Engineering Centre

In Profis, tension or shear supplementary reinforcement can be selected but I can't find how to provide both at the same time. How do I do this? Additionally, surface reinforcement limited to 16mm. I have longitudinal bars already in my beam which are 20mm diameter. Is it appropriate to use these or would I need to supply sur...

I programmet kan man ange att man vill ha livplåtar men jag skulle vilja ha dessa enbart på en sida. Se bifogad urklipp. Kan man göra detta?

Device operation of TE 6-A36

Profis doesn't allow M39 for uncracked concrete.

I am designing some masonry fixings for a steel frame. When inputting in the shear force on the bolts, regardless of the value, i get a Brick Edge Failure of 250%. I have tried changing the dimensions between the edge of the panel and the bolts, but the utilization does not change. Loking at 'Shear load (ETAG 029 Annex C, Se...

The software gives a maximum possible anchor embedment depth h ef based on the slab thickness. If I use a chemical anchor on metal deck slab, can I disregard this requirement and use h ef up to approximately 10 mm from the metal deck. It is assumed that unlikely the mechanical anchors, the chemical anchors do not develop a com...

How safety factors are considered in the applied loads for concrete, steel anchor plate, and profile in anchoring calculations? Are applied loads multiplied with safety factors? How HILTI considers safety factors in anchoring calculation? I am using EN approach to calculate anchors but not sure how HILTI considers inbuilt safe...

Why does it say not possible to calculate the example you created, due to an error in finite element analysis (analysis: Singularity) when I try to carry out the calculation

The below warnings appear at the report : You can improve your design by optimising the baseplate geometry. You can improve your design by optimising the layout of your anchors. No standard item number available. Please contact Hilti to check feasibility of supply. Baseplate thickness optimisation and stress distribution dete...

Why getting 0 anchor forces in Equivalent rigid anchor plate (CBFEM). if there is no plastic strain in plate it can be assumed as close to rigid or rigid?