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Hi, I need to model a deck in SAP2000 such that it transfers the load in one direction only. The deck is supported on 4 beams (one at each side) and I want the load to be transferred in one direction to two parallel beams only. In ETABS, there is an option to define a deck section and then...

Hi, I applied seismic load in SAP2000 using the Response Spectrum procedure. I am getting zero reactions and forces in the members. Not sure how to fix this issue. https://files.engineering.com/getfile.aspx?folder=26ece55e-d50d-4a0f-adab-63a9e90e3ec1&file=RS1.png

Is there a way to apply passive soil pressure to the walls in ETABS? This means that the passive pressure will be activated if the wall movement reaches a certain limit. Thanks.

Fatigue is a design consideration in pole structures. Grout is not used under the base plate in poles because grout has low fatigue capacity. Therefore, the design is performed so that the Anchor Bolts take both tension and compression.

Thank you guys, much appreciated!

Thank you very much for suggesting this useful reference. I have a follow-up question; Do you suggest a reference illustrating the design of "multiple anchors connected to a single steel plate at the embedded end of the anchors"?

In Section 17.3.2.1 of ACI 318-14, the calculation of concrete breakout strength is not required if anchor reinforcement is provided in accordance with sections 17.4.2.9 and 17.5.2.9. In concrete pedestals supporting light poles; If the vertical bars are sufficiently developed, then can we...

ASCE7-16, Equation 4.8-1: (Lr = Lo R1 R2) where 12 ≤ Lr ≤ 20 Does 12 ≤ Lr ≤ 20 imply that Equation 4.8-1 is applicable only when the roof live load from table 4.3-1 is taken as 20 psf? And in Section 4.8.2, there is this statement: "In structures such as greenhouses, where special scaffolding...

But why would someone mislead the senior engineer and design a member to fail? And how to mislead the engineer? If there is something not clear, it is the senior engineer to check and ask for clarifications. Otherwise, there is no point in the senior engineer reviewing calculations. In some...

Thank you all. I noticed from my observation that when a problem happens (like missing details in the drawings or mistakes in the calculation), the senior engineers immediately start blaming the junior engineers for not doing it right. This gives me an indication that if something serious...

Hi, I am a new structural engineer in a design office. I am assigned design tasks where I prepare calculations and drawings of structural members (I am not a PE). The senior engineer (PE who I directly report to but he does not stamp drawings) does not ask me for calculations if I do not...

In columns, if the bar force due to factored loads is tensile, then can we still use End-Bearing Splices? I am referring to Section 10.7.5.3 of ACI 318-14. Thank you.

Oh ok got it, thanks. What was confusing me here is that there are separate provisions for ties from those for hoops. So that's why I wasn't sure if there is something I am missing.

I am a bit confused about the meaning of "hoop" in ACI 318. How does it look like in column reinforcement? How is it different from ties or spirals? Thanks.

any thoughts?

In the 15th Edition of the Steel Manual, I noticed the following discrepancy: Table J3.3 in AISC 360-16 shows that the Standard hole diameter of a 1 inch bolt is (1-1/8"). Table 3.1 in RCSC-14 shows that the Standard hole diameter of a 1 inch bolt is (1-1/16"). Which value should we consider?

Ok got it, thanks! This picture worth 1000 words. It should be added to the upcoming version of ASCE7 :)

Thank you. What confuses me here is the term "each roof of a structure". This implies that one structure may have several roofs. Ce is determined based on 1- [surface roughness category] and 2- [Exposure of roof]. The [surface roughness category] will not change. So, Ce will change for "each...

In ASCE7-16, Section 7.3.1, it is mentioned that "An exposure factor (Ce) shall be determined for each roof of a structure." Can anyone please give some examples of such conditions? Thank you.

Thanks hokie66.. but I believe column capital will affect the clear span between columns (ln) and thus will reduce the moment demand. However, I am not sure if (ln) will be also reduced when using drop panels or shear caps.. It seems each element has its own implications.