![Richard Walls](/img/default-banner.jpg)
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Richard Walls
เข้าร่วมเมื่อ 27 เม.ย. 2012
Structural and civil engineering teachings from Stellenbosch University.
Introduction to the design of structural steel beams - Part 2
Introduction to the design of structural steel beams - Part 2.
Also visit our other TH-cam channel, FireSUN, for more videos: @firesun.
Produced for the SD424 Structural Design course.Copyright Stellenbosch University.
Also visit our other TH-cam channel, FireSUN, for more videos: @firesun.
Produced for the SD424 Structural Design course.Copyright Stellenbosch University.
มุมมอง: 6 439
วีดีโอ
Introduction to the design of structural steel beams - Part 1
มุมมอง 7K3 ปีที่แล้ว
Introduction to the design of structural steel beams. Also visit our other TH-cam channel, FireSUN, for more videos: @firesun Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Bearing and stiffener design for steel beams - SD424
มุมมอง 18K3 ปีที่แล้ว
Focusses on design equations and requirements in SANS 10162-1 for the design of beams for bearing with and without stiffeners. Also visit our other TH-cam channel, FireSUN, for more videos: @firesun Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Design of structural steel shear elements - Understanding code requirements and calculations
มุมมอง 2.4K3 ปีที่แล้ว
Focusses on design equations and requirements in SANS 10162-1 for the design of structural steel shear elements. Also visit our other TH-cam channel, FireSUN, for more videos: @firesun Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Design of structural steel bending elements - Understanding code requirements and calculations
มุมมอง 3.4K3 ปีที่แล้ว
Focusses on design equations and requirements in SANS 10162-1 for the design of structural steel compression elements. Also visit our other TH-cam channel, FireSUN, for more videos: @firesun Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Design of steel elements in compression - Introduction - SD424
มุมมอง 2.7K3 ปีที่แล้ว
Overview of the design of steel elements in compression. Also visit our other TH-cam channel, FireSUN, for more videos: @firesun Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Design of steel columns - Considering compression effective lengths and buckling
มุมมอง 3K3 ปีที่แล้ว
Effective lengths and buckling are critical for designing compressive members. Also visit our other TH-cam channel, FireSUN, for more videos: @firesun Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Design of structural steel compression elements - Understanding code requirements and calculations
มุมมอง 2.9K3 ปีที่แล้ว
Focusses on design equations and requirements in SANS 10162-1 for the design of structural steel compression elements. Also visit our other TH-cam channel, FireSUN, for more videos: @FireSUN Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Design of Structural Steel Tension Members - Introduction
มุมมอง 2.5K3 ปีที่แล้ว
An introduction to the use and design of tension members for steel buildings. Also visit our other TH-cam channel, FireSUN, for more videos: @firesun Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Design of structural steel members in tension - Understanding code requirements
มุมมอง 3.6K3 ปีที่แล้ว
Tension elements are relatively simple to design in general. However, some clauses regarding effective net areas, shear lag, etc. are discussed and explained in this video, based on requirements of SAN 10162-1. Also visit our other TH-cam channel, FireSUN, for more videos: @firesun Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Block shear and failure mechanisms - Steel members in tension - SD424
มุมมอง 6K3 ปีที่แล้ว
Here we play with some playdough to try explain failure mechanisms and block shear in tension elements. Also visit our other TH-cam channel, FireSUN, for more videos: th-cam.com/channels/v1bBnE4i6eiuYFBEDO3K1Q.html Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Loads and load combinations - Part 1 - SD424
มุมมอง 3.5K3 ปีที่แล้ว
Understanding loads and load combinations - Part 1. Also visit our other TH-cam channel, FireSUN, for more videos: th-cam.com/channels/v1bBnE4i6eiuYFBEDO3K1Q.html Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Loads and load combinations - Part 2 - SD424
มุมมอง 2K3 ปีที่แล้ว
Understanding loads and load combinations - Part 2. Also visit our other TH-cam channel, FireSUN, for more videos: th-cam.com/channels/v1bBnE4i6eiuYFBEDO3K1Q.html Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Calculating wind loads for buildings - SD424
มุมมอง 8K3 ปีที่แล้ว
This video explains how to determine wind pressues for the design of buildings for wind loads. Also visit our other TH-cam channel, FireSUN, for more videos: : th-cam.com/channels/v1bBnE4i6eiuYFBEDO3K1Q.html Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Design of bolted and welded steel member in tension - Worked example
มุมมอง 6K3 ปีที่แล้ว
A worked example covering the design of structural steelwork tension elements to SANS 10162-1. A bolted and welded angle are considered. Also visit our other TH-cam channel, FireSUN, for more videos: th-cam.com/channels/v1bBnE4i6eiuYFBEDO3K1Q.html Produced for the SD424 Structural Design course. Copyright Stellenbosch University.
Wind load - Internal and external pressure coefficients
มุมมอง 65K3 ปีที่แล้ว
Wind load - Internal and external pressure coefficients
Building Loading - Loads and load combinations to SANS 10160 for an industrial building - SD424
มุมมอง 22K4 ปีที่แล้ว
Building Loading - Loads and load combinations to SANS 10160 for an industrial building - SD424
Building Loading - Wind loading calculations to SANS 10160-3 for an industrial building - SD424
มุมมอง 27K4 ปีที่แล้ว
Building Loading - Wind loading calculations to SANS 10160-3 for an industrial building - SD424
Steel Design - Base Plates - Pinned base plate worked example - SD424
มุมมอง 13K5 ปีที่แล้ว
Steel Design - Base Plates - Pinned base plate worked example - SD424
Steel Design - Base Plates - Fixed base plate worked example - SD424
มุมมอง 18K5 ปีที่แล้ว
Steel Design - Base Plates - Fixed base plate worked example - SD424
Steel Design - Base Plates - Fixed base plate design calculations - SD424
มุมมอง 64K5 ปีที่แล้ว
Steel Design - Base Plates - Fixed base plate design calculations - SD424
SD424 Base Plate Derivation of Pinned Base Plate Capacity
มุมมอง 8K5 ปีที่แล้ว
SD424 Base Plate Derivation of Pinned Base Plate Capacity
Steel Design - Connections - Design of welds with an eccentric load - SD424
มุมมอง 4.9K6 ปีที่แล้ว
Steel Design - Connections - Design of welds with an eccentric load - SD424
Steel Design - Connections - Design of connection bolt group - SD424
มุมมอง 6K6 ปีที่แล้ว
Steel Design - Connections - Design of connection bolt group - SD424
Steel Design - Bending/Shear - Design of web stiffeners - SD424
มุมมอง 15K6 ปีที่แล้ว
Steel Design - Bending/Shear - Design of web stiffeners - SD424
Steel Design - Bending/Shear - Rational & simplified shear design of an I-beam - SD424
มุมมอง 2.9K6 ปีที่แล้ว
Steel Design - Bending/Shear - Rational & simplified shear design of an I-beam - SD424
Steel Design - Compression - Single unequal angle (asymmetric section) worked example - SD424
มุมมอง 4.2K6 ปีที่แล้ว
Steel Design - Compression - Single unequal angle (asymmetric section) worked example - SD424
Steel Design - Compression - Back-to-back unequal angle worked example - SD424
มุมมอง 5K6 ปีที่แล้ว
Steel Design - Compression - Back-to-back unequal angle worked example - SD424
Steel Design - Compression - Equal leg steel angle which experiences local buckling - SD424
มุมมอง 8K6 ปีที่แล้ว
Steel Design - Compression - Equal leg steel angle which experiences local buckling - SD424
Steel Design - Tension member design to SANS 10162-1 - SD424
มุมมอง 12K6 ปีที่แล้ว
Steel Design - Tension member design to SANS 10162-1 - SD424
Great explanation and best visual aid i saw...
You have earned my following. I once used your video to understand wind load analysis, I have searched for textbooks explaining this but I found none that explained in this context as I was having a very high eccentricity. I'd be glad if you could make a video explaining the design of moment Stiffeners on some of these bases.
I got a distinction for my final year design project because I was able to find this video to do my wind loadings on a long span truss roof. Thank you very much
Professor in your video at 15:37 timing I'm worried about 2 in the equation. The 2 should be outside under root as per me, and if not can you please explain as to why is the 2 under the root in equation tb >= (2 * stress/ phi * fy)^0.5 * c Thanks a lot in advance for the answer and Thanks for making this video.
Where does the 5m come from in this calculation?
@@mib9550 the spacing between bays.
Hi Richard, why not perform the Flange Local Bending check when performing the checks for concentrated loads per AISC section J10? Is it simply because the note " if the length of loading across the member flange is less than 0.15bf, then FLB is not checked, or is it for some other reason regarding bearing design and stiffeners? Thanks!
@@Davehuv we have slightly different checks in our code which is based on the old Canadian code version.
Is this video using eurocode 1 ? If yes what about an asymmetrical roof ?
@@omarjamoussi6388 it uses SANS 10160. However, for a mono symmetric roof there are good guidelines in both codes. For a asymmetric roof you will need engineering judgement or a CFD analysis or wind tunnel test
Would you add web or connected stiffener element area in the effective area for axial capacity calcs when they are bolted connection instead of welds?
Only with caution. Bolts have tolerances so will need to move before load is carried.
I'm trying to design a 300 sq ft building and wanted to know the structural components for 250mph, 300mph and 350 mph wind loads. Is this something difficult to do or is there a software that can easily adjust the components to support the different loads?Thank you
You will need a structural design for that based on the geometry of the building. There are no quick tables for such member sizing. Also those wind speeds are insane.
When you say top flange can be the restraint points for the cantilever beam, is it because the position of the load being at the top flange and therefore it is driving a destabilising force? If thats the case, if the load is positioned at the bottom flange, do you still say the critical restraint points needs to be to the top flange or in this case to the bottom flange? It is known the compressive flange is prone to buckling but what is the reason it becomes the top flange when it comes to a cantilever beam? And as mentioned above, is it because of the position of the load being at top creating a destabilising load? Thank you Prof all your lectures are fantastic😊
Blah blah blah. 4 line calculation OMG what are you teaching in universities?
BEST EXPLANTION OF ALL! Thank you. I watched many other videos before yours but this one truly is the best explained
Jesus. all you have to do is calculate the thickness of a baseplate. Not design a rocket Engine. Looks so complicated.
I have a question about the formula you have used, Bb*t^2/4. Don't we need to use the section modulus formula Bb*t^2/6 instead?
The plastic section modulus is used, rather than the elastic one.
Thanks for vedio. In the last equation for the tension side, what is the 'm' ? Thanks!
Really great vedio... conceptually explained
On behalf of all UJ 3rd Year BEng Civil Eng students, thank you!
Thanks Prof. Glad it is useful to them.
great RICHARD
How to calculate wind pressure downward and uplift open carport structure like cantilever
Each wind loading code has a section on canopy roofs. They provide pressure coefficients to suit. The pressure is a function of the blocking factor. You also need to apply the load eccentrically in some cases to account for uneven pressure distributions.
Hi, for taller buildings as in case b and c in Figure 7, do you have to calculate the wind pressures using the heights specified there like the way you did for the eaves and apex wind pressures?
That is correct. Zone D has multiple pressure zones with multiple z values for the pressures.
@@richard_walls thank you very much
@@richard_walls Good day sir, I would like to know how do you approach wind loading for a Tuscan roof double storey office, with timber trusses
@@masithembedumezweni3473 have a look in the roof profiles provided in SANS 10160-3 and get the closest to your shape. Some interpolation may be required between layouts. The material used, eg timber, had no influence on the pressures, but rather the shape.
What's Phi and Zpl how it equals area
Unable to understand Moment of resistance formula .What is Phi and Zpl
Phi is a partial material factor. It's the inverse of gamma used in the Eurocode. Zpl is the plastic section modulus, called Wpl in the Eurocode.
@@richard_walls Material safety factor means partial safety factor 1.15
@@AjayInderchouhan the partial factor we use is 0.9. we multiply it by the material yield strength.
Than you Prof. Keep on sharing.
Intresting concepts
Great video! :)
What if no dominant opening will occur during periods of high wind?
Guidance is provided in the code. For example, for a airplane hangar where the doors will be closed during storms that may not be considered at ULS. However, it should then be considered as an accidental case because it could happen, but some damage may be permitted.
I have be looking through the code however i am unsure if i need to use the figure Figure 7.13 Table or that cpi can be taken as the more onerous of +0.2 and -0.3. Because in my case with a portal frame, i am assuming that our structure has no dominant opening. What would be best ? @@richard_walls
Also, Thank you for responding so promptly, i appreciate it.
you are a god send!
Only purlins are visible from balcony
Master peaceless Dots
overwrite
@2010
How does the internal pressure behave when there are no opening inside? i'm assuming internal pressure will cause a constant suction inside when wind is applied externally.
There are always done small openings around a structure. Simplified guidelines of -0.3 or +0.2 cover such a case to approximate details when you're not quite sure what the internal pressure is.
Good day, I see you have only calculated the resistance for tension in the bolts, do you not need to also check shear, combined shear and tension and Concrete cone failure and the other checks required as per SANS 51992-4?
I was lost when you say the tip of top flange is in tension in the case of downward force. Does that mean the tip of a bottom flange then carries compression?
How you calculation nthickness of stiffener plates
Thank you for this Richard!
Thanks alot for the video. Very informative
thank you very much , I was having trouble ... i could'n figure out how it was similar to a cantilever ... now it's clear, thanks.
Is SANS similar to eurocode or BS
It is based on the Canadian code CSA S16. However, it has some similarities to the old BS code.
@@richard_walls Alright, thanks
Hi, is it possible to get a clearer view of the parameters of wind profile table ?
Hi, this tuto is great. Another point, for the Wind Effect, we have to find the peak acceleration on top too. For more information :www.linkedin.com/posts/cao-hoang-structure_wind-tallbuildings-structuraldesign-activity-7048671987644190720-FNPS?
Wowwww🤩 so clear explaining thank you so much
Hi! With which programm can I design a 2D or 3D hangar with dimensions and wind zones? Thank in advance!
Any structural analysis software can be used. The more important thing is to understand and correctly apply the wind loads, not trusting software too much. The loading on hangars is quite complex as the large open doors result in the hangar behaving as a canopy with the associated pressures being applied to it.
@@richard_walls I have calculated wind loads with SAP, but I would like to draw the plan of distribution of ultimate stresses at the vertical members and the roof , to use it in my thesis. Apart from Autocad, do you know any other way to make it faster?
@@user-rh5bf3yi5m For my MSc I automated a computer script to plot the members and adjust member size based on the desired parameter. However, that will likely take you longer than AutoCAD. No sure of any other clever ways. However, if you have the coordinates of members you can probably plot the details in most graphing software, possibly even Excel.
If you made a mistake when calculating the tensile failure of A-B-G-D your Tr was supposed to be Tr=0.85*0.9*3655*470*10^-3. Please correct me if I am wrong
I think he made a mistake,he was supposed to use the effective net area not the net area, the Tr= 1314 kN
Hello, Prof I don't know if that might be a stupid question. From what you have explained we have considered the doors on the dominant wall open, how would we design if the doors are closed? Will the pressure just be the external pressure then? Don't know if my question is quite clear.
Dear Melisa. When the doors are closed they are ignored and the internal pressures treated with either (a) calculating cpi based on the windows that are open (if you know where they are, or (b) taking cpi as the more onerous (worst case) or +0.2 and -0.3. The latter is a simple approach when there are various small openings and no specific dominant areas. In complicated buildings this often applies.
Sir, why are we using the apex height (5.5m) for calculating side pressures and roof pressures both on the Windward and Leeward sides instead of the height at the eaves(4.m)
Prof, how do you calculate the height between the apex and eaves?
Based on normal trigonometry. You need the width of the building and the angle of the roof.
Exceptionally helpful lesson from you -Thanx
Hello Richard, Thanks for your explanation, is it must to do block shear check when both gross / net areas utilization check passed ?
It is a totally different area that fails so you should check them all.
Prof can you help to explain the component method in steel joint