Hello All,
I am designing a building with Canadian steel design code CSA S16:2019. This building's analysis is following Simplified stability analysis method as per clause 8.4.3 by use of RISA 3D. For all the members designed by the software, I am wondering if i still need do member stability...
Hello All,
I am designing a building with Canadian steel design code CSA S16:2019. This building's analysis is following Simplified stability analysis method as per clause 8.4.3 by use of RISA 3D. For all the members designed by the software, I am wondering if i still need do member stability...
Hello All,
I am working on a truss system industrial building, this building is for 100t bridge crane. i have a few questions about my truss internal braces and roofing braces. wondering can get some advice and suggestion from you.
1. for the truss internal braces, is it common if the...
Hello All,
I am preparing for a test method spec for Concrete-filled Pipe Pile, the pipe pile will be driven to the top level of rock firstly, and then drill soil into the rock 3m further and fill the reinforced concrete. The pipe pile need sharing resistant load with reinforced concrete core...
Hello All,
I am in a project need using steel pipe piles. i saw some topics in this forum, i still have some questions regarding to the rock-socket here. As per the superstructure load and site conditions. There are some recommendations for the piling which i have questions. wondering if can...
Hello all,
i am working on a girder beam(1000X420X40X32) to column web(25mm) connection with a big shear load(500KN) and transfer load(+/- 1000KN). i am using shear end plate (32mm) to transfer the load. a very thick endplate needed after considering prying action( M20 steel bolt is used). I...
Hello All,
I am designing a simple braced frame system with single diagonal alternative braces. my colleague recommended to reverse the single brace orientation at the other braced bay. the reason is to meet the condition- one braced bay at tension condition and the other braced bay at...
Hello everyone,
I am designing a beam to column web connection, wondering if i can get suggestion or advice from you.
The beam size is 310UB with small shear force(40KN) and big axial load(400KN).the beam need connect to column web(310UC)from both sides. This is a steel platform and no deck...
Hello Everyone,
I am designing a stabilizer which will provide lateral support only for a structure.
the stabilizer is a W shape beam and connects to column flange directly. I plan to use an end-plat connection between
beam and column. and set vertical short slot at column flange and...
Hello All,
I am design a project under seismic design type D and need anchor reinforcement to develop anchor bolt tension within pedestal. i plan to use #25mm vertical bar(the development length is 1412mm as per ACI 318-11 section 12.2.2) and as per ACI318-11 section 12.2.5, the excess...
Hello All,
I am designing a 6.6m steel beam with 20mm displacement difference at the ends. this beam is supported by beams, one end is moment connection and the other end is shear connection. Is there anybody have suggestion regarding to how to consider the load resulting in the beam end...
Hello,
i am a newer to use north America code and practice. I have a few questions regarding to foundation design, hope to get you some explanation and advice.
1. is it necessary to consider foundation self-weight inducing seismic load ? my understanding is not necessary as default, this...
Hello All,
Thank you for your attention and time for this topic, I have two questions regarding to bolt installation requirement when using AISC code.
1. if i set slot hole to release the load in one direction. i should select snug tighten bolt only, right ? is there specific clauses in AISC...
Hello All,
I am a newer to US design code. May i ask some experience and advice regrading to difference of seismic force resisting system(SFRS) and lateral force resisting system(LFRS)?
1. what's the difference between these two system, are they same once to resist seismic forces? somebody...
Hello
May i ask some advices or previous project experiences regarding to the difference of AISC DG04 extended end-plate moment connections and DG16 flush and extended multiple-row moment end -plate connections?
1. what's the scope of these two design guide? seems DG04 is for high seismic...
Hello Friends,
I am a newer to use ASCE 07-10 design code, i have a question about where to use overstrength factor when following building system defined in table 15.4-1.
as per section 15.4.1 item 9 quoted " 9. where specially required by chapter 15, the design seismic force on nonbuilding...
Hello Friends,
Does anyone can advice how to check section capacity at a spot with big bending moment and shear force relatively by using of AISC 360-10 code ? I only found check the bending strength capacity as per chapter F and shear capacity as per chapter G separately.
1. Is there any...
Hello Friends,
I have a question regarding to maximum elastic displacement under seismic load would like to get some experience and suggestions from you.
As per chapter 12.8.6 AISC 07-10. we need get maximum elastic displacement to check story drift.
under AISC 07-10, plastic section is...
Good morning Friends,
I have a few inquiries about how to calculate conveyor material load at chute load area.
May I ask experiences and suggestions about these from you?
1. how to calculate plug load at this area, do we need calculate all the material which could project on the conveyor as...
Hello Friends,
May I ask some suggestions here. Is there any technical concern to use an channel(toe down) as a horizontal bracing?
seem we seldom use it but i can't figure out any technical reasons. is there anybody have any suggestion about this.
Thank you in advance for you advice.
Archer
