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سازه های فولادیII
سایتی واسه base-plate

+ نوشته شده در  Tue 30 Dec 2008ساعت 9:14  توسط علی قاسم زاده  | 

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

(1)
Image


(2)
Image
where ωs, Φs, 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

(3)
Image


(4)
Image
where

(5)
Image
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; Image 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

(6)
Image
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.



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Fig. 12. Test apparatus.


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.



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Fig. 13. Hysteresis loops of a quarter-scale base isolator with a loading rate of 0.5 Hz.


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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.



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Fig. 15. Accelerations of roof for El Centro earthquake.


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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%.



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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.



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Fig. 18. Hystereses of base isolators in El Centro earthquake.


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Fig. 19. Horizontal deformations of base isolator.


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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%.



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Fig. 21. Force–displacement relationship of base isolator.


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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:

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.

2. The pseudodynamic test incorporating a substructuring technique is very effective for predicting the dynamic response of the base-isolated structure.

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.

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%.

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

1. J. M. Kelly, Aseismic base isolation: review and bibliography. Earthquake Engineering and Structural Dynamics 5 3 (1986), pp. 202–216. Abstract | PDF (2205 K) | View Record in Scopus | Cited By in Scopus (115)

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

8. F. G. Fan and G. Ahmadi, Seismic responses of secondary systems in base-isolated structures. Engineering Structures 14 1 (1992), pp. 35–48. Abstract | PDF (1156 K) | View Record in Scopus | Cited By in Scopus (9)

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. Abstract | 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.

+ نوشته شده در  Tue 30 Dec 2008ساعت 9:1  توسط علی قاسم زاده  | 

قوانین جهانی جوشکاری
+ نوشته شده در  Thu 11 Dec 2008ساعت 20:28  توسط علی قاسم زاده  | 

 
Welding Procedure Specification:- Example

 
Weld Procedure Number 30 P1 TIG 01 Issue A
Qualifying Welding Procedure (WPAR) WP T17/A
 Manufacturer: National Fabs Ltd
25 Lane End
Birkenshaw
Leeds
   
 Location:  Workshop
 Welding Process: Manual TIG
 Joint Type: Single Sided Butt Weld
Method Of Preparation 
and Cleaning:
Machine and Degrease
Parent Metal Specification: Grade 304L Stainless Steel
Parent Metal Thickness  3 to 8mm Wall
Pipe Outside Diameter  25 to 100mm
Welding Position: All Positions 
Welding Progression: Upwards

 
Joint Design Welding Sequences

 
Run Process Size Of
Filler Metal
Current
A
Voltage
V
Type Of
Current/Polarity
Wire Feed
Speed
Travel
Speed
Heat Input
1
2 And Subs
TIG
TIG
1.2mm
1.6mm
70 - 90
80 - 140
N/A DC-
DC-
N/A N/A N/A

 
 Welding Consumables:-
 Type, Designation Trade Name:
 Any Special Baking or Drying:

 Gas Flux:
 Gas Flow Rate - Shield:
                         - Backing:

 Tungsten Electrode Type/ Size:
 Details of Back Gouging/Backing:

 Preheat Temperature:
 Interpass temperature:

 Post Weld Heat Treatment
 Time, temperature, method:
 Heating and Cooling Rates*:
 


 BS 2901 Part 2 : 308S92
 No

 Argon 99.99% Purity
 8 - 12 LPM
 5 LPM

 2% Thoriated 2.4mm Dia
 Gas Backing

 5°C Min
 200°C Max

 Not Required
 

Production Sequence
 
1. Clean weld and 25mm borders to bright metal using approved solvent.
2. Position items to be welded ensuring good fit up and apply purge
3. Tack weld parts together using TIG, tacks to at least 5mm min length
4. Deposit root run using 1.2mm dia. wire.
5. Inspect root run internally
6. Complete weld using 1.6mm dia wire using stringer beads as required.
7. 100% Visual inspection of completed weld
Revision History
Date Issue Changes Authorization
26/11/2000

 

A First Issue Jack
+ نوشته شده در  Thu 11 Dec 2008ساعت 19:57  توسط علی قاسم زاده  | 

 
Welding Certification, A Basic Guide 

The requirement for weld procedures and the coding of welders is specified in application standards such as:
  • BS 2971 Class 2 Arc Welding of Carbon Steel Pipework  {Gas Pressures less than 17 barg}
  • BS 2633 Class 1 Arc Welding of Carbon Steel Pipework 
  • BS 4677 Arc Welding Of Austenitic Steel Pipework. 
  • BS 806 Boiler Pipe Work (Refers to BS 2971 and BS 2633) 
  • PD 5500 Unfired Pressure Vessels (Formally BS5500) 
  • BS 2790 Shell Boilers 
  • BS 1113 Water Tube Boilers 
  • BS 5169 Air Receivers 
Application Standards
All the above application standards require welding procedures to EN ISO 15614 Part 1 (Formerly BSEN 288-3) and welders coded to BSEN 287 Part 1. Some applications of BS 2971 and BS 5169 permit welders to be qualified without procedures to BS 4872, a less stringent standard. 
The application standard may require tests in addition to those required by welding standards, for example most UK boiler and pressure vessel codes require all weld tensile tests for plate qualification above 10mm. 

UK pressure systems regulations
Items that come under the UK pressure systems regulations must be 'properly designed and constructed so as to prevent danger', and items that are repaired or modified should not give rise to danger. The Health and Safety Executive Guidance Booklet to the regulations interprets this statement as meaning the manufacture or repair of any item should be carried out to suitable codes and recommends the use of British Standards or other equivalent National Standards. 

European Pressure Equipment Directive
For inspection category 2 and above all welding procedures and welder qualifications have to be approved by a Notified Body (an Inspection Authority Notified by a European member country under the Directive), or a Third Party Organisation similarly approved under the Directive. All qualifications approved by these organisations have to be accepted by all parties for work carried out under the directive providing they are suitable for the application and technically correct. 

Welding Procedure Specifications
This is a simple instruction sheet giving details of how the weld is to be performed, its purpose is to aid the planning and quality control of the welding operation. EN ISO 15609 (formerly EN288 Part 2) specifies the contents of such a specification in the form of a list of items that should be recorded, however only relevant information need be specified, for example only in the case of a procedure requiring heat input control would there be a necessity to quote travel speed or run out length for manual processes. 

A weld procedure specification may cover a range of thicknesses, diameters and materials, but the range must be specified and be compatible with the rest of the parameters on the document. I suggest that you produce a new WPS for each type of joint and keep to the ranges of thickness and diameters specified in the welding procedure standard. 

Welding Procedures
Welding procedures are required when it is necessary to demonstrate that your company has the ability to produce welds possessing the correct mechanical and metallurgical properties. 
A welding procedure must qualified in accordance with the requirements of an appropriate welding procedure standard such as EN ISO 15614 Part 1 as follows:- 
  1. Produce a welding procedure specification as stated above. 
     
  2. Weld a test piece in accordance with the requirements of your specification. The joint set up, welding and visual examination of the completed weld should be witnessed by an Inspection Body. The details of the test such as the welding current, pre-heat etc., must be recorded during the test.
     
  3. Once the welding is complete the test piece must be subject to destructive and non destructive examination such as radiography and mechanical tests as defined by the welding procedure standard. This work can be carried out in any laboratory but the Inspection Body may require to witness the tests and view any radiographs. 
     
  4. If the test is successful you or the test body complete the appropriate documents which the test bodies surveyor signs and endorses. The necessary documents are as follows:- 
E1 Welding Procedure Approval Test Certificate
This is the front sheet and only gives details of what the procedure can be used for. i.e. its range of approval. 
E2  Details Of Weld Test
This gives details of what actually took place during the test weld it is similar to a WPS but should not include ranges of welding parameters. 
E3 Test Results
Details of NDT and Mechanical testing Results 
E4 Welder Approval Test Certificate. 
This is the welder approval part of the qualification.
Note The E1, E2, E3, E4 designations are used by some Inspection Authorities to refer to the individual forms. Examples of these forms are given in annexes of EN ISO 15614 and EN287.

Forms E1, E2, E3 may be referred to as the WPAR (Welding Procedure Approval Record) or WPQR (Weld Procedure Qualification Record).

In general a new welding procedure must be qualified for each of the following changes subject to the individual requirements of the appropriate standard used:- 
  • Change in parent material type. 
  • Change of welding process 
  • The diameter range for pipe given by the welding standard is exceeded. Typically 0.5xD to 2xD. 
  • The thickness range is exceeded. Typically 0.5xt to 2xt. 
  • Any other change required by the welding standard. 
Welder Approval
Once the procedure is approved it is necessary to demonstrate that all your welders working to it have the required knowledge and skill to put down a clean sound weld. If the welder has satisfactorily completed the procedure test then he is automatically approved but each additional welder must be approved by completing an approval test to an appropriate standard such as EN 287 part 1 as follows:- 
    Complete a weld test as stated in 2) above. The test should simulate production conditions and the welding position should be the position that the production welds are to be made in or one more severe
    For maximum positional approval a pipe inclined at 45 degrees (referred to as the 6G position) approves all positions except vertical down. 

    Test the completed weld in accordance with the relevant standard to ensure that the weld is clean and fully fused.
    For a butt weld this is normally a visual examination followed by radiography. 

    Once the test is completed the E4 form has to be completed by you or the test body and signed by the test bodies surveyor. 

    Note The above changes that require a new welding procedure may also apply to the welders approval, refer to the standard for precise details. 
ASME 9
ASME 9 as far as the pressurised systems regulations are concerned can be considered as equivalent to EN ISO 15614-1 /EN 287. However it may not be contractually acceptable. The advantage in using ASME is that generally fewer procedure tests are required particularly when welding pipework. 

Welder Approval Without A procedure
BS 4872 is for the qualification of welders where a weld procedure is not required either by the application standard that governs the quality of production welds or by contractual agreement. Typically applied per BS2971 for welding of boiler pipework less than 17 bar g and 200°C. Basically the same rules mentioned above for the welder approval apply. 

Acceptance Standards
In general welds must show a neat workman like appearance. The root must be fully fused along the entire length of the weld, the profile of the cap should blend in smoothly with the parent material and the weld should be significantly free from imperfections. Reference should be made to the acceptance standard for precise details. 

Its a good idear to ensure that you can achieve the appropriate standard before you call in an Inspection Body. Penetration defects and lack of fusion can often be easily detected by sectioning welds and bending them. 
Welding Procedure Specifications

Welding Procedure Specification Example
Welding Procedure Specification Example
 

 A WPS is a document that describes how welding is to be carried out in production.  They are recommended for all welding operations and many application codes and standards make them mandatory

What information should they include?

 Sufficient details to enable any competent person to apply the information and produce a weld of acceptable quality.  The amount of detail and level of controls specified on a WPS is dependant on the application and criticality of the joint to be welded.

 For most applications the information required is generally similar to that recorded on a Procedure Qualification Record (PQR) or Welding Procedure Approval Record (WPAR), except that ranges are usually permitted on thicknesses, diameters, welding current, materials, joint types etc.

 If a WPS is used in conjunction with approved welding procedures then the ranges stated should be in accordance with the approval ranges permitted by the welding procedure.

 However careful consideration should be given to the ranges specified to ensure they are achievable, as the ranges given by welding procedure standards do not always represent good welding practice.  For example welding positions permitted by the welding procedure standard may not be achievable or practical for certain welding processes or consumables.

 EN ISO 15609-1 (formally EN 288 Part 2)  European Standard For Welding Procedure Specifications
EN ISO 15609 Defines the contents of a Welding Procedure Specification in the form of a list of information that should be recorded.  For some applications it may be necessary to supplement or reduce the list. For example only in the case of a procedure requiring heat input control would there be a necessity to quote travel speed or run-out length for manual processes.

 ASME IX  American Boiler and Pressure Vessel Code
QW 250 Lists the variables for each welding process, all the variables stated should be addressed.  The range permitted by the WPS is dictated by the PQR or PQR’s used to qualify it. 


Typical Items That Should Be Recorded On W.P.S:-

     Common to all Processes        .

  • Procedure number
  • Process type
  • Consumable Size, Type and full Codification.
  • Consumable Baking Requirement if applicable
  • Parent material grade and spec.
  • Thickness range.
  • Plate or Pipe, Diameter range
  • Welding Position
  • Joint Fit Up, Preparation, Cleaning, Dimensions etc.
  • Backing Strip, Back Gouging information. 
  • Pre-Heat (Min Temp and Method)
  • Interpass If Required (Maximum Temperature recorded )
  • Post Weld Heat Treatment. If Required (Time and Temp)
  • Welding Technique (weaving,max run width etc.)
  • Arc Energy Limits should be stated if impact tests are required or if the material being welded is sensitive to heat input.
Specific To Welding Processes MMA TIG MIG
MAG
FCAW
SUB
ARC
Welding current  yes yes yes yes
Type of Welding current AC/DC   Polarity  yes yes yes yes
Arc voltage   If Auto yes yes
Pulse parameters (Pulse time and peak & backgound current)    If Used If Used  
Welding Speed If Mechanised   yes yes yes
Wire configuration        yes
Shielding gas (comp,flow rate)    yes yes  
Purge gas (comp & flow rate)    If Used If Used  
Tungsten electode Diameter and type.    yes    
Nozzle diameter    yes yes  
Type of Flux Codification & Brand Name        yes
Nozzle Stand Off Distance (Distance from tip of nozzle to workpiece).       yes

Sketches
A sketch of the joint configuration is required which should include the basic dimensions of the weld preparation.  Some indication of the run sequence is also beneficial, particularly if the correct sequence is essential to ensure the properties of the weld are maintained. 

Production Sequence
Whilst this is good practice it is not a requirement of either ASME 9 or EN288 Part 2; it could be issued as a separate QA procedure if preferred.

Non Destructive Testing
A WPS is primarily concerned with welding not N D T, this activity should be covered by separate N D T procedures.

 

+ نوشته شده در  Thu 11 Dec 2008ساعت 19:53  توسط علی قاسم زاده  | 

AIJ Kinki Steel Project

FULL-SCALE TEST OF BEAM-COLUMN SUBASSEMBLAGES 1996-1997

TEST PROGRAM

Specimens:

  • Beam-Column subassemblages having a T-shape.
  • Column : cold-formed square tube section of 450mm x 450mm x 19mm,
  • Beam : wide-flange section of 600mm x 250mm x 12mm x 25mm (d x bf x tw x tf)
  • Beam-to-column connection is the shop-welded through-diaphragm type, reffered to as a "through-diaphragm connection".

 

Dimensions of T-shaped Test Specimen

  • through-diaphragm connection

    A square tube member is cut into three pieces, one used for the column of the lower story, one for the connection's panel zone, and one for the column of the upper story. Two diaphragm plates are inserted between the three separate pieces and shop-welded all around by complete joint penetration (CJP) single-bevel groove welds. A short segment of wide flange beam is then welded to the column in the shop. The entire piece (often called a Christmas tree) is then transported to the site and connected with the mid-portion of the beam by means of a bolted splice. This shop welded and field bolted type of construction is very common in Japan particularly for low and medium rise buildings. CJP single bevel groove welds are used to connect the beam flanges to the diaphragm plates, and fillet-welds are used to connect the beam web to the column. The root of the CJP groove welds is located on the interior side of both the top and bottom flange.

 

Shop-Welded Through-Diaphragm Type Connection


Materials:

  • Specified and measured material properites of steels used for test specimens are tabulated below.

Element

Grade

Minimum and maximum
specified properties

Measured properties

Yield stress
min - max
(MPa)

Tensile strength
min - max
(MPa)

Ratio of yield to tensile strength
(%)

Yield
stress
(MPa)

Tensile
strength

(MPa)

Yield
ratio
(%)

Elongation
(%)

Beam flange

SN490B

325 - 445

490 - 610

=< 80

362

516

70.2

20.8

Beam web

SN490B

-

-

-

425

553

76.8

23.1

Column

BCR295

295 - 445

400 - 550

=< 90

420

504

83.3

22.9

Diaphragm (28mm)

SN490B

325 - 445

490 - 610

=< 80

307

498

61.6

28.4

Diaphragm (32mm)

SN490B

325 - 445

490 - 610

=< 80

302

496

60.9

31.4



Welding:

  • Gas metal arc welding (GMAW) with CO2 shielding
  • YGW-11(JIS) solid electrode with a diameter of 1.2 mm
  • Backing bars and steel weld tabs were left in place after welding
  • Weld access holes
    • Conventional: typically used prior to the Kobe Earthquake
    • Modified-A: proposed by M. Tabuchi et al. (Ref.4), and is one of the details recommended in Ref.5
    • Modified-B: developed for this project by the Steel Comittee of the Kinki Branch of the AIJ
      • The primary objective of the Modified-A and -B details was to reduce the possible stress concentration at the toe of the access hole, thereby avoiding early fracture initiating from this location.
      • Conventional weld access holes are typically machine cut. Both of the Modified-A and -B details can be achieved via slight changes of cutter blades, and therefore do not require major changes in fabrication practices.
      • In the Modified-A detail, the backing bar cannot pass through the weld access hole. Consequently, the bar is split into two pieces, and is placed from both sides of the beam flange. The small gap left in the fillet portion of the beam web was filled by welding prior to placing the CJP groove welds.
      • In the Modified-A and-B details, the extension of the diaphragm plate from the column face was set at 35 mm, compared to 25 mm in the conventional detail.



Loading:

  • The test specimen was oriented horizontally at a level of 1.0 m from the test bed.
  • The column ends were fastened to pin supports, and the center-to-center length between the pins was 3.0 m.
  • The beam end was clamped to a dynamic actuator at a distance of 4.0 m from the center line of the column.
  • A swivel joint was attached at the head of the actuator to permit free motion of the beam end in the horizontal plane.
  • Two sets of lateral supports were placed on the beam at points located 1.25 m and 3.2 m measured from the column center line to restrict out-of-plane deformation of the beam.


    Loading Set-up (unit:mm)
  • Quashi-static loading
    • displacement controlled cyclic loading with increasing amplitude.
    • two complete cycles for each beam rotation amplitude 2qy, 4qy and 6qy,
      where qy is the elastic rotation corresponding to the fully plastic moment of the beam at the face of column.
  • Dynamic loading
    • same beam rotation history as quasi-static loading but as a sinusoidal motion.
    • frequency of motion was set at 1.0Hz, 0.6Hz and 0.4Hz for the 2qy, 4qy and 6qy amplitude.
    • the maximum beam rotation velocity was about 0.142 rad/s.



Instrumentation:

  • Applied load
  • Beam tip displacements
  • Six displacements at various locations of the specimen available to calculate the net rotation of the beam only measured by laser displacement transducers
  • Twenty-four strains of the beam flange surfaces in the vicinity of the beam end.



Test Variables:

  • Type of Weld Access Holes
    • Conventional
    • Modified-A
    • Modified-B
  • Diaphragm plate thickness
    • 28mm (difference in thickness between beam flange and diaphragm is 3mm)
    • 32mm (difference in thickness between beam flange and diaphragm is 7mm)
  • Type of weld tab
    • steel tab
    • flux tab
  • Type of loading
    • quasi-static loading
    • dynamic loading


Notation:

  • Applied actuator load: (P kN)
load applied point
  • Bending moment of beam: (Mb kN-m)
P x 3.775m
  • Normalized beam moment:
Mb/Mp (fully plastic moment: Mp=1728 kN-m)
  • Displacement control point (v1 mm):
beam tip
  • Total rotation (qtotal rad):
qJ + qm
  • Panel zone roation (qJ rad):
(u2 - u1) / db
  • Beam rotation (qm rad):
(v1 - v2) / (4000mm - dc/2) - qJ
  • qy
elastic rotation of beam corresponding to Mp (qy = 0.00944 rad)
  • Cumulative plastic rotation (S qp rad)
qp,1 + qp,2+ ... + qp,i + qp,i+1+ qp,i+2
  • Normalized cumulative plastic rotation (h):
S qp / qy

definition of rotation

definition of plastic rotation

 

+ نوشته شده در  Mon 8 Dec 2008ساعت 19:4  توسط علی قاسم زاده  | 

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.

Clarke 90EN mig welder

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.

   
Welds made with a 90 amp welder

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.

   
Weld in 2mm steel

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.

   

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.

   
Weld in 3mm sheet steel

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.

   

Nope - no sign of any penetration on the reverse.

   
Bend test in 3mm weld

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.

   
Weld in 3mm steel prepared with a V and a root gap

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?

   

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.

   
Bend test for 3mm sheet with V and root gap

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.

+ نوشته شده در  Thu 4 Dec 2008ساعت 11:21  توسط علی قاسم زاده  | 

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. 

Tig weld

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

automatic tig weld

Welder making Tig weld

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:

Weld Discontinuities

  •  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

Tig weld close up

 

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.   

+ نوشته شده در  Thu 4 Dec 2008ساعت 11:1  توسط علی قاسم زاده  | 

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.

fig0511.gif (29912 bytes)

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.

fig0512.gif (16105 bytes)

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:

  1. Use an excess fuel-gas flame.

  2. Use a welding rod containing deoxidizing agents.

  3. 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. fig0513.gif (26265 bytes)

 

+ نوشته شده در  Thu 4 Dec 2008ساعت 10:55  توسط علی قاسم زاده  | 

+ نوشته شده در  Thu 4 Dec 2008ساعت 10:55  توسط علی قاسم زاده  |