![Anthony Battistini](/img/default-banner.jpg)
- 119
- 92 311
Anthony Battistini
Приєднався 29 сер 2016
CEIE 310: First Day Rap Up
VL1-4 Adding Multiple Stress-Strain Curves to One Plot
Using Excel, Dr. Batts shows you how to plot two samples' stress vs strain curves on one plot.
Переглядів: 56
Відео
VL1-3 Using 0.2% Offset Method for Yield Stress in Excel Data
Переглядів 582 місяці тому
This video outlines a procedure to determine the modulus of elasticity using linear best fit line in Excel and then graphing a parallel line at 0.2% strain to determine the experimental yield stress
VL1-2 Using Excel to Create a Stress vs Strain Curve
Переглядів 572 місяці тому
This video takes you through how to convert typical lab force-displacement data from a UTM Test, which has recorded data multiple times a second, to engineering stress and engineering strain. The stress and strain is then plotted to create a curve for the material.
VL1-1 Overview of Lab 01- Stress vs Strain Plots for Different Materials
Переглядів 302 місяці тому
The video provides an overview of Lab 01 for Mechanics of Materials, covering the UTM tests of different samples and how to convert the crosshead and force data into engineering stress vs engineering strain plots.
V16-5 Influence Lines for Trusses and Indeterminate Beams
Переглядів 8510 місяців тому
The video explains the use and creation of influence lines for determinate trusses and the qualitative influence lines for indeterminate beams.
V16-4 Muller Breslau Principle for Influence Lines- Advanced Example
Переглядів 7110 місяців тому
The video shows a more advanced example for the application of the Muller-Breslau Principle for Influence Lines.
V16-3 Muller-Breslau Principle for Influence Lines, Basic Example
Переглядів 8810 місяців тому
The video provides a basic example of plotting an influence line using the Muller Breslau Principle. At the end, we apply the AASHTO Truck Load to see real world application of influence lines.
V16-2 Influence Lines- Example using Equilibrium Method
Переглядів 19510 місяців тому
Example problem using equilibrium method to move point load and plot structural response for reactions, shear force, and bending moment.
V16-1 Introduction to Influence Lines
Переглядів 5710 місяців тому
Hey structural analysis friends! Looking forward to sharing some information on influence lines with you!
V00-0 Steelio Sends Pre Semester Video
Переглядів 29Рік тому
The videos in this series will correspond with the class CENG 4362 Concrete Design (undergraduate reinforced concrete design). At this point, the video may not make sense in terms of the storyline outside the context of being enrolled in the class.
Fracture Test #1
Переглядів 4272 роки тому
Watch this video to see fracture in a basic steel connection. Note how the steel yields at the net section area before ultimately fracturing.
Bolt Shear Test #1
Переглядів 3,1 тис.2 роки тому
Want to see a steel connection fail by bolt shear? Then watch this! The failure is at 0:59 if you just want to watch it go boom...
Structural Analysis Course Intro Video
Переглядів 3354 роки тому
Welcome to Dr. Batts's Structural Analysis I course!
V13-4 Tresca v. von Mises (Part 4 of 4)
Переглядів 2864 роки тому
Both Tresca and von Mises have submitted their evidence and performed example problems. It's now time for you, the jury to try the criteria out on your own and then submit a verdict. Who will win?
V13-3 Tresca v. von Mises (Part 3 of 4)
Переглядів 2434 роки тому
V13-3 Tresca v. von Mises (Part 3 of 4)
V13-2 Tresca v. von Mises (Part 2 of 4)
Переглядів 3624 роки тому
V13-2 Tresca v. von Mises (Part 2 of 4)
V13-1 Tresca v. von Mises (Part 1 of 4)
Переглядів 4554 роки тому
V13-1 Tresca v. von Mises (Part 1 of 4)
V11-5 Use Mohr's Circle to Solve Stress at an Angle
Переглядів 3384 роки тому
V11-5 Use Mohr's Circle to Solve Stress at an Angle
V11-1 Mohr's Circle Intro and Derivation
Переглядів 2394 роки тому
V11-1 Mohr's Circle Intro and Derivation
V10-5 Stress Transformation Equations Example 2
Переглядів 1054 роки тому
V10-5 Stress Transformation Equations Example 2
V10-4 Stress Transformation Equations Example 1
Переглядів 1234 роки тому
V10-4 Stress Transformation Equations Example 1
V10-3 Principal Stresses and Max Shear Stress
Переглядів 2244 роки тому
V10-3 Principal Stresses and Max Shear Stress
Great!
Anthony you are beauty man, great explanation 🎉
Remove all sharing UA-cam
The explanation was so exceptional that I bothered to login to thank you. I greatly appreciate how concise and easily understood that was. There was no beating around the bush either, so I was happy after 2 minutes 🙂.
Shouldn't the reaction of Ay at point D be 0.6k?
You won’t get much audience and monetization if you don’t include basic information such as bolt size and ultimate load
Why do we need to multiply the phi-Pn with two to make it for two angles?
Are TC bolt slip critical?
This video is emo
This is a great example, but I've never understood the evaluation of the paths past the first line of bolts. To develop the strain required to reach the fracture stress, the path must be able to elongate sufficiently. This isn't possible if there are still bolts preventing this elongation, and will reduce the load sharing ability of the bolts overall. Tests have shown the failure starts at the first line of bolts, regardless of what such a "path" assessment may say about it.
Hey can you explain how you get the 1/2 when calculating Agv
Great!! I Haven't experienced such an amazing video in my whole life.Thank you sir
Why are you homosexual?
How many tonnes at fail point and what bolt size
What force at that breaking point?
Thank you.
do a compression test on dry pour concrete and show how weak it is.
Did you guys scroll down and see me here?
I prefer Tesca, only because it has a tighter range of safety, and when working on something its probably best to air on the safest side regardless of how little more that is.
We defeated him!
Thank god for the cube
Thanks so much for your help
The intro made me leave
Awesome I got a lot of the video keep it up 👍🏼
Very Informative Videos
thank you, for the first time I understand this curve
I’m a little lost, why are these the only blocks considered, what about a block that goes through the first bolt and then goes up a staggered path to another bolt
Hh
your dancing, is distracting
Thanks !
Hello sir please explain beam to column shear plate connection.
awesome
I'm currently struggling a tonn in my steel course and your lectures were EXTREMELY helpful and I forwarded them to a couple students who are also having trouble like me. Thank you for taking the time to make this series, it finally helped me understand what's been going on in class and I even stopped hating the subject for a second and thought it was interesting! Thank you so so much.
Great to hear! So glad you loved STEEL, if only for a second...!
Great video, thank you!
Saved my life xD. Thank you !
9:00 why is τ drawn to the right? Is it just a convention or is this the direction shear stress is acting? It seems to me like it's backwards (not just here, all the derivations I've seen have it). The reason I think it's backwards is take the typical example, stacks of boards. If the left edge of the stack of boards are held fixed and the right side is free to slide and you add a weight to the middle, the beam will bend like a U (with the concave side up). If we look at the right hand side, the top-most board will bend the most and the bottom most will bend the least. As such I imagine that wherever we make the cut, just like the boards below slide to the left relative to each board above them, I would imagine the transverse shear stress imparted on each board above from the one below to be to the left, but it's always drawn to the right. What am I missing?
thanks for the confidence and to explain. but you missed lots if book rocedures. like cheking perpendicularity or gaps at the diameters. .. keeping it moist. etc. lol but thanks for the great content!
that is cool
Anyone from BD to learn about slip critical joints for Padma bridge?
I am watching it now because of the Padma bridge issue.
Straight forward explanation. Thank you.
cool pirate looks and good teaching skills, sir. thanks a lot <3 <3
Thanks...
Awesome video. Much love from texas tech
Hi Anthony i am steel detailer. i have a doubt, that SC bolts grades are different from other bolts in grades?
love from PAKISTAN
Hi Anthony - great video. What if a connection has shear and axial tensile forces acting simultaneously. How would we approach this expression? Thanks!
Excuse me, what is the source of these slides, thanks!
3 D is good for an understanding steel design. Thank you.
why block 3 Ant=5 inc ? Is it 5'' * 1/2'' ?
Yes- it is just written differently then the calcs done for Blocks 1 and 2. The 1/2" is after the [ ] and multiplies all factors inside it.
I cant understand 1/8 in 3:20
The 1/8" accounts for the standard size hole dimension (1/16" larger than nominal bolt size) + possible material damage (1/16"). Possible material damage occurs when holes are punched for instance. The calculation written combines the two values and is more in line with AISC Steel Construction Manual 14th ed. In the 15th edition, which corresponds to AISC 360-16, the calculation now calls for using d_h + 1/16" where d_h is the nominal hole diameter from Table J3.3 (which would be 15/16" for the 7/8" bolt) + 1/16" damage called for by AISC Ch. B4.3b. For 7/8" diameter bolts, the calculations are the same. For bolts with nominal diameter >= 1", the standard size acceptable is now 1/8" larger than nominal diameter (as now specified in AISC 360-16 Table J3.3).
Dr. Anthony after drawing the deformed element what do we do next... or how dose it help us asses the structure of the dam? and thanks for this great content👍🏽.