed between the frictional
surfaces, the main plate slips relative to either the brass insert plates in the case of the first
type specimen or the outer steel plates in the case of the second. This process is repeated
with slip in the opposite direction upon reversal of the direction of force application. Energy
is dissipated by means of friction between the sliding surfaces. Application of cyclic loads of
magnitude greater than the slip force results in approximately rectangular hysteresis loops.
The earliest investigations of SBCs as energy dissipators date back to 1976 when a series of
experiments were carried out at San Jose State University (SJSU) [1] on specimens similar
in concept to those presented here. The term SBC used here is adopted from the report
by T. F. Fitzgerald, et al. [3]. A number of other researchers have also investigated similar
devices [2, 5].
Download File
have been tested and studied by researchers [4, 6, 7]. Two of the common features of these
devices have been that their manufacture requires precision work or exotic materials and
that their installation demands specialized training. Consequently, the additional expense
in using such devices has prevented their wide acceptance in engineering practice. The
development of the Slotted Bolted Connections (SBCs) as energy dissipators represents an
attempt to overcome the abovementioned shortcomings of these systems. SBCs, as presented
in this paper, require only slight modification of standard construction practice, and require
materials that are widely available commercially.
In this paper a Slotted Bolted Connection (SBC), see Figure 1, refers to a bolted connection
where the elongated holes or slots in the main connecting plate, in which the bolts are
seated, are parallel to the line of loading. In addition a Belleville washer [8] is placed under
the nut. Two types of SBC specimen are discussed in this paper, one with brass insert plates
and one without. Upon tightening of the bolts, the main plate is "sandwiched" directly
between either the brass insert plates or the outer steel plates. The holes in the brass insert
plates and in the steel outer plates are of standard size. When the tensile or compressive
force applied to the connection exceeds the frictional forces developed between the frictional
surfaces, the main plate slips relative to either the brass insert plates in the case of the first
type specimen or the outer steel plates in the case of the second. This process is repeated
with slip in the opposite direction upon reversal of the direction of force application. Energy
is dissipated by means of friction between the sliding surfaces. Application of cyclic loads of
magnitude greater than the slip force results in approximately rectangular hysteresis loops.
The earliest investigations of SBCs as energy dissipators date back to 1976 when a series of
experiments were carried out at San Jose State University (SJSU) [1] on specimens similar
in concept to those presented here. The term SBC used here is adopted from the report
by T. F. Fitzgerald, et al. [3]. A number of other researchers have also investigated similar
devices [2, 5].
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Seismic Design of Steel Column Tree Moment Resisting Frames 97
One of the most common types of steel structural system is the moment resisting framing
system shown in Figure 1.1. Depending on their ductility, steel moment resisting frames
are divided into two categories of "Special" and "Ordinary". Figure 1.2 shows typical
behavior of Special and Ordinary moment-resisting frames under lateral load. Special
moment-resisting frames are designed to have higher ductility and be able to deform
inelasticly during earthquakes. Such inelastic ductile deformations increases damping and
reduces stiffness of the structure resulting in smaller seismic forces generated in the
structure. As a result, current codes allow special moment resisting frames to be designed
for smaller seismic forces than similar but ordinary moment frames.
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system shown in Figure 1.1. Depending on their ductility, steel moment resisting frames
are divided into two categories of "Special" and "Ordinary". Figure 1.2 shows typical
behavior of Special and Ordinary moment-resisting frames under lateral load. Special
moment-resisting frames are designed to have higher ductility and be able to deform
inelasticly during earthquakes. Such inelastic ductile deformations increases damping and
reduces stiffness of the structure resulting in smaller seismic forces generated in the
structure. As a result, current codes allow special moment resisting frames to be designed
for smaller seismic forces than similar but ordinary moment frames.
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Seismic Design of Bolted Steel Moment Resisting Frames 95
Moment-resisting frames (MRFs) are structures that resist applied forces
primarily by bending of their members and connections. MRFs can provide large
open spaces without the obstruction usually caused by braces or shear walls. In
addition, because of their flexibility and relatively long period of vibration, MRFs
usually attract smaller seismic forces than the comparable braced or shear wall
systems.
Since the early days of riveting, steel MRFs have been very popular in
building construction. Many structures including the monumental high-rises of
the late nineteen and early twentieth centuries have been built using riveted steel
MRFs. On the west coast, many turn-of-the-century tall buildings in San
Francisco have riveted steel MRFs. Since the 1960's, with the advent of highstrength
bolting as well as welding technologies, bolted steel moment-resisting
frames (BMRFs) and welded steel moment-resisting frames (WMRFs) have been
one of the main structural systems used in office and residential buildings.
In recent years because of ease of fabrication and design and for
economical reasons, most of the steel moment-res]sting frames used in seismic
areas such as California have had welded moment connections. However,
welded steel moment-resisting frames are only one of the many possibilities of
steel moment frames.
The main purpose of this report is to present information on the seismic
design of steel rigid moment-resisting frames with bolted or bolted/welded
connections. Today, there is sufficient information and experience that bolted
and bolted/welded steel moment-resisting frames can be designed and
fabricated to provide safe and economical structural systems for seismic regions.
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primarily by bending of their members and connections. MRFs can provide large
open spaces without the obstruction usually caused by braces or shear walls. In
addition, because of their flexibility and relatively long period of vibration, MRFs
usually attract smaller seismic forces than the comparable braced or shear wall
systems.
Since the early days of riveting, steel MRFs have been very popular in
building construction. Many structures including the monumental high-rises of
the late nineteen and early twentieth centuries have been built using riveted steel
MRFs. On the west coast, many turn-of-the-century tall buildings in San
Francisco have riveted steel MRFs. Since the 1960's, with the advent of highstrength
bolting as well as welding technologies, bolted steel moment-resisting
frames (BMRFs) and welded steel moment-resisting frames (WMRFs) have been
one of the main structural systems used in office and residential buildings.
In recent years because of ease of fabrication and design and for
economical reasons, most of the steel moment-res]sting frames used in seismic
areas such as California have had welded moment connections. However,
welded steel moment-resisting frames are only one of the many possibilities of
steel moment frames.
The main purpose of this report is to present information on the seismic
design of steel rigid moment-resisting frames with bolted or bolted/welded
connections. Today, there is sufficient information and experience that bolted
and bolted/welded steel moment-resisting frames can be designed and
fabricated to provide safe and economical structural systems for seismic regions.
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Seismic Behavior and Design of Gusset Plates
This report presents information and tips on seismic behavior and design of gusset plates used in steel
concentrically braced frames. Gusset plates are used in steel building structures to connect the bracing
members to the beams or columns. Gusset plates are also used in connections of steel trusses. In this
report, first a summary of behavior of steel gusset plates is presented. This summary is based on the
information obtained from laboratory tests, investigation of performance during actual earthquakes and
analytical studies. After presenting the summary of behavior, a chapter is devoted to discussion of
provisions in the current design codes that are relevant to seismic design of gusset plates. Then, seismic
design of gusset plates is presented.
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concentrically braced frames. Gusset plates are used in steel building structures to connect the bracing
members to the beams or columns. Gusset plates are also used in connections of steel trusses. In this
report, first a summary of behavior of steel gusset plates is presented. This summary is based on the
information obtained from laboratory tests, investigation of performance during actual earthquakes and
analytical studies. After presenting the summary of behavior, a chapter is devoted to discussion of
provisions in the current design codes that are relevant to seismic design of gusset plates. Then, seismic
design of gusset plates is presented.
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Seismic Design Practice For Eccentrically Braced Frames Based On The 1994 UBC
EBFs address the desire for a laterally stiff framing system
with significant energy dissipation capability to accommodate
large seismic forces (ref. 7). A typical EBF consists of
a beam, one or two braces, and columns. Its configuration
is similar to traditional braced frames with the exception
that at least one end of each brace must be eccentrically
connected to the frame. The eccentric connection introduces
bending and shear forces in the beam adjacent to
the brace. The short segment of the frame where these
forces are concentrated is the link.
EBF lateral stiffness is primarily a function of the ratio of
the link length to the beam length (ref. 8, p. 44). As the link
becomes shorter, the frame becomes stiffer, approaching
the stiffness of a concentric braced frame. As the link
becomes longer, the frame becomes more flexible approaching
the stiffness of a moment frame.
The design of an EBF is based on creating a frame which
will remain essentially elastic outside a well defined link.
During extreme loading it is anticipated that the link will
deform inelastically with significant ductility and energy
dissipation. The code provisions are intended to ensure
that beams, braces, columns and their connections remain
elastic and that links remain stable. In a major earthquake,
permanent deformation and structural damage to the link
should be expected.
There are three major variables in the design of an EBF:
the bracing configuration, the link length, and the link
section properties. Once these have been selected and
validated the remaining aspects of the frame design can
follow with minimal impact on the configuration, link length
or link size.
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with significant energy dissipation capability to accommodate
large seismic forces (ref. 7). A typical EBF consists of
a beam, one or two braces, and columns. Its configuration
is similar to traditional braced frames with the exception
that at least one end of each brace must be eccentrically
connected to the frame. The eccentric connection introduces
bending and shear forces in the beam adjacent to
the brace. The short segment of the frame where these
forces are concentrated is the link.
EBF lateral stiffness is primarily a function of the ratio of
the link length to the beam length (ref. 8, p. 44). As the link
becomes shorter, the frame becomes stiffer, approaching
the stiffness of a concentric braced frame. As the link
becomes longer, the frame becomes more flexible approaching
the stiffness of a moment frame.
The design of an EBF is based on creating a frame which
will remain essentially elastic outside a well defined link.
During extreme loading it is anticipated that the link will
deform inelastically with significant ductility and energy
dissipation. The code provisions are intended to ensure
that beams, braces, columns and their connections remain
elastic and that links remain stable. In a major earthquake,
permanent deformation and structural damage to the link
should be expected.
There are three major variables in the design of an EBF:
the bracing configuration, the link length, and the link
section properties. Once these have been selected and
validated the remaining aspects of the frame design can
follow with minimal impact on the configuration, link length
or link size.
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Structural Details to Increase Ductility of Connections 95
Materials used in steel structures are increasingly
becoming thicker and heavier. A greater
chance of cracking during welding of beams
to columns, for example, has resulted due to
increased thickness of material. With weld
shrinkage restrained in the thickness, width,
and length, triaxial stresses develop that may
inhibit the ability of steel to exhibit ductility.
This paper will attempt to explain why these
cracks may occur, and what can be done to
prevent them, by expanding on information
presented in the AISC Supplement No. 1
(LRFD) or Chapter J 9th Ed. AISC Manual.
The corresponding maximum shear stress is at
the top of each circle. For convenience, each
point of shear (illustrated as a solid dot) is moved
horizontally until it lies directly above the corresponding
tensile stress (depicted as an open
dot). Notice that these points form a straight line,
representing a simple tensile specimen. From
this line, it is possible to read off the maximum
shear stress for a given tensile stress. This is
the basic figure used by Professor Gensamer,
as shown in Figure 3.
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becoming thicker and heavier. A greater
chance of cracking during welding of beams
to columns, for example, has resulted due to
increased thickness of material. With weld
shrinkage restrained in the thickness, width,
and length, triaxial stresses develop that may
inhibit the ability of steel to exhibit ductility.
This paper will attempt to explain why these
cracks may occur, and what can be done to
prevent them, by expanding on information
presented in the AISC Supplement No. 1
(LRFD) or Chapter J 9th Ed. AISC Manual.
The corresponding maximum shear stress is at
the top of each circle. For convenience, each
point of shear (illustrated as a solid dot) is moved
horizontally until it lies directly above the corresponding
tensile stress (depicted as an open
dot). Notice that these points form a straight line,
representing a simple tensile specimen. From
this line, it is possible to read off the maximum
shear stress for a given tensile stress. This is
the basic figure used by Professor Gensamer,
as shown in Figure 3.
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Seismic Design of Special Concentrically Braced Steel Frames
This portion of the booklet illustrates the general
requirements for the seismic analysis and design of a
7-story building using the 1994 Uniform Building
Code.
Both the determination of seismic forces and their
distribution over the height and planar extent of the
building are illustrated. In addition, the need for the
braced frames to successfully resist seismic overturnlng
forces is emphasized to the reader.
All of the seismic analysis is presented for a Regular
Structure using the Static Lateral-Force Procedure of
UBC Section 1628.2. However, since the building is
over five stories in height (see UBC Section 1627.8.2,
Item 3), if it were an Irregular Structure as defined in
UBC Section 1627.8.3, Item 2, a Dynamic Analysis
would be required for seismic forces.
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requirements for the seismic analysis and design of a
7-story building using the 1994 Uniform Building
Code.
Both the determination of seismic forces and their
distribution over the height and planar extent of the
building are illustrated. In addition, the need for the
braced frames to successfully resist seismic overturnlng
forces is emphasized to the reader.
All of the seismic analysis is presented for a Regular
Structure using the Static Lateral-Force Procedure of
UBC Section 1628.2. However, since the building is
over five stories in height (see UBC Section 1627.8.2,
Item 3), if it were an Irregular Structure as defined in
UBC Section 1627.8.3, Item 2, a Dynamic Analysis
would be required for seismic forces.
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Minggu, 06 Juni 2010
NAVAL FACILITIES ENGINEERING COMMAND PUBLICATIONS TRANSMITTAL HARBORS DESIGN MANUAL 26.1
Design criteria for experienced engineers are presented for harbors,
particularly with respect to requirements for military harbors of various
types to be used by naval vessels. The contents include general planning
criteria, functional layout, data sources, water-area elements of harbors
(channels, entrances, turning, berthing, and anchorage basins), and aids to
navigation.
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particularly with respect to requirements for military harbors of various
types to be used by naval vessels. The contents include general planning
criteria, functional layout, data sources, water-area elements of harbors
(channels, entrances, turning, berthing, and anchorage basins), and aids to
navigation.
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NAVAL FACILITIES ENGINEERING COMMAND PUBLICATIONS TRANSMITTAL 7.03
This military handbook replaces the Naval Facilities Engineering
Command (NAVFACENGCOM) design manual, DM-7.3. It contains
material pertaining to soil dynamics, earthquake engineering, and
special design aspects of geotechnical engineering. The soil
dynamics section of this handbook deals with basic dynamic
properties of soils, machine foundations, dynamic and vibratory
compaction, and pile driving response. The earthquake
engineering section deals with earthquake response spectra, site
seismicity, design earthquake, seismic loads on structures,
liquefaction, and base isolation. The special design aspects
section deals with seismic design of anchored sheet pile walls,
stone column and displacement piles, and dynamic slope stability
and deformation. This military handbook is to be used by
geotechnical engineers, working for the Department of Defense
(DOD), for guidance in designing military facilities.
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Command (NAVFACENGCOM) design manual, DM-7.3. It contains
material pertaining to soil dynamics, earthquake engineering, and
special design aspects of geotechnical engineering. The soil
dynamics section of this handbook deals with basic dynamic
properties of soils, machine foundations, dynamic and vibratory
compaction, and pile driving response. The earthquake
engineering section deals with earthquake response spectra, site
seismicity, design earthquake, seismic loads on structures,
liquefaction, and base isolation. The special design aspects
section deals with seismic design of anchored sheet pile walls,
stone column and displacement piles, and dynamic slope stability
and deformation. This military handbook is to be used by
geotechnical engineers, working for the Department of Defense
(DOD), for guidance in designing military facilities.
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NAVAL FACILITIES ENGINEERING COMMAND PUBLICATIONS TRANSMITTAL 7.02
This manual covers the application of basic engineering principles of
soil mechanics in the design of foundations and earth structures for naval
shore facilities. It is intended for use by experienced engineers. The
contents include: excavations; compaction, earthwork, and hydraulic fills;
analysis of walls and retaining structures; shallow foundations; and deep
foundations.
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soil mechanics in the design of foundations and earth structures for naval
shore facilities. It is intended for use by experienced engineers. The
contents include: excavations; compaction, earthwork, and hydraulic fills;
analysis of walls and retaining structures; shallow foundations; and deep
foundations.
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Sabtu, 05 Juni 2010
NAVAL FACILITIES ENGINEERING COMMAND PUBLICATIONS TRANSMITTAL 7.01
This manual covers the application of engineering principles by
experienced engineers of soil mechanics in the design of foundations and
earth structures for naval shore facilities. The contents include
identification and classification of soil and rock, field exploration,
testing, and instrumentation, laboratory testing, distribution of stresses
including pressures on buried structures, analysis of settlement and volume
expansion, seepage and drainage, and slope stability and protection.
Dowmload File
experienced engineers of soil mechanics in the design of foundations and
earth structures for naval shore facilities. The contents include
identification and classification of soil and rock, field exploration,
testing, and instrumentation, laboratory testing, distribution of stresses
including pressures on buried structures, analysis of settlement and volume
expansion, seepage and drainage, and slope stability and protection.
Dowmload File
Engineering and Design of Pile Foundations
This manual provides information, foundation exploration and
testing procedures, load test methods, analysis techniques, allowable criteria,
design procedures, and construction consideration for the selection,
design, and installation of pile foundations. The guidance is based on the
present state of the technology for pile-soil-structure-foundation interaction
behavior. This manual provides design guidance intended specifically for the
geotechnical and structural engineer but also provides essential information
for others interested in pile foundations such as the construction engineer in
understanding construction techniques related to pile behavior during installation.
Since the understanding of the physical causes of pile foundation
behavior is actively expanding by better definition through ongoing research,
prototype, model pile, and pile group testing and development of more refined
analytical models, this manual is intended to provide examples and procedures
of what has been proven successful. This is not the last nor final word on
the state of the art for this technology. We expect, as further practical
design and installation procedures are developed from the expansion of this
technology, that these updates will be issued as changes to this manual.
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testing procedures, load test methods, analysis techniques, allowable criteria,
design procedures, and construction consideration for the selection,
design, and installation of pile foundations. The guidance is based on the
present state of the technology for pile-soil-structure-foundation interaction
behavior. This manual provides design guidance intended specifically for the
geotechnical and structural engineer but also provides essential information
for others interested in pile foundations such as the construction engineer in
understanding construction techniques related to pile behavior during installation.
Since the understanding of the physical causes of pile foundation
behavior is actively expanding by better definition through ongoing research,
prototype, model pile, and pile group testing and development of more refined
analytical models, this manual is intended to provide examples and procedures
of what has been proven successful. This is not the last nor final word on
the state of the art for this technology. We expect, as further practical
design and installation procedures are developed from the expansion of this
technology, that these updates will be issued as changes to this manual.
Download File
Retaining and Flood Walls
This manual provides guidance for the safe design and economical
construction of retaining and flood walls. This manual is intended primarily
for retaining walls which will be subjected to hydraulic loadings such as
flowing water, submergence, wave action, and spray, exposure to chemically
contaminated atmosphere, and/or severe climatic conditions. For the design of
retaining walls which will not be subjected to hydraulic loadings or severe
environmental conditions as described above, TM 5-818-1 may be used for
computing the loadings and evaluating the stability of the structure.
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construction of retaining and flood walls. This manual is intended primarily
for retaining walls which will be subjected to hydraulic loadings such as
flowing water, submergence, wave action, and spray, exposure to chemically
contaminated atmosphere, and/or severe climatic conditions. For the design of
retaining walls which will not be subjected to hydraulic loadings or severe
environmental conditions as described above, TM 5-818-1 may be used for
computing the loadings and evaluating the stability of the structure.
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Design of Pile Foundations
This manual provides information, foundation exploration and
testing procedures, load test methods, analysis techniques, design criteria
and procedures, and construction considerations for the selection, design, and
installation of pile foundations. The guidance is based on the present state
of technology for pile-soil-structure-foundation interaction behavior. This
manual provides design guidance intended specifically for geotechnical and
structural engineers and essential information for others interested in understanding
construction techniques related to pile behavior during installation.
The understanding of pile foundation behavior is actively expanding by ongoing
research, prototype, model pile, and pile group testing and development of
more refined analytical models. However, this manual is intended to provide
examples and procedures of proven technology. This manual will be updated as
changes in design and installation procedures are developed.
Download File
testing procedures, load test methods, analysis techniques, design criteria
and procedures, and construction considerations for the selection, design, and
installation of pile foundations. The guidance is based on the present state
of technology for pile-soil-structure-foundation interaction behavior. This
manual provides design guidance intended specifically for geotechnical and
structural engineers and essential information for others interested in understanding
construction techniques related to pile behavior during installation.
The understanding of pile foundation behavior is actively expanding by ongoing
research, prototype, model pile, and pile group testing and development of
more refined analytical models. However, this manual is intended to provide
examples and procedures of proven technology. This manual will be updated as
changes in design and installation procedures are developed.
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Design and Construction of Driven Pile Foundations—Lessons Learned on the Central Artery/Tunnel Project
Pile foundations are used extensively for the support of buildings, bridges, and other structures to
safely transfer structural loads to the ground and to avoid excess settlement or lateral movement.
They are very effective in transferring structural loads through weak or compressible soil layers
into the more competent soils and rocks below. A “driven pile foundation” is a specific type of
pile foundation where structural elements are driven into the ground using a large hammer. They
are commonly constructed of timber, precast prestressed concrete (PPC), and steel (H-sections
and pipes).
Historically, piles have been used extensively for the support of structures in Boston, MA. This
is mostly a result of the need to transfer loads through the loose fill and compressible marine
clays that are common in the Boston area. Driven piles, in particular, have been a preferred
foundation system because of their relative ease of installation and low cost. They have played
an important role in the Central Artery/Tunnel (CA/T) project.
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safely transfer structural loads to the ground and to avoid excess settlement or lateral movement.
They are very effective in transferring structural loads through weak or compressible soil layers
into the more competent soils and rocks below. A “driven pile foundation” is a specific type of
pile foundation where structural elements are driven into the ground using a large hammer. They
are commonly constructed of timber, precast prestressed concrete (PPC), and steel (H-sections
and pipes).
Historically, piles have been used extensively for the support of structures in Boston, MA. This
is mostly a result of the need to transfer loads through the loose fill and compressible marine
clays that are common in the Boston area. Driven piles, in particular, have been a preferred
foundation system because of their relative ease of installation and low cost. They have played
an important role in the Central Artery/Tunnel (CA/T) project.
Download File
Builder’s Foundation Handbook
The foundation of a house is a somewhat
invisible and sometimes ignored component
of the building. It is increasingly evident,
however, that attention to good foundation
design and construction has significant
benefits to the homeowner and the builder,
and can avoid some serious future problems.
Good foundation design and construction
practice means not only insulating to save
energy, but also providing effective
structural design as well as moisture, termite,
and radon control techniques where
appropriate.
The purpose of this handbook is to
provide information that will enable
designers, builders, and homeowners to
understand foundation design problems and
solutions. This chapter provides the general
background and introduction to foundation
design issues. Section 1.1 explains the
practical and economic advantages of good
foundation design.
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invisible and sometimes ignored component
of the building. It is increasingly evident,
however, that attention to good foundation
design and construction has significant
benefits to the homeowner and the builder,
and can avoid some serious future problems.
Good foundation design and construction
practice means not only insulating to save
energy, but also providing effective
structural design as well as moisture, termite,
and radon control techniques where
appropriate.
The purpose of this handbook is to
provide information that will enable
designers, builders, and homeowners to
understand foundation design problems and
solutions. This chapter provides the general
background and introduction to foundation
design issues. Section 1.1 explains the
practical and economic advantages of good
foundation design.
Download File
Kamis, 03 Juni 2010
Design of steel structures Part 1.1: General rules and rules for buildings
Introduction
This National Application Document (NAD) has been prepared under the direction of the Technical Sector
Board for Building and Civil Engineering. It has been developed from:
a) a textual examination of ENV 1993-1-1:1992;
b) a parametric calibration against BS 5950, supporting standards and test data;
c) trial calculations.
1 Scope
This NAD provides information to enable ENV 1993-1-1:1992 (EC3-1.1) to be used for the design of
buildings to be constructed in the UK.
2 References
2.1 Normative references
This National Application Document incorporates, by reference, provisions from specific editions of other
publications. These normative references are cited at the appropriate points in the text and the
publications are listed on page xix. Subsequent amendments to, or revisions of, any of these publications
apply to this National Application Document only when incorporated in it by updating or revision.
2.2 Informative references
This National Application Document refers to other publications that provide information or guidance.
Editions of these publications current at the time of issue of this standard are listed on page xix, but
reference should be made to the latest editions.
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This National Application Document (NAD) has been prepared under the direction of the Technical Sector
Board for Building and Civil Engineering. It has been developed from:
a) a textual examination of ENV 1993-1-1:1992;
b) a parametric calibration against BS 5950, supporting standards and test data;
c) trial calculations.
1 Scope
This NAD provides information to enable ENV 1993-1-1:1992 (EC3-1.1) to be used for the design of
buildings to be constructed in the UK.
2 References
2.1 Normative references
This National Application Document incorporates, by reference, provisions from specific editions of other
publications. These normative references are cited at the appropriate points in the text and the
publications are listed on page xix. Subsequent amendments to, or revisions of, any of these publications
apply to this National Application Document only when incorporated in it by updating or revision.
2.2 Informative references
This National Application Document refers to other publications that provide information or guidance.
Editions of these publications current at the time of issue of this standard are listed on page xix, but
reference should be made to the latest editions.
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SEISMIC DESIGN FOR BUILDINGS
These Unified Facilities Criteria (UFC) provide technical guidance for the earthquake-resistant (“seismic”) design of new buildings, and nonstructural systems and components in those buildings, for the Department of Defense (DoD), based on an adaptation of the 2003 Edition of the International Building Code (IBC 2003). The criteria further provide limited technical guidance for seismic evaluation and strengthening of existing buildings. This information shall be used by structural engineers to develop design calculations, specifications, plans, and Design-Build Requests for Proposals (RFPs), and it shall serve as the minimum seismic design requirement for DoD buildings.
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Engineering Properties of Resin Modified Pavement (RMP) for Mechanistic Design
Resin modified pavement (RMP) is a composite pavement sufiacing that
uses a unique combination of asphalt concrete (AC) and portland cement concrete
(PCC) materials in the same layer. The RMP layer is generally described as an
open-graded asphalt concrete mixture containing 25- to 35-percent air voids which
are filled with a resin modified portland cement grout. The “open-graded asphalt
concrete mixture and resin modified portland cement grout are produced and
placed separately. The RMP is typically a 50-mm-thick layer placed on top of a
flexible pavement substructure when newly-constructed. This same thickness may
be placed on existing flexible or rigid pavement structures as well.
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uses a unique combination of asphalt concrete (AC) and portland cement concrete
(PCC) materials in the same layer. The RMP layer is generally described as an
open-graded asphalt concrete mixture containing 25- to 35-percent air voids which
are filled with a resin modified portland cement grout. The “open-graded asphalt
concrete mixture and resin modified portland cement grout are produced and
placed separately. The RMP is typically a 50-mm-thick layer placed on top of a
flexible pavement substructure when newly-constructed. This same thickness may
be placed on existing flexible or rigid pavement structures as well.
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Selasa, 01 Juni 2010
SOILS AND GEOLOGY PROCEDURES FOR FOUNDATION DESIGN OF BUILDINGS AND OTHER STRUCTURES (EXCEPT HYDRAULIC STRUCTURES)
This manual presents guidance for
selecting and designing foundations and associated
features for buildings, retaining structures, and
machinery. Foundations for hydraulic structures are not
included. Foundation design differs considerably from
design of other elements of a structure because of the
interaction between the structure and the supporting
medium (soil and/or rock).
Information contained herein is directed
toward construction usually undertaken on military
reservations, although it is sufficiently general to permit
its use on a wide variety of construction projects.
a. This manual includes-
(1) A brief summary of fundamental
volumetric - gravimetric relationships.
(2) Summaries of physical and engineering
properties of soil and rock.
(3) General descriptions of field and
laboratory investigations useful for foundation selection
and design.
(4) Design procedures for construction
aspects, such as excavated slopes and shoring.
(5) Empirical design equations and
simplified methods of analysis, including design charts,
soil property-index correlations, and tabulated data.
(6) Selected design examples to illustrate
use of the analytical methods.
b. Since the user is assumed to have some
familiarity with geotechnical engineering, design equations
and procedures are presented with a minimum of
theoretical background and no derivations. The topics of
dewatering and groundwater control, pile foundations,
and foundations on expansive soils are covered in
greater depth in separate technical manuals and are only
treated briefly in this manual.
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selecting and designing foundations and associated
features for buildings, retaining structures, and
machinery. Foundations for hydraulic structures are not
included. Foundation design differs considerably from
design of other elements of a structure because of the
interaction between the structure and the supporting
medium (soil and/or rock).
Information contained herein is directed
toward construction usually undertaken on military
reservations, although it is sufficiently general to permit
its use on a wide variety of construction projects.
a. This manual includes-
(1) A brief summary of fundamental
volumetric - gravimetric relationships.
(2) Summaries of physical and engineering
properties of soil and rock.
(3) General descriptions of field and
laboratory investigations useful for foundation selection
and design.
(4) Design procedures for construction
aspects, such as excavated slopes and shoring.
(5) Empirical design equations and
simplified methods of analysis, including design charts,
soil property-index correlations, and tabulated data.
(6) Selected design examples to illustrate
use of the analytical methods.
b. Since the user is assumed to have some
familiarity with geotechnical engineering, design equations
and procedures are presented with a minimum of
theoretical background and no derivations. The topics of
dewatering and groundwater control, pile foundations,
and foundations on expansive soils are covered in
greater depth in separate technical manuals and are only
treated briefly in this manual.
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Personal Protective Grounding for Electric Power Facilities and Power Lines
This Facilities Instructions, Standards, and Techniques (FIST) Volume is to establish
clear and consistent instructions and procedures for temporary grounding of deenergized
and isolated high-voltage equipment (over 600 volts) for the purpose of
bare hand contact. This FIST applies to those facilities of the Federal power and
water systems for which the Bureau of Reclamation (Reclamation) and its
contractors and agents are responsible, and includes power and pumping plants,
switchyards and substations, and transmission lines.
A current copy of this document shall be readily available at each Reclamation office
and facility and to each employee that works on equipment required to be protective
grounded. A quick reference guide to grounding procedure contained in this FIST is
presented in flow chart format in appendix G.
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clear and consistent instructions and procedures for temporary grounding of deenergized
and isolated high-voltage equipment (over 600 volts) for the purpose of
bare hand contact. This FIST applies to those facilities of the Federal power and
water systems for which the Bureau of Reclamation (Reclamation) and its
contractors and agents are responsible, and includes power and pumping plants,
switchyards and substations, and transmission lines.
A current copy of this document shall be readily available at each Reclamation office
and facility and to each employee that works on equipment required to be protective
grounded. A quick reference guide to grounding procedure contained in this FIST is
presented in flow chart format in appendix G.
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Design, Construction, and Operation SMALL WASTEWATER SYSTEMS
1-1. Purpose
This manual is intended to provide guidance and criteria for the design and selection of small-scale
wastewater treatment facilities. It provides both the information necessary to select, size, and design such
wastewater treatment unit processes, and guidance to generally available and accepted references for such
information. For the purpose of this manual, small-scale wastewater treatment systems are those with
average daily design flows less than 379 000 liters per day (L/d) or 100,000 gallons per day (gal/d),
including septic tanks for flows less than 18 900 L/d (5000 gal/d), small prefabricated or package plants
for flows between 18 900 L/d (5000 gal/d) and 190 000 L/d (50,000 gal/d), and larger prefabricated
treatment systems with capacities of no more than 379 000 L/d (100,000 gal/d).
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This manual is intended to provide guidance and criteria for the design and selection of small-scale
wastewater treatment facilities. It provides both the information necessary to select, size, and design such
wastewater treatment unit processes, and guidance to generally available and accepted references for such
information. For the purpose of this manual, small-scale wastewater treatment systems are those with
average daily design flows less than 379 000 liters per day (L/d) or 100,000 gallons per day (gal/d),
including septic tanks for flows less than 18 900 L/d (5000 gal/d), small prefabricated or package plants
for flows between 18 900 L/d (5000 gal/d) and 190 000 L/d (50,000 gal/d), and larger prefabricated
treatment systems with capacities of no more than 379 000 L/d (100,000 gal/d).
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Engineering and Design CATHODIC PROTECTION SYSTEMS FOR CIVIL WORKS STRUCTURES
1-1. Purpose and Scope.
This manual provides guidance for the selection, design, installation,
operation, and maintenance of cathodic protection systems (CPSs) used to supplement paint
systems for corrosion control on civil works hydraulic structures. It also discusses possible
solutions to some of the problems with CPSs that may be encountered at existing projects.
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This manual provides guidance for the selection, design, installation,
operation, and maintenance of cathodic protection systems (CPSs) used to supplement paint
systems for corrosion control on civil works hydraulic structures. It also discusses possible
solutions to some of the problems with CPSs that may be encountered at existing projects.
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MENGATASI EMISI MELALUI PERENCANAAN SISTEM TRANSPORTASI PERKOTAAN DAN KEBIJAKAN PENGENDALIANNYA
Secara spacial, aktivitas wilayah perkotaan tidak bisa dilepaskan dari sektorsektor
permukiman, transportasi, komersial, industri, pengelolaan limbah padat dan
sektor penunjang lainnya. Hal itu semua merupakan kegiatan yang potensial dalam
mengubah kualitas udara perkotaan itu sendiri. Perkembangan sektor perkotaan ini sangat
dinamik dan tentu saja mengikuti perkembangan sosial ekonomi perkotaan. Diperkirakan
dengan semakin berkembangnya wilayah perkotaan, dalam hal ini wilayah spacial yang
skala aktivitas ekonominya semakin besar, akan menambah beban pencemaran udara
yang dikeluarkan ke atmosfer perkotaan. Dampak pencemaran udara semakin terasa di
daerah pusat kegiatan ekonomi dan perkotaan-perkotaan besar.
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permukiman, transportasi, komersial, industri, pengelolaan limbah padat dan
sektor penunjang lainnya. Hal itu semua merupakan kegiatan yang potensial dalam
mengubah kualitas udara perkotaan itu sendiri. Perkembangan sektor perkotaan ini sangat
dinamik dan tentu saja mengikuti perkembangan sosial ekonomi perkotaan. Diperkirakan
dengan semakin berkembangnya wilayah perkotaan, dalam hal ini wilayah spacial yang
skala aktivitas ekonominya semakin besar, akan menambah beban pencemaran udara
yang dikeluarkan ke atmosfer perkotaan. Dampak pencemaran udara semakin terasa di
daerah pusat kegiatan ekonomi dan perkotaan-perkotaan besar.
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LAJUR KHUSUS SEPEDA MOTOR
Daerah Khusus Ibukota (DKI) Jakarta adalah sebuah provinsi sekaligus ibu kota Indonesia. Jakarta merupakan sebuah kota yang amat besar dan sekaligus ibu kota Indonesia, maka kota ini mempunyai status yang sama dengan sebuah provinsi. Sedangkan luasnya adalah 661,62 km2 . Dengan jumlah penduduk 8.603.776 dengan kepadatan16.667/km2. Wilayah DKI terdiri dari 1 Kabupaten, 5Kodya/Kota, 44 Kecamatan dan 267 Kelurahan/Desa. Suku-suku yang tinggal di DKI adalah hampir semua suku yang ada di Indonesia. Yang menonjol antara lain: Betawi , Suku Jawa, Suku Sunda, Tionghoa (10%). Agama yang dianut Islam (86%), Protestan (6%), Katolik (4%), Buddha (4%), sisanya Hindu dan lain-lain.
Masalah kecelakaan lalu lintas berdampak luas dan juga dapat menimbulkan keresahan dan tentu menghambat atau mengganggu warga masyarakat yang melaksanakan aktifitas atau produktifitasnya. Penyebab yang terbesar adalahperilaku yang disebabkan tindakan manusia.
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Masalah kecelakaan lalu lintas berdampak luas dan juga dapat menimbulkan keresahan dan tentu menghambat atau mengganggu warga masyarakat yang melaksanakan aktifitas atau produktifitasnya. Penyebab yang terbesar adalahperilaku yang disebabkan tindakan manusia.
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LALU LINTAS DAN PERMASALAHANNYA
Undang-undang Nomor 17 tahun 2007 tentang rencana pembangunan jangka panjang 2005-2025 menggariskan depan sasaran pokok sebagai ukuran tercapainya Indoneia yang maju, mandiri,dan adil. Salah satu sasaran tersebut adalah terwujudnya Indonesia sebagai negara kepulauan yang mandiri, maju, kuat dan berbasiskan kepentingan nasional yang ditandai antara lain oleh terbangunnya jaringan saranadan prasarana transportasi sebagai perekat semua pulau dan kepulauan indonesia. Sementara itu salah satu depan dari delapan arah pembangunan jangka panjang tahun 2005-2025 adalah terwujudnya bangsa Indonesia yang berdaya saing tinggi yang antara lain hanya dapat direalisaikan melalui pembangunan transportasi yang mampu mendukung kegiatan ekonomi, sosial, budaya, dan lingkungan. Transportasi yang seperti itu hanya dapat terwujudkan melalui pembangunan jaringan infrastruktur dan pelayanan multimoda dan antar moda dengan pendekatan pengembangan wilayah sehingga tercapai pemerataan pembangunan dan pertumbuhan ekonomi nasional.
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