Recent content by Trillers

WinelandV, We are in the same situation with a very similar scenario. Well-compacted gravel (5,490# compressive strength), 20" thick. The forms use #5 rebar in the same fashion as the pin you described. Just was never able to figure out how to calculate the shear capacity and pullout...

To secure formwork into compacted soil the contractor is using a 2x4 base plate and using #5 rebar driven 16" into the ground to anchor the base plate. The loading on this will be the horizontal load from wind forces and horizontal forces produced by the uncured concrete and the vertical forces...

I was looking at ASCE/SEI 37-14, 6.2.3 Accelerated Wind region which states that at "top edges of enclosures, pressures shall be assumed to act upward as well as horizontally". This citation might not apply to the formwork we are designing. The other reference is ACI 347-04, 2.2.3.2 - which...

Both ASCE and ACI state that a minimum wind load should be applied at the top of a vertical wall or column form if I’m reading correctly. It doesn’t seem practical to apply the wind loading at mid-depth if we’re required to add a minimum wind load ar the top of the form wall. I guess then...

I should clarify - in stating the wind force should be applied as if triangularly distributed this would place the resultant at 1/3 below the top of form, not the top of form where I believe it should be. Thanks.

I am designing a wall form system for a low wall (less than 8'). I applied the wind force at the top of the form, but the reviewer indicated this force should be applied as if the wind force is triangularly distributed. The references I have seen all indicate a minimum wind load "applied at...

Thanks guys- ASCE 37 has been my Primary reference but I didn’t see the CAt II for temp structures. I’ll recheck. For now I’ll eat burnt turkey!!

I am designing formwork for concrete walls and roof of only one-story heights. In doing so I assigned Risk Category 1 since the formwork is a temporary structure. However the QC reviewer insists that wind loading, even for temporary formwork, must comply with the Risk Category of the...

Gentlemen:. Thanks all for the insight and wisdom. I will now go back to the drawing board bruised but wiseR.

Sorry about the absence folks....not been abducted although some swear that UFO sightings are definitely on the rise in our region. Delay in responding is due to being out of office and the time zone difference. Anyway I guess my post definitely confused a lot of you. To clarify on...

Greetings: I am designing a steel beam to support a 16" waterline crossing over a creek. The waterline will be supported by the I-Beam by hangers at 8' OC which I analyzed both ways - point loads and uniform load. The clear span is 72 ft. Because of limited space the contractor can only...

Has anyone in this forum had experience with the Daniel T. Li suite of spreadsheets? We are considering purchasing a license but have not been able to find reviews on this spreadsheet based suite. I personally am impressed with a couple of trial versions we have run, but would like to confirm...

Greetings HOKIE and JAE- In full agreement with you on the coating. Regarding the rusting - there was no spalling or cracking near the origin of the stains, so tend to think it is tie wire or form nails "inadvertently" left in place. Thanks for the input gents - be safe and well. Trillers.

Greetings - We are working on rehabilitating an existing concrete water tank 24'L x 12'W x 10'H constructed in 1998. The tank appears to be in fairly good shape and the owner indicated no leakage prior to it being emptied in 2017. We want to make sure the tank is OK for recommissioning so...

Greetings: One of our clients is completing a residential mid-rise apartment project for which most of the parking spaces are in the basement level. Instead of striping to delineate parking stalls, the developer would like to use reflective raised pavement markers (buttons). The building...