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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.

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...

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.

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.

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?

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.

What is the difference between drop panel and shear cap and column capital in Two-way slab system?

Clause 5.3.2 of ACI 318-14 states that: "the effect of one or more loads not acting simultaneously must be investigated". What does that mean? Does this mean we need to investigate Dead Load Alone, Live Load Alone, EQ Load Alone and Wind Load Alone? I thought we need to use the Load...

I am modeling a steel frame considering an intermediate moment frame as the lateral load resisting system. All the beams are simply supported except the ones in the intermediate moment frame. In ETABS, when I view the assignment of any of the simple beams, I find that they are assigned a...

Could anyone please recommend good references about the analysis and design of sloping steel columns with some design examples if possible? I need to understand the load transfer mechanism and the limits states that should be considered in design. Thank you.

Is there a guideline or rule of thumb about when to consider [Bolted Connection] vs [Pin Connection] vs [Eyebar] to connect tension members? Pin Connection is in Section D5 of AISC360-10. Eyebar is in Section D6 of AISC360-10. Thanks!