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Good resources and suggestions from all of you and thank you for all that. For this, we have marina layout from civil/Arch form and coordinating with dock mfrs.We are mainly focusing on the superstructure(shed),but need the understanding of overall systems as well. Thanks!

Hello engineers, I am in a process of designing a facility for Boat slip. It is to be covered and need spaces for 20 boats. The site is a lake near Dallas, TX. We are asked that it is to be of floating type. Any reference materials,books,design guides, tips and thum rules will be grealty...

Dik, The soil under the slab will be select fill- that way I feel a little better. Another question on this detail: As you see the retaining wall at the outside perimeter ( retaining a 3 ft of soil). Any provision for drainage required on the wall? I am seeing 15 mil vapor barrier under the...

Hello Subject: Slab on grade construction on community cetner structure in TX (hot climate). Here my concern is the interface detail between inside and outside slab.This structure is raised 3' above the grade level and the outside cover patio area (roof but no wall enclosure)is all around the...

Thanks all for your input and very helpful discussion. With so much input and other literature review ,I feel better on using material test data. The following link is very helpful: http://www.steel-stainless.org/media/1036/english.pdf

I did doulbe check on that to confirm it is the Yield Strenght (Fy), and it is yield. The report also has Fu (about 100 ksi) My concern is tracking the product, who and how accurately they do if we use higher yield based on test.And I belief also they won't test every prodcut. This report is...

Hello, My question is on design of railing systems with stainless steel. What would be the yield strength (fy) of stainless steel alloy 304, in practice. Railing Supllier says they have been using 50 -60 ksi and has material testing report to verify. It seems quite a high compared to 25-30 ksi...

Hello, My question is on design of railing systems with stainless steel. What would be the yield strength (fy) of stainless steel alloy 304, in practice. Railing Supllier says they have been using 50 -60 ksi and has material testing report to verify. It seems quite a high compared to 25-30 ksi...

That was a good recommendation to follow ASCE 41, thank you to both of you. Looking into ASCE 41, it seems as the right document for seimic retrofiting of an exsisting building and question about R values is not applicable (or say R =1 system). As R =1, now foundation sizes will be larger...

FEMA P-2006 (free download from website) has various types of examples based on ASCE 41.

Adding braces to retrofit 5- story RCC structure in SDC-D.Planning to add braces in between existing concrete columns. Now adding only digonal steel member as braces and using exist concrete columns as vertical members and exist slab as beam members. Can this system be considered as STeel...

Thanks,Nice Article.That answers a lot of questions about seismic design code.

Use of Amplified load combination in SDC -B. I could not find any section on ASCE 7 that requires the use of amplified load combination(includes omega factor).Could anyone confirm whethere it applies or not for SDC-B. It says SDC C and above per section 12.10.2.1 for collector elements. My...

Based on the replies from all of you and with some research, I now feel comfortable using headed bar instead of hooked bar in similar situations.

Hello All, I have a question related to anchor bolt/ Pedestal design. This project is in seismic design category D, where we can't reduce development length base on excess reinforcement per ACI.This giving tall pedestal, we are looking options to get reasonable pedestal ht. 1)To reduce the...

Tx prestressed Girder. Contractor wants to replace the Top T-bars (4)- #4 bars on Tx40 girder with 1/2' diameter strands. Saying it helps on their production process. I did not see related Tx dot Documents to permit the replacement option. Any Bridge Engineering has similar experiences? what...

I agree about the design procedure. For detailing side,I am worrying little about while welding.In my case the flange is about bf =10" wide.Fillet weld only is good or need to provide plug weld in combination.

My question is about strengthening a W section steel beam with adding another W section on bottom flange. Adding cover plate or WT options are not sufficient because of large moment requirement . I am planning to connect the flanges with weld, I can fillet weld the two flanges. Now my concern is...

Bridge design using prestressed girder with concrete deck slab and pile foundation. 1)I don't find details for diaphragm.I assume they need diaphragm at the supports at least as the bridge manual says no intermediate diaphragm required. I will appreciate if any person with experience on Txdot...

Thanks for pointing out the exact section of AISC, which rules out the use of inflection point as braced point. As I read the code more deeply,I find two types of beam bracing as lateral bracing and torsional bracing.In our situation, even though, the bottom flange is laterally unbraced, it is...