Recent content by TS59401

Thanks Lo. That makes me feel better, since I have not ever included a lateral load for a mobile crane either.

All good points dhengr and I tend to agree. I have one follow up question that you can probably help me with: ASCE 7-10 suggests crane runway beams (stationary bridge cranes) be designed for 20% of the rated capacity + hoist + trolley as a lateral force. I think the reviewer is using this as...

Thanks JStephen; not a bad idea. Just to clarify we are just (at lease so far) considering vertical lifts and pile driving.

Hello, Recently we have been asked if we should be including a horizontal reaction (similar to the design of bridge cranes) to our analysis of work bridges. We do look at wind loading on the structure and equipment, but have not looked at a horizontal load related to a crane pick. Has anyone...

@EDub24, thanks for the confirmation and the heads up on tank design. @Calieng, No problem. I am curious about your question as well. I wonder how many man-hours have been spend on this new ASCE requirement?

Hello, I am sure there has been plenty of discussion regarding this section of ASCE 7-16, however I have not been able to locate a clear answer. I am looking at section 11.4.8, Exception (2) that discusses Site Class D sites with S1 greater than 0.2. As I read the exception, I believe it says...

This is a review of another firms work related to corroded existing concrete pipe. The report investigates pipe stresses with varying levels of concrete cover corrosion all the way down to 0" of cover, thus eliminating the effectiveness of the inner rebar layer. The report scales a reduced...

Thank you everyone. The specific rebar that I am looking it is WWF in a pre-cast concrete pipe (off the self stuff). The half in sounds reasonable and is will within the bar diameter minimum referenced above.

I am reviewing a structural analysis report for a client regarding some existing concrete pipe on their property. The report is stating that concrete reinforcement requires a minimum cover of 1/2" to develop the full strength of the reinforcement (not code minimums for construction). I think...

I am working on an industrial building retrofit project. The building system is an ordinary reinforced concrete bearing wall structure that is overly heavy due to two separate "cooling tower" like structures on the second level. These "cooling towers" are being removed during this retrofit...

I should add that we also use a timber deck and even the new code gives us a little break for timber plank decks. Little victories.

Thank you for the confirmation. I have noticed that the distribution factors are much more complicated, and mercifully we are only dealing with simple spans (tabulated LL forces). I have been through this bridge by hand, and it is pretty involved under LRFD. Do either of you have any software...

We typically design temporary detour bridges to the old ASD AASHTO specs, however this time the state is asking us to use the 2014 version. The old ASD method gave distribution factors based on wheel line, thus we divided the simple span live load by 2 prior to applying the appropriate...

Wallache and SlideRuleEra, Thank you for the advice, I will confirm the intended mix design and get this out the door. Much appreciated.

Thank you Wallache. I found ACI 347 and the equations look similar to the Dayton Superior handbook. I notice the pressures for a wall less than 14' and pour rates below 7ft/hr are maximum values. Should I assume a triangular pressure distribution to the top of the wall or to the top of my...