This is a great slide show! Very informative

Great work! I've recently become interested in TW, and this video is an excellent introduction.

After searching for recent photos of the maiden arrival of the Cunard Line QUEEN ANNE to Greenock it struck me that there were only two rather than the three container cranes at the Ocean Terminal. I searched online and noticed that the first of two new cranes arrived at Greenock on Sunday 03 June 2024. I then viewed your detailed video regarding the first crane to be demolished. When I first noticed only two cranes I immediately wondered what happened to the third one. Now I know. It's always surprised me that the ancient container cranes ar Greenock have remained in use for so long. Especially with the growth in container ships.

Great Lecture, thanks for Audun Engineering for sharing their knowledge

رائع

Excellent video. Good to learn about the loading history. Something that may not be obvious at first.

Great presentation. Appointment of the DI.. If the business has a corporate function providing governance and multiple different sites where each site has their own management teams.. how would the DI appointment work? Would you have 1 at corporate and then 1 DI appointment at each individual site? Thank you

Thank you Josh for your presentation. Could you please answer or give thoughts on the following questions: 1. Your side view sketch from 22:35 shows a vertical red line between old wall and new foundation. Do I get it right that this is a vertical dowel (some kind of rebar let say) connecting old wall with new pins? I am asking as I saw many designs and actually not much information in books on required connections between new pins and old walls as there will be always a pressure behind the wall. I believe many engineers rely only on friction from vertical load as I could not spot any dowels in their design. If so, how do you justify these pins as the horizontal force is rather too big to be taken by one dowel per pin. 2. Do you use horizontal dowels between new pins to tie them together? And also do you always use reinforcement in new pins ( I can see on the photo that you used here)? As very often I see design with concrete only without reinforcement which very often worries me. 3. When designing the propping scheme, have you considered the temperature change? It was always a little bit grey area in our office as sometimes we got such huge internal forces in props and if we were to assume full constraint, the props would not work so we always were trying by engineering judgement proof that there will be some movement within a wall to allow for prop to expand and contract with no thermal forces in it. Please give your thoughts. Thank you in advance.

Guys, you are great. You are offering such amount of quantity and quality information.! Thank you for your time in this.

*Promosm*

I worked on the M60 bridge that collapsed. Makes me proud! What actually happened there? I can never find information on these things after the fact.

😭 Promo'SM

When computing the tower crane support reaction, do you take into account the load due to the jib rotation when lifting materials? Since the jib movement from being stationary to some velocity as well the movement from at some velocity to being stationary (braking) will cause some force as the consequence of the Newton 2nd Law of Motion.

Hello, how can I become a temporary works designer?

Hello, how can I become a temporary works designer?

ᎮᏒᎧᎷᎧᏕᎷ 💕

🍀 ᑭᖇOᗰOᔕᗰ

The Earth is cooler with the atmos/GHGs/albedo not warmer. To perform as advertised the GHGs require “extra” energy upwelling from the surface radiating as a black body. The kinetic heat transfer processes of the contiguous atmos molecules render that scenario impossible. No greenhouse effect, no GHG warming, no man/CO2 driven climate change or Gorebal warming.

Why was this in my recommended videos?

Hi, Did you tension the rods where you used the back to back PFC solution(example 4). My thinking is you were relying on friction between the PFCs/timber packing and the wall generated by tension force in the rods Otherwise the wall would be bearing onto the rods, on a very small surface area and I can't see that working with 0.42N/mm2 allowable bearing stress for brick. Also the bending moment in the rods would make it unfeasible.

Hi what is CPD?

Keep up the great work. You deserve way more subscribers! Have you ever heard of smzeus . c o m??? I think it would really help you grow your channel!

Thanks. A good refresh on TW.

GREAT PRESENTATION GUYS! CAN YOU SHARE THAT LINK AS MENTIONED PLEASE?

when I worked for a major contractor I was employed as a TWC/designer to sit in on all Permanent works design meetings to ensure any temporary works is taken into account. I also had an input in tender reviews and pricing. This help the company ensure the TW was captured at all stages. I think some companies integrate TWs with PWs better than others.

Thanks for uploading. Looking forward to seeing your future seminars. Hope they also get uploaded.