Hello,
The typical wind load distribution on a building is pressure on windward wall, suction on leeward and side walls. The suction load on side walls is equal and opposite in nature and hence should cancel out resulting in net force equal to zero. Is this correct?
How does the above relate...
Hello,
Has anyone been involved in design of roof BSS spanning more than 35 meters?
Does any international design code provide a methodology for design of such structures?
And are there any thumb rules on what can be the steel saving when compared to a simple beam or truss for the same span...
Hello,
What is the purpose of using the word 'partial' with safety factors? Is it because different factors are applied to different types of load and materials.
Refer to the attached figure. Can someone please explain this graph to me? What is resistance-load and how was the probability of...
Hi,
In Midas Civil software there is an option of 'dynamic nodal loads' and 'arrival time' which allows for implementation of moving loads. Does anyone know which option can used in Strand 7 for the same? I did some research on this and it seems 'Load path' in Strand 7 can do this but I am not...
Hello,
I just know that assigning a very small value to the MSTAB parameter (for example: 1e-12) helps in convergence of non-linear problems.
Does this parameter help the solver in effectively handling the zero-energy modes or is it doing something else?
Regards,
Su
Hello,
Please refer to the attached extract from AISC 360-10.
Does the highlighted symbol imply that a fillet weld should be added on top of the flare-bevel groove weld?
What is the reason for using a dashed line for this fillet weld symbol? Will it be correct to use a solid line instead?
Do...
Hello,
I am designing a post-installed concrete screw anchor as per ACI 318-11. This particular screw anchor is not approved by ICC-ES (International Code Council- Evaluation Service).
Is it mandatory to use ICC-ES approved anchors when ACI 318 is the governing code?
Regards,
Su
Hello,
Please refer to the attached image which shows a round HSS spanning 20" with a nodal moment of 100 kip-in acting at beam center. As per section H3 of AISC 360-10, I have to use the length of member to calculate Fcr value. Does this 'length of member' mean only that portion of the beam...
Hello,
Please refer to the attached extract from AISC 360-10. I have a situation where the highlighted inequality is not met and the plate thickness cannot be changed now. Is there an acceptable way to check the round HSS punching shear limit state without using this inequality?
Regards
Su...
Hello,
Please refer to following figures in ASCE 7-10.
1. Pg- 265, Figure 27.4-2, MWFRS Domed roofs
2. Pg-344, Figure 30.4-7, C&C Domed roofs
Usually components and cladding are designed for higher wind loads than the main wind-force resisting system. Why is it that the negative external...
Hello,
I have a steel-glass structural glazing which is dead load supported by the building roof steel beams. I looked into the AISC Code of Standard Practice 2005 and AISC Design Guide #22 for information on facade up/down tolerance at the top connection but didn't find it. Could anyone please...
Hello,
Refer to the attached extract from ASCE 7-10. I was wondering what's the reason for using full building height (variable 'h') to calculate the wind suction loads on component and cladding elements (which let's say are attached to the building on ground floor). This results in very high...
Hello,
Please refer to the attached extract from AutoCAD which shows the access holes on a 12"x4" HSS. How can I check the local buckling of this HSS shape at the erection holes for compression and flexure?
Regards...
Hello,
Please refer to the attached image. For the design check of the shown line fillet weld as per AISC and AWS, do I need to consider the eccentricity of weld tip to the plate axial load 'P'? Or is it acceptable to design the fillet weld only for 'P' and ignore the bending moment?
Regards...
Hello,
Table J3.1 in AISC 13th Edition gives the minimum bolt pretension values (148 kips for a 1.5 inch A490 bolt). I have to design a slip-critical connection using equation J3-4. Can I use a higher value for bolt pretension (160 kips) in this equation? Does AISC specify the maximum bolt...
Hello,
Please refer to the attached sketch. A torsional moment is applied on the plate at the plus sign location. Two possible shear force distribution are shown - red and green lines. Is the red one correct?
I ask this because the green one would have a component in the slotted hole direction...
Hello,
In the attached image, a CJP weld section is shown. The groove angle is 71.3 degrees. This doesn't fit to any of the prequalified CJP welds shown in Table 8-2 of AISC 13. Would it be ok to use the 60 degree groove angle case from Table 8-2 to verify this weld?
Regards...
Hello,
Please ignore the question if it sounds stupid.
Given a large steel structural system, is there a method to figure out the optimal layout of the pin and rigid joints? For example, if a structural system has 10 joints, how to decide which of them need to be rigid/pinned. I know that this...
Hello,
Refer to the attached short calculation for the initial rotational stiffness of the joint as per Eurocode 1993 1-8.
Could anyone please verify if this approach is correct?
Regards,
Suhttp://files.engineering.com/getfile.aspx?folder=10abbed8-f50f-4b0c-b2d0-a49236ca3deb&file=Image1.PNG
