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نوشته شده در
Tue 30 Dec 2008ساعت 9:14  توسط علی قاسم زاده
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3.2. Modeling of base-isolated structure
An analytical model of the superstructure is required, which can adequately simulate the dynamic behavior during the pseudodynamic test. For the present case, it is idealized as a three-degrees-of-freedom (DOF) system with one horizontal DOF for each floor. The mass matrix, Ms, is constructed as a diagonal matrix with lumped floor masses, whereas the stiffness matrix, Ks, is estimated on the basis of the modal properties of the fixed base structure as
where
ωs, Φ
s, and
μ are the natural frequency, mode shape matrix, and modal mass matrix of the fixed-base superstructure. Identification of the modal properties was carried out by exciting the shaking table with banded white noise. At first, the frequency response functions for the horizontal displacements were obtained, then the natural frequencies and the mode shapes were identified thereafter. The results are listed in
Table 5.
Table 5. Modal properties of fixed base superstructure
The equation of motion for the base-isolated structure can be written as
where
and
ui is the relative displacement of the
ith floor to the ground;
xi is the relative displacement of the
ith floor to the base slab;
xb is the relative displacement of the base floor to the ground;
Rb is the restoring force measured from the base isolator;

is the ground acceleration; and [
Cs] is the damping matrix of the superstructure. Introducing
Eq. 5 into
Eq. 3 and
Eq. 4, the following equation can be obtained in terms of {
u} and
xb as
where {1} is a vector with all elements equal to one.
3.3. Experimental set-up for pseudodynamic tests
The pseudodynamic test was performed using a test apparatus which has two hydraulic actuators: one in the horizontal direction and the other in the vertical direction as shown in Fig. 12. Vertical load and horizontal displacement imposed on a pair of base isolators were controlled simultaneously, whereas the displacements and restoring forces of the deformed base isolators were measured as feedback signals.
The restoring force produced from the specimens (two base isolators) during the pseudodynamic test can be measured through both load cells 1 and 2. Load cell 1 is the one built-in inside of the horizontal actuator which is located above the specimens, and load cell 2 is attached to the horizontal support below the specimens. The hysteretic relationships between the restoring force and the displacement obtained using the data from two load cells are compared for sinusoidal loads with a loading rate of 0.5 Hz in Fig. 13, and similar results are shown for a different loading rate of 0.05 Hz in Fig. 14. From the figures, it can be clearly seen that error has been introduced into the data from load cell 1. The error source consists of the inertia force from the heavy loading apparatus above the specimens and the friction force from the rollers at both ends of the loading beam. Therefore, in this study, the data from load cell 2 were used as the restoring force from the specimens. The stiffness from the skeleton curves are found to be 1.05 and 1.09 kN/cm for two different loading rates. The general shapes of the hystereses and the stiffnesses indicate that the effect of the loading rate is not significant for the cases with 0.5 and 0.05 Hz.
Fig. 13. Hysteresis loops of a quarter-scale base isolator with a loading rate of 0.5 Hz.
Fig. 14. Hysteresis loops of a quarter-scale base isolator with loading rate of 0.05 Hz.
3.4. Comparison between pseudodynamic test and shaking table test results
In order to verify the accuracy of the substructuring pseudodynamic test method for base-isolated structures, the pseudodynamic test results with the quarter-scale base isolators are compared with the shaking table test results. The results in Fig. 15 and Fig. 16 show that the acceleration responses for the El Centro earthquake obtained from two different tests agree reasonably well. The small discrepancies may be caused by the inaccuracy in the analytical model for the superstructure as well as the assumed viscous damping effect of the base isolator in the pseudodynamic test.
Fig. 15. Accelerations of roof for El Centro earthquake.
Fig. 16. Accelerations of the third floor for El Centro earthquake.
Generally, the viscous damping of the base isolator has been ignored because the seismic input energy transmitted to the base isolator would mainly be dissipated by the hysteretic damping [9]. During pseudodynamic test, the hysteretic damping effect can be automatically included through the hysteretic relationship between the displacement and the reaction force of the base isolator. On the other hand, viscous damping, which is dependent on the velocity, cannot be considered, unless the effect is added in the on-line numerical integration procedure. Fig. 17 presents the experimental results of the base floor with three different viscous damping ratios (i.e. 1, 3, and 6%) used in the numerical integration. It can be seen that the viscous damping of the base isolator should not be ignored because it played an important role in dissipating the seismic energy transmitted to the base-isolated structure. Based on the results, the pseudodynamic tests were carried out by taking the viscous damping ratio of the base isolator as 6%.
Fig. 17. Pseudodynamic test results on base floor using various viscous damping ratios for base isolator in El Centro earthquake.
3.5. Comparison between quarter-scale and prototype structures
In order to examine the effect of scaling for the base isolator, the pseudodynamic test is also conducted using the prototype base isolator, and the results for the El Centro earthquake are compared with those using the quarter-scale base isolator in Fig. 18, Fig. 19 and Fig. 20. The scale factors for the displacement and the restoring force are L and L2, as shown in Table 1, indicating that responses of the scaled model are less than those of the prototype structure. Some physical quantities, such as acceleration and strain, remain the same even after scaling. The hysteresis loops of two cases are compared in Fig. 18. It was reported that the scaled base isolators usually exhibit a smaller shear modulus than a full-scale model because of the scaling effect during the curing process. Fig. 18 shows that the general shapes of two hystereses agree reasonably well. The stiffnesses from two skeleton curves for the quarter- and full-scale specimens are 1.05 and 4.72 kN/cm, respectively. After considering the scaling factor for stiffness which is 4 as in Table 1, the effective stiffness of the quarter-scale model is 4.20 kN/cm, which is approximately 88% of the level of the stiffness of the prototype. The horizontal deformations of the base isolator and the accelerations of the base floor are compared in Fig. 19 and Fig. 20. It can be seen that the maximum horizontal displacement of the scaled model is greater that of the prototype structure by a factor of 1.1. On the other hand, the maximum acceleration is smaller that of the prototype structure by a factor of 0.9. The above results indicate that the scaling effect of the quarter-scale model is not too grave for the response prediction of the base-isolated structure.
Fig. 18. Hystereses of base isolators in El Centro earthquake.
Fig. 19. Horizontal deformations of base isolator.
Fig. 20. Accelerations of base floor in base-isolated structure.
4. Numerical simulation and comparison
Numerical simulations were also carried out to reproduce the results of the shaking table test for the base-isolated structure. The hysteretic behavior of the base isolator is modeled as a bi-linear curve based on the force–displacement relationship obtained from the preliminary quasi-static test on the base isolator. Fig. 21(a) shows the force–displacement relationship of the quarter-scale base isolator tested quasi-statically for a shear strain range of 20–120%, with a constant vertical load of 14 kN. Fig. 21(b) shows the bilinear curve obtained from the test results using a simple error minimization procedure between two curves. The same analytical model of the superstructure as used in the pseudodynamic test is used. The roof acceleration time history obtained from the numerical simulation is compared with the measurement record from the shaking table test in Fig. 22. The comparison between the two time histories is found to be not superb but acceptable. The maximum floor accelerations obtained from the shaking table test, the pseudodynamic test, and the numerical simulation are compared in Table 6. The maximum responses from the numerical analysis are found to be in reasonable agreement with two sets of the test results. The differences among the results are within 13%.
Fig. 21. Force–displacement relationship of base isolator.
Fig. 22. Roof accelerations of base-isolated structure.
Table 6. Maximum absolute accelerations from different methods (cm/s2)
5. Conclusions
A series of the shaking table and pseudodynamic tests were conducted on a three-storey steel structure supported by base isolators subjected to various earthquake loadings. Numerical simulations were also carried out to reproduce the test results. Based on the test results, the following conclusions can be drawn:
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1. Base isolation is a very effective way to reduce the seismic response of a structure, particularly floor acceleration, base shear, and overturning moment at rock or stiff-soil sites. However, at soft-soil sites, it is less effective and horizontal displacement may be severely increased.
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2. The pseudodynamic test incorporating a substructuring technique is very effective for predicting the dynamic response of the base-isolated structure.
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3. The viscous damping effect of the base isolator shall be considered in the pseudodynamic test in addition to hysteretic damping, because the former also plays an important role in dissipating the seismic energy transmitted to the base-isolated structure. In the present case, a viscous damping ratio of 6% is found to be a reasonable value.
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4. The stiffness of the scaled base isolator trends underestimated due to the scaling effect during the curing process. The displacements of the superstructure with the quarter-scale base isolators are overestimated by approximately 10%, whereas the accelerations are underestimated by 10%.
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5. Numerical analysis by employing an approximate bi-linear hysteretic model for the base isolator can reasonably simulate the earthquake responses of the base isolation system, particularly for the maximum responses.
References
2. Izumi M. State-of-the-art report: base isolation and passive seismic response control. In Proceedings of the 9th World Conference on Earthquake Engineering. Tokyo-Kyoto, Japan, 1988: pp. 385–396.
3. I. Buckle and R. Mayes, Seismic isolation: history, application, and performance—a world view.
Earthquake Spectra 6 2 (1990), pp. 161–201.
Full Text via CrossRef
4. Kelly JM. Base Isolation in Japan, 1988. Earthquake Engineering Research Center. Report no. UCB/EERC-88/20, University of California, Berkeley, 1988.
5. Aiken ID, Kelly JM, Tajirian F. Mechanics of Low Shape Factor Elastomeric Seismic Isolation Bearings. Earthquake Engineering Research Center. Report no. UCB/EERC-89/13, University of California, Berkeley, 1989.
6. Fujita, T, Fujita S, Tazaki S, Yoshizawa T, Suzuki S. Research, Development and Implementation of Rubber Bearings for Seismic Isolation. Pressure Vessels and Piping Conference, ASME, Vol. 181, Hawaii, 1989: pp. 35–42.
7. J. M. Kelly, Base isolation: linear theory and design, Earthquake Spectra.
EERI 6 2 (1990), pp. 223–244.
Full Text via CrossRef
9. G. Juhn, G. D. Manolis, M. C. Constantinou and A. M. Reinhorn, Experimental study of secondary systems in base-isolated structures.
Journal of Structural Engineering, ASCE 118 8 (1992), pp. 2204–2221.
Full Text via CrossRef
10. Shing PB, Mahin SA. Pseudodynamic Test Method for Seismic Performance Evaluation: Theory and Implementation. Earthquake Engineering Research Center. Report no. UCB/EERC-84/01, University of California, Berkeley, 1984.
11. Dermitzakis SN, Mahin SA. Development of Substructuring Techniques for On-Line Computer Controlled Seismic Performance Testing. Earthquake Engineering Research Center. Report no. UCB/EERC-85/04, University of California, Berkeley, 1985.
12. T. J. R. Hughes and W. K. Liu, Implicit–explicit finite elements in transient analysis: stability theory.
Journal of Applied Mechanics, ASME 45 (1987), pp. 371–374.
13. Nakashima M, Kaminosono T, Ishida M, Ando K. Integration Techniques for Substructure Pseudo Dynamic Test. In Proceedings of the IVth US National Conference on Earthquake Engineering, Vol. 2. Palm Springs, CA, 1990: pp. 515–524.
14. N. S. Kim and D. G. Lee, Pseudo-dynamic test for evaluation of seismic performance of base-isolated liquid storage tanks.
Engineering Structures 17 3 (1995), pp. 198–208.
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Article |
PDF (988 K)
15. Lihanand K, Tseng WS. Development and application of Realistic Earthquake Time Histories Compatible with Multiple Damping Design Spectra. In Proceedings of the 9th World Conference on Earthquake Engineering, Vol. II. August, 1988.
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نوشته شده در
Tue 30 Dec 2008ساعت 9:1  توسط علی قاسم زاده
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نوشته شده در
Thu 11 Dec 2008ساعت 20:28  توسط علی قاسم زاده
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نوشته شده در
Thu 11 Dec 2008ساعت 19:57  توسط علی قاسم زاده
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نوشته شده در
Thu 11 Dec 2008ساعت 19:53  توسط علی قاسم زاده
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نوشته شده در
Mon 8 Dec 2008ساعت 19:4  توسط علی قاسم زاده
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Clarke 90EN - Can it really weld 4mm steel?
I've always wondered whether the "hobby" mig welders were any good. The challenge for the Clarke 90EN review was to see whether it would weld at all, and then to test out the manufacturer's claims and see if it could really weld up to 4mm thick steel.
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The Clarke 90EN MIG Welder
That's just 90 amps. But it's a natty little welder that can do both gas and gasless welding. The knobs at the bottom marked "+" and "-" are for attaching the earth wire and power feed to the gun. The wires can be changed over to go from gasless to gas shielding welding. (The photo shows the set up for gasless with a positive earth).
Machine Mart claims "Power settings from 24 - 90amps. Welds mild steel up to 4mm thickness." Which seems quite a lot for such a little welder so I thought I'd put it to the test. I set it up with 0.8mm steel wire and Argon/CO2 mix shielding gas. |
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The welder works very well on thin metal. Here are some welds on 1.5mm sheet at different power settings (which are marked below the welds). I'd assumed the order of increasing power would be 1min, 1max, 2min, 2max. But I admit I haven't read the manual. The order of increasing power appears to be 1min, 2min, 1max, 2max.
The results are just as good as more expensive welders for 1.5mm steel, although the welder did seem a little more sensitive to wire speed settings than my normal 155 amp welder.
The duty cycle is worse for this one as well, but I normally spend 10 minutes preparing for every 1 minute welding so for car welding so that wouldn't be a problem for me. |
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Let's try some 2mm sheet
Back to the point of the exercise. With the power cranked up to maximum I had a go at 2mm sheet steel. I welded very slowly to try and get as much heat as possible into the weld. It ended up looking quite neat. |
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The penetration was reasonable. It took a little time for the metal to heat up, so the first 15mm is a bit marginal, but once I'd got going the penetration was perfectly acceptable.
Had I been using a more powerful welder I'd have rejected the weld, turned the power up another notch and welded a bit faster which would have improved the penetration at the start. But since we were already at max I'll be kind and accept the little welder's attempt at 2mm steel. |
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3mm sheet
So already wanting more power I decided to try some 3mm steel.
With the the power still set at maximum I tried butting two sheets of 3mm steel together. Maybe welding even more slowly would be enough to get some penetration. |
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Nope - no sign of any penetration on the reverse. |
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I tried a bend test in the vice. It took a bit of hammering to break the weld, but when it did break the weld broke in two which means it was less strong than the steel it was trying to join together. Penetration turned out to be very poor, with the weld barely penetrating a quarter of the way through the sheet.
So we can't weld 3mm sheet never mind 4mm. |
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Let's try adding a V and a root gap to the 3mm sheet.
Thick sheets are hard to weld, so it's probably not unreasonable for the manufacturers to expect us to do a little preparation.
Here I've tapered the edges of the 3mm sheet to create a 90 degree V. Also I've spaced the two sheets apart by 1mm (root gap). That's about all I can do to help the poor welder. The weld looks neat, how's the penetration? |
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Once again the penetration was quite good once the welder got going. But for the first 15mm the welder couldn't get the metal hot enough and penetration was poor. Again, even with the V and the root gap I find myself reaching for another power setting. |
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I tried another bend test. This time the parent metal broke rather than the weld, which is a good sign that some of the weld was OK (apart from that first 15mm where there just wasn't enough heat - there the weld broke before the metal).
It seems unfair to even ask the welder to try anything more than 3mm, never mind claim that it can manage it. |
Conclusions
I've never been able to understand manufacturer's claims for MIG welders. At best they are misleading. It's the same with my 155 amp welder. I can butt two sheets of 3mm together and make a reasonable weld. With a V and a root gap I can maybe do 5mm. But the 6mm the manufacturer claims? No chance.
The calculator provides estimates for the thickness MIG welders can achieve at each power setting. It guesses about 2mm max for the Clarke 90 which seems about right.
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نوشته شده در
Thu 4 Dec 2008ساعت 11:21  توسط علی قاسم زاده
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GTAW Welding
| Gas Tungsten Arc Welding (GTAW) is frequently referred to as TIG welding. TIG welding is a commonly used high quality welding process. TIG welding has become a popular choice of welding processes when high quality, precision welding is required.
In TIG welding an arc is formed between a nonconsumable tungsten electrode and the metal being welded. Gas is fed through the torch to shield the electrode and molten weld pool. If filler wire is used, it is added to the weld pool separately. |

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TIG Welding Benefits
- Superior quality welds
- Welds can be made with or without filler metal
- Precise control of welding variables (heat)
- Free of spatter
- Low distortion
Shielding Gases
- Argon
- Argon + Hydrogen
- Argon/Helium
Helium is generally added to increase heat input (increase welding speed or weld penetration). Hydrogen will result in cleaner looking welds and also increase heat input, however, Hydrogen may promote porosity or hydrogen cracking.
GTAW Welding Limitations
- Requires greater welder dexterity than MIG or stick welding
- Lower deposition rates
- More costly for welding thick sections
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Common GTAW Welding Concerns
We can help optimize your welding process variables. Evaluate your current welding parameters and techniques. Help eliminate common welding problems and discontinuities such as those listed below:
- Undercutting
- Tungsten inclusions
- Porosity
- Weld metal cracks
- Heat affected zone cracks
TIG Welding Problems
- Erratic arc
- Excessive electrode consumption
- Oxidized weld deposit
- Arc wandering
- Porosity
- Difficult arc starting
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If your company is experiencing these or other welding problems you can retain AMC to improve your weld processing. Hire AMC to act as your welding specialist.
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نوشته شده در
Thu 4 Dec 2008ساعت 11:1  توسط علی قاسم زاده
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Fusion Welding Pipe
In oxygas welding of pipe, many tests have proved that fusion welded pipe joints, when properly made, are as strong as the pipe itself.
For success in oxygas welding of pipe, three essential requirements must be met: there must be a conven-ient source of controlled heat available to produce rapid localized melting of the metal, the oxides present on the surface or edges of the joints must be removed, and a metal-to-metal union between the edges or surfaces to be joined must be made by means of molten metal.
| One method used for welding steel and wrought iron pipe is known as FUSION WELDING. This method involves melting the pipe metal and adding metal from a rod of similar composition. The welding operation performed at the top of a joint in a horizontal pipe is shown diagrammatically in figure 5-11. This shows the BACKHAND welding technique. The rod and flame are moved alternately toward and away from each other, as shown in figure 5-12. Full strength oxygas welds can be made in any welding position.
The cohesiveness of the molten metal, the pressure of the flame, the support of the weld metal already deposited, and the manipulation of the rod all combine to keep the molten metal in the puddle from running or falling. |
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The soundness and strength of welds depend on the quality of the welding rod used. If you have any doubt about the quality of the rods or are not sure of the type to use, then it would be to your advantage to contact the manufacturer or one of his distributors. If the rod is supplied through the federal stock system, supply personnel should be able to look up the information based on the federal stock number of the rod.

The Linde Company has a method of fusion welding that is remarkably fast and produces welds of high quality. Anyone can use this process for welding pipe if they adhere to the following conditions:
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Use an excess fuel-gas flame.
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Use a welding rod containing deoxidizing agents.
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Use the backhand welding technique.
The following is a brief explanation of the previously mentioned conditions:
EXCESS FUEL-GAS FLAME. The base metal surface, as it reaches white heat, absorbs carbon from the excess fuel-gas flame. The absorption of carbon lowers the melting point of steel, thereby the surface melts faster and speeds up the welding action.
SPECIAL WELDING ROD. The deoxidizing agents in the recommended rod eliminates the impurities and prevents excess oxidation of carbon. Were it not for this action, considerable carbon, the most valuable strengthening element of steel, would be lost. Thus, even in high-carbon, high-strength pipe, the weld metal is as strong as, or stronger than the pipe material.
BACKHAND TECHNIQUE. This technique produces faster melting of the base metal surfaces. Also, a smaller bevel can be used which results in a savings of 20 to 30 percent in welding time, rods, and gases. One of the most valuable tools you can use when welding pipe is the pipe clamp. Pipe clamps hold the pipe in perfect alignment until tack welds are placed. They are quick opening and you can move or attach a clamp quickly.
| Figure 5-13 shows four different types of chain clamps that are used for pipe welding. If these clamps are not available, you can fabricate your own by welding two C-clamps to a piece of heavy angle iron. A piece of 3/8-inch angle iron that is 4 inches by 4 inches by 12 inches is usually suitable. When working with small-di-ameter pipe, you can lay it in apiece of channel iron to obtain true alignment for butt welding. When the pipe you are working on has a large diameter, you can use a wide flange beam for alignment purposes. |
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نوشته شده در
Thu 4 Dec 2008ساعت 10:55  توسط علی قاسم زاده
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نوشته شده در
Thu 4 Dec 2008ساعت 10:55  توسط علی قاسم زاده
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