Im searching document about Performing Pushover Analysis in ETABS
I found one paper in forum but links are dead,
i found the paper in this thread:
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I have a device like the one in the picture attached.
LMSR-vk is able to perform the following DCP methods:
1. DPL (dynamic probing light) 10 kg / 50 cm
2. DPM (dynamic probing medium) 30 kg / 50 cm
3. DPH (dynamic probing heavy) 50 kg / 50 cm
4. DPSH-A (dynamic probing super heavy) 63,5 kg / 50 cm.
5. DPSH-B (dynamic probing super heavy) 63,5 kg / 75 cm.
Curently i am using the DPSH-B with readings of N at every 20cm (N20)
I am interesting in using the program NOVOSPT. For that i have to convert the N20 in N60 . Can anyoane help me in this problem? A book or a code will be very appreciated.
This European Standard specifies the nominal dimensions and the tolerances on dimensions and
shape of hot-rolled round steel bars
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Author: J. S. West, C. J. Larosche, B. D. Koester, J. E. Breen, and M. E. Kreger | Size: 5.5 MB | Format:PDF | Publisher: University of Texas at Austin | Year: 1999 | pages: 186
Durability design requires an understanding of the factors influencing durability and the measures necessary to improve durability
of concrete structures. The objectives of this report are to:
1. Survey the condition of bridge substructures in Texas;
2. Provide background material on bridge substructure durability; and
3. Review durability research and field experience for post-tensioned bridges.
A condition survey of existing bridges in Texas was used to identify trends in exposure conditions and common durability
problems. The forms of attack on durability for bridge substructures in Texas are reviewed. Basic theory for corrosion of steel in
concrete is presented, including the effect of cracking. Corrosion protection measures for post-tensioned concrete are presented.
Literature on sulfate attack, freeze-thaw damage, and alkali-aggregate reaction is summarized. Literature on the field performance
of prestressed concrete bridges and relevant experimental studies of corrosion in prestressed concrete is included. Crack prediction
methods for prestressed concrete members are presented.
This report is part of Project 0-1405, “Durability Design of Post-Tensioned Bridge Substructure Elements.” The information in
this report was used to develop the experimental programs described in Research Reports 1405-2 and 1405-3 and in the preparation
of durability design guidelines in Report 1405-5.
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Carbon dioxide uptake in demolished and crushed concrete
Author: Christian J. Engelsen, Jacob Mehus, Claus Pade and Dag Henning Sæther | Size: 1.1 MB | Format:PDF | Publisher: Norwegian Building Research Institute | Year: 2005 | pages: 38 | ISBN: 82-536-0900-0
Recycled Concrete Aggregates (RCA) produced in the Nordic countries was summarized and its
scenario applications with regard to the grain size were described. The CO2 uptake to different crushed
concrete types was then measured by conducting extensive accelerated laboratory tests, in order to
document any differences in the uptake rate between the different crushed concrete samples.
Furthermore, the maximum uptake of CO2 within reasonable testing time in laboratory was also
determined.
The annually volumes of concrete rubble generated in the Nordic countries, except for Island, was
estimated to be in the range of 0.6 to 1.2 million ton. From these concrete rubble volumes, the
production of RCA were calculated to be in the range of 0.2 to 1.0 million ton corresponding to a
recycling level of 30-90 %. In Norway, Finland and Sweden the current recycling level is at 30, 50 and
60 % respectively. However, these countries reported that the target recycling level is 70 % by the end
of 2010. The current recycling level in Denmark was reported to be 90 % and is expected to be the
same by the end of 2010. In Finland, however, a major increase in the concrete rubble generation
(from 45 % to 60 %) as well as the expected increase in the recycling level results in a major increase
in the RCA production by the end of 2010. The annual concrete rubble generation in Island is
approximately 50 000 ton which is landfilled.
In the laboratory different concrete mixes were tested for CO2 uptake. After hardening the mixes were
crushed into different grain sizes. It was found that 60-80 % of the CO2 released released during
calcination is reabsorbed to the concrete mixtures with w/c of 0.6 or higher for the grain size of 1-8
mm within 20-35 days of exposure. Furthermore, the calculation showed that 60-90 % of the total CaO
in the same samples was carbonated. Determination of the total carbon in the carbonated samples by
total combustion and CO2 detection showed reasonable agreement with the measured CO2 uptake.
The w/c ratio was found to be crucial as expected. Comparison of the mixes with the w/c ratios from
0.4 up to 0.75 showed large differences as the highest w/c ratio gave the highest carbonation rate.
Thus, it was found that more than 90 % and less than 10 % of the CO2 was absorbed within the first 50
hours of exposure for the mixes with w/c of 0.75 and 0.4 respectively testing samples with grain size
of 1-8 mm. Coarser aggregate samples carbonated significantly slower.
Although the reaction kinetics varied due to the changing CO2 partial pressure in the exposure
desiccators, this test setup provided a fairly rapid quantification of the carbonation rate in between
different concrete mixes. The tests also gave a realistic measurement of the total CO2 uptake for the
different samples which can support the documentation of concrete carbonation during service life and
secondary use.
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Construction Management in Japan - notes from a short visit
Author: Odd Sjøholt | Size: 0.3 MB | Format:PDF | Publisher: Norwegian Building Research Institute | Year: 1999 | pages: 59 | ISBN: 82-536-0665-6
This report gives some informal notes on management of construction in Japan, as seen by the eyes of myself, the Norwegian author, after a two-week study tour in May-June 1999. The two first chapters describe my understanding in forehand, and were written before the travel and sent to the people I was going to visit.
The introductory chapter ZZ is summarising the management topics my Institute and especially myself have concentrated on since the 1960’s. It clearly shows how different epochs of management focus topics have passed by over time. It should also indicate how a research institute as a foundation in a small country as Norway is central in developing practical management tools and applications in direct co-operation with the individual actors in the construction industry itself.
The following chapter ZZ describes the knowledge of Japan achieved before the visit. It includes a listing and short abstract from literature on construction management in Japan, which I have read and used as a baseline for the chosen study topics. I have focussed on the Japanese differences from concepts and methods known from Norway and other Western Countries. Little information was found in the literature about any systematic R&D on construction management concepts, aiming at increasing the effectivity and efficiency as such. The chapter ends with a description and listing of topics for further questioning during the visit.
ZZ is a chapter describing day by day the performed visits. The minutes for each day indicate all the main topics being treated. Each host provided information about his working area, and somewhat illustrated other relevant areas. The presentations given were of great value, and extracts is utilised directly or indirectly in the report. Discussions were deepest in the smaller fora, that means in the institutes and universities. I met representatives of many parts of construction, but was missing subcontractors and mediumsised enterprises. As the hosts represented different actors or interests in the construction sector the information gathered supplemented each other rather well.
ZZ is a chapter where a great deal of my prepared questions are
enlightened. But also quite a lot of questions or details were not discussed, due to the limited
allowable time or the actual fora I met. One other important reason is of course that many
problems seen from a Norwegian angle are not relevant at the time being in Japan – and vice
versa. The chapter is structured under a great number of headlines, each representing a sort of
conclusion or finding. An overview based on adjusted headlines is as follows:
CONTENDS:
Preface......................................................................................................................................3
Content.....................................................................................................................................4
1. Summary........................................................................................................................5
2. Norwegian baseline for the study ..................................................................................8
3. Preparations and studies before the travel ...................................................................10
4. Visits, presentations and excursions............................................................................19
5. Study results and conclusions ......................................................................................44
6. References, literature....................................................................................................53
Appendix. Programme for Mr. Odd Sjøholt .........................................................................55
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Guide for the use of stainless steel reinforcement in concrete structures
Author: Gro Markeset, Steen Rostam and Oskar Klinghoffer | Size: 2.5 MB | Format:PDF | Publisher: Norwegian Building Research Institute | Year: 2006 | pages: 68 | ISBN: 82-536-0926-4
Premature deterioration of concrete buildings and infrastructure due to corrosion of reinforcement
is a severe challenge, both technically and economically. Repair-work on the public transportation
infrastructure are causing significant inconveniences and delays for both the industry and the
general public, and are now recognized as a substantial cost for the society.
In recent years there has been an increasing interest in applying stainless steel reinforcement in
concrete structures to combat the durability problems associated with chloride ingress. However,
the use of stainless steel reinforcement (SSR) has so far been limited mainly due to high costs and
lack of design guides and standards.
In 2004 a Scandinavian group was established to cope with these challenges and a Nordic
Innovation Centre project: “Corrosion resistant steel reinforcement in concrete structures
(NonCor)” was formed.
The present report; “Guide for the use of stainless steel reinforcement in concrete structures”, is the
final document of this project. The scope of this Guide is to increase the durability and service life
of concrete structures exposed to corrosive environments by focusing on two issues:
• Eliminating reinforcement corrosion by examining the core of the problem, i.e. the
reinforcement itself
• Overcoming the technical knowledge gap for application of stainless steel reinforcement in
concrete structures
The foreseen users of this Guide are:
• All parties involved in planning, design and construction of concrete structures to be
exposed to corrosive environments, - such as marine structures, coastal-near structures and
structures exposed to chloride based de-icing salts
• Owners and Clients who want to reduce or solve the corrosion problem for reinforced
concrete structures, in order to obtain a long service life with minimal maintenance
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Size effect is known as a relative change (decrease) of the structural properties (peak
resistance, ductility, etc.) when the structure size increases. In quasi brittle materials such as
concrete, this is a recognized phenomenon.
For the concrete material most focus on size effect has been connected to the tensile states of
stress. After the development of the Fictitious Crack Model (Hilleborg et al 1976), there have
been large research activities within the field of fracture mechanics applied for concrete,
particular for tensile states of stress. Based on this work it is now generally accepted that
tensile failure is localized to a limited zone and that this failure localization is the source of
the so-called size effect. In the new Eurocode 2 this size effect is implemented for punching
and shear using a size factor k= 1+ 200 / d , where d is the member depth in mm.
Compressive failure is, as in tensile failure, found to be localized to certain zones and gives
rise to a size effect (Hillerborg (1988), Bažant (1989), Markeset (1993, 1994), Markeset and
Hillerborg (1995), Bigaj and Walraven (1993), Janson and Shah (1997), Walraven (2007),
van Mier (2007)).
The compressive behaviour of concrete is one of the fundamental parameters of structural
design as most load-bearing concrete elements, such as beams, columns and slabs, experience
compressive strain gradients where the compressive strain at the critical section is in the postpeak
(softening regime) of the stress-strain curve at failure. The presently used codes of
practice do not limit their application field to some selected range of member dimensions
although experimental studies have shown that size effect of concrete loaded in compression
exists.
In this report the size effect of compressive failure of concrete members exposed to uniaxial
compression as well as compressive strain gradients is discussed.
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Author: Park, T. and Gamble, W | Size: 30 MB | Format:PDF | ISBN: 0471348503
Comprehensive, up–to–date coverage of reinforced concrete slabs–from leading authorities in the field.
Offering an essential background for a thorough understanding of building code requirements and design procedures for slabs, Reinforced Concrete Slabs, Second Edition provides a full treatment of today′s approaches to reinforced concrete slab analysis and design
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