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Statics and Mechanics of Materials SI
Russell C. Hibbeler,
Prentice Hall Singapore
2004-07-28
ISBN: 0131290118
789 pages
PDF 50.5 MB
For introductory dynamics courses found in mechanical engineering, civil engineering, aeronautical engineering, and engineering mechanics departments. This best-selling text offers a concise and thorough presentation of engineering mechanics theory and application. The material is reinforced with numerous examples to illustrate principles and imaginative, well-illustrated problems of varying degrees of difficulty. The text is committed to developing students' problem-solving skills and includes pedagogical features that have made Hibbeler synonymous with excellence in the field. The Tenth edition features new "Photorealistic" figures. Approximately 400 key figures have been rendered in often 3D photo quality detail to appeal to visual learners. The new edition also features an improved free Student Study Pack that now provides chapter-by-chapter study materials as well as a tutorial on free body diagrams. Professor supplements include an improved IRCD with 600+ Statics and Dynamics PowerPoint lecture slides, additional PowerPoint slides of every example and figure, tutorial animations, and pdf files of solutions and figures. The new edition also features PHGradeAssist - Prentice Hall's on-line algorithmic homework system. New for 2005 - This text now features a complete OneKey course with editable homework, solutions, animations, and Active Book, and PHGA.
A comprehensive and well-illustrated introduction to theory and application of statics and mechanics of materials. The text presents a commitment to the development of student problem-solving skills and features many pedagogical aids unique to Hibbeler texts.
This SI Edition is based of Hibbeler Statics and Mechanics of Materials 2e US edition, where all examples, exercises and solutions have been adapted into SI units, wherever US customary units were used.
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If you use the Etabs or Sap2000 to design concrete columns, take this tip:
The Etabs and Sap2000 design the elements "columns" according to the ACI-318, however their don't check the next:
If the ultimate axial load (phi*Pn) < (0.10*fc'*Ag) , you should to design the element like a element in flexion (in both directions) without to considerer the axial load, I mean, you should design it like a beam.
where:
phi = strength reduction factor
Pn = nominal axial load strenght
fc' = compresive strength of concrete
Ag = gross area of section
This check is comun in the columns of the last story or with roof light.
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Autodesk (formerly Discreet) brings out a much-welcomed new version of its flagship animation system for desktops, 3ds Max 8. While the news of Autodesk acquiring Alias (and its Maya) has a lot of heads spinning with anticipation of some possible 3D super-product, for now we'll focus on the newest features in one of the most powerful and respected 3D programs out there. Max is used for broadcast animation, 3D film and video work, and is the development platform for countless games, both for current and next-gen consoles.
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AutoCAD Architecture provides the best AutoCAD-based design and documentation productivity for architects. The software gives you more tools that automate tedious drafting tasks, enabling you to create your architectural documentation faster.
This is better for architects. Efficient creation of construction documents is enhanced through easy-to-use features for architectural drafting and design.
Thanks everybody
regards
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FEMA 451 - NEHRP RECOMMENDED PROVISIONS for SEISMIC DESIGN OF STEEL STRUCTURES
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NEHRP RECOMMENDED PROVISIONS for SEISMIC DESIGN OF STEEL STRUCTURES
This post is a 120 slides from Power Point presentation of FEMA 451
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Statistics of SDF System Estimate of Roof Displacement for Pushover Analysis of Buildings
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Anil K. Chopra, University of California - Berkeley
Rakesh K. Goel, California Polytechnic State University - San Luis Obispo
Chatpan Chintanapakdee, University of California - Berkeley
Investigated in this report is the basic premise that the roof displacement of a multistory building can be determined from the deformation of an SDF system. For this purpose, the response of both systems is determined rigorously by nonlinear response history analysis, without introducing any of the approximations underlying the simplified methods for estimating the deformation of an SDF system (see, e.g., FEMA-273 or ATC-40 guidelines). The statistics of the SDF-system estimate of roof displacement are presented for a variety of building frames and six SAC buildings subjected to ground motion ensembles.
Two sets of structural systems and ground motions are considered. The first set is generic one-bay frames of six different heights: 3, 6, 9, 12, 15, and 18 stories designed for ductility factor μ= 1, 1.5, 2, 4, and 6 subjected to 20 large-magnitude, small-distance records. The second set is six “SAC” buildings—9- and 20-story model buildings designed according to Los Angeles, Seattle, and Boston codes—subjected to 20 ground motion records representing 2% probability of exceedance in 50 years.
Presented are the statistics of two roof-displacement, ur, ratios, (ur*)SDF = (ur)SDF ÷ (ur)NL-RHA and (ur*)MPA =(ur)MPA ÷ (ur)NL-RHA, where the subscripts NLRHA, MPA, and SDF denote the exact peak value determined by nonlinear RHA, approximate value from modal pushover analyses (MPA), and the SDF-system estimate. The data presented include histograms of the 20 values, range of values, median value, and dispersion measure.
These data for generic frames indicate that the first-“mode” SDF system overestimates the median roof displacement for systems subjected to large ductility demand μ, but underestimates for small μ, The bias and dispersion tend to increase for longer-period systems for every value of μ. Similar data for SAC buildings demonstrate that the bias and dispersion on the SDF estimate of roof displacement increases when P-delta effects (due to gravity loads) are included. The SDF estimate of roof displacement due to individual ground motions can be alarmingly small (as low as 0.312 to 0.817 of the “exact” value for the six SAC buildings) or surprisingly large (as large as 1.45 to 2.15 of the “exact” value for Seattle and Los Angeles buildings), especially when P-delta effects are included. The situation is worse than indicated by these data because they do not include several cases where the first-“mode” SDF system collapsed but the building as a whole did not. This large discrepancy arises because for individual ground motions the SDF system may underestimate or overestimate the yielding-induced permanent drift in the “exact” response determined by nonlinear RHA.
While this discrepancy is not improved significantly by including higher “mode” contributions, the MPA procedure has the advantage of reducing the dispersion in the roof displacement and the underestimation of the median roof displacement for elastic or nearly elastic cases at the expense of increasing slightly the overestimate of roof displacement of buildings responding far into the inelastic range.
A Modal Pushover Analysis Procedure to Estimate Seismic Demands for Buldings
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by:
Anil K. Chopra, University of California - Berkeley
Rakesh K. Goel, California Polytechnic State University - San Luis Obispo
The principal objective of this investigation is to develop a pushover analysis procedure based on structural dynamics theory, which retains the conceptual simplicity and computational attractiveness of current procedures with invariant force distribution, but provides superior accuracy in estimating seismic demands on buildings.
The standard response spectrum analysis (RSA) for elastic buildings is reformulated as a Modal Pushover Analysis (MPA). The peak response of the elastic structure due to its nth vibration mode can be exactly determined by pushover analysis of the structure subjected to lateral forces distributed over the height of the building according to s*n = mφn, where m is the mass matrix and φn its nth-mode, and the structure is pushed to the roof displacement determined from the peak deformation Dn of the nth-mode elastic SDF system. Combining these peak modal responses by modal combination rule leads to the MPA procedure.
The MPA procedure is extended to estimate the seismic demands for inelastic systems: First, a pushover analysis determines the peak response rno of the inelastic MDF system to individual modal terms, peff,n(t) = −snüg (t) , in the modal expansion of the effective earthquake forces, peff,n (t) = −mιüg (t) . The base shear-roof displacement (Vbn −um ) curve is developed from a pushover analysis for force distributions*n. This pushover curve is idealized as bilinear and converted to the force-deformation relation for the nth-“mode” inelastic SDF system. The peak deformation of this SDF system is used to determine the roof displacement, at which the seismic response, rno , is determined by pushover analysis. Second, the total demand, ro , is determined by combining the rno (n= 1, 2,…) according to an appropriate modal combination rule.
Comparing the peak inelastic response of a 9-story SAC building determined by the approximate MPA procedure with rigorous nonlinear response history analysis (RHA) demonstrates that the approximate procedure provides good estimates of floor displacements and story drifts, and identifies locations of most plastic hinges; plastic hinge rotations are less accurate. The results presented for El Centro ground motion scaled by factors varying from 0.25 to 3.0, show that MPA estimates the response of buildings responding well into the inelastic range to a similar degree of accuracy when compared to standard RSA for estimating peak response of elastic systems. Thus the MPA procedure is accurate enough for practical application in building evaluation and design.
Comparing the earthquake-induced demands for the selected 9-story building determined by pushover analysis using three force distributions in FEMA-273, MPA, and nonlinear RHA, it is demonstrated that the FEMA force distributions greatly underestimate the story drift demands, and the MPA procedure is more accurate than all the FEMA force distributions methods in estimating seismic demands. However, all pushover analysis procedures considered do not seem to compute to acceptable accuracy local response quantities, such as hinge plastic rotations. Thus the present trend of comparing computed hinge plastic rotations against rotation limits established in FEMA-273 to judge structural performance does not seem prudent. Instead, structural performance evaluation should be based on story drifts known to be closely related to damage and can be estimated to a higher degree of accuracy by pushover analyses.
Capacity Demand Diagram Methods for Estimating Seismic Deformation of Inelastic Structures: SDF Systems
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by:
Anil K. Chopra, University of California - Berkeley
Rakesh K. Goel, California Polytechnic State University - San Luis Obispo
The ATC-40 and FEMA-274 documents contain simplified nonlinear analysis procedures to determine the displacement demand imposed on a building expected to deform inelastically. The Nonlinear Static Procedure in these documents, based on the capacity spectrum method, involves several approximations: The lateral force distribution for pushover analysis and conversion of these results to the capacity diagram are based only on the fundamental vibration mode of the elastic system. The earthquake-induced deformation of an inelastic SDF system is estimated by an iterative method requiring analysis of a sequence of equivalent linear systems, thus avoiding the dynamic analysis of the inelastic SDF system. This last approximation is first evaluated in this report, followed by the development of an improved simplified analysis procedure, based on capacity and demand diagrams, to estimate the peak deformation of inelastic SDF systems.
Several deficiencies in ATC-40 Procedure A are demonstrated. This iterative procedure did not converge for some of the systems analyzed. It converged in many cases, but to a deformation much different than dynamic (nonlinear response history or inelastic design spectrum) analysis of the inelastic system. The ATC-40 Procedure B always gives a unique value of deformation, the same as that determined by Procedure A if it converged.
The peak deformation of inelastic systems determined by ATC-40 procedures are shown to be inaccurate when compared against results of nonlinear response history analysis and inelastic design spectrum analysis. The approximate procedure underestimates significantly the deformation for a wide range of periods and ductility factors with errors approaching 50%, implying that the estimated deformation is about half the “exact” value.
Surprisingly, the ATC-40 procedure is deficient relative to even the elastic design spectrum in the velocity-sensitive and displacement-sensitive regions of the spectrum. For periods in these regions, the peak deformation of an inelastic system can be estimated from the elastic design spectrum using the well-known equal displacement rule. However, the approximate procedure requires analyses of several equivalent linear systems and still produces worse results.
Finally, an improved capacity-demand-diagram method that uses the well-known constant-ductility design spectrum for the demand diagram has been developed and illustrated by examples. This method gives the deformation value consistent with the selected inelastic design spectrum, while retaining the attraction of graphical implementation of the ATC-40 methods. One version of the improved method is graphically similar to ATC-40 Procedure A whereas a second version is graphically similar to ATC-40 Procedure B. However, the improved procedures differ from ATC-40 procedures in one important sense. The demand is determined by analyzing an inelastic system in the improved procedure instead of equivalent linear systems in ATC-40 procedures.
The improved method can be conveniently implemented numerically if its graphical features are not important to the user. Such a procedure, based on equations relating Ry and µ for different T n ranges, has been presented, and illustrated by examples using three different Ry - µ - T n relations.
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Description:
In this course includes the program Rosetta Stone 3.3.5 and levels of English (American) 1-2-3. Rosetta Stone - No.1 in the world among linguistic software. Rosetta Stone is the most natural and native, and therefore the most effective way to study for a man of almost any foreign language. The company uses specially developed technology Dynamic Immersion - dynamic immersion.
Extras. Information:
Install Rosetta Stone 3.3.5 for Windows:
Run the main installation file RosettaStoneSetup.exe, after installation copy RosettaStoneVersion3.exe from folder Crack in a folder with the program. Do not update the program on the Internet and do not click on the registration, if the program you are asked. In the window of activation / registration, press the "Later" (Later).
Install Rosetta Stone 3.3.5 for Mac OS:
Open the Rosetta Stone Setup.dmg, run and install the program (script Update), after installation copy the file mdm.dat from folder Crack in the directory/Applications/Rosetta Stone Version 3.app/Contents/Resources (with the replacement of an existing file). Do not update the program from the network and not register/activate the program, with press queries always "Later" (Later).
Setting English (American) 1-2-3:
1. Install the program "RosettaStoneSetup.exe" in the folder "Application"
2. Do not start the program after the installation.
3. Copy the crack "RosettaStoneVersion3.exe" in the installation folder (C:\Program Files\Rosetta Stone\Rosetta Stone Version 3).
4. Run the program and skip the registration by clicking on the "Register later".
5. Burn or mount with virtulnogo drive one from disk
6. Set learning.
7. Make / update updates when prompted, but has not registered and NOT ACTIVATE!
8. For other levels of version 3 to repeat steps 4-7
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