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Also, I agree with Mike M. Sorry I got a little off track, but this nonsense with contractors and retaining walls is a very sore subject with me.

Retaining walls are one of the most common structures under construction today. Some consultants (one or two man operations) can make a decent living doing nothing but retaining walls. All contractors know the typical drill regarding backfilling requirements, and if they don't they are not...

All the Hawaiian islands are sinking, and sea levels are rising. If the current level is less than the 1935 data with respect to MSL, doesn't the current data indicate that it is sinking? We are losing anywhere from 4 to 12 inches of shoreline per year (depending on the location). About a third...

If you want the foundation design done properly, you really should engage a local structural engineer. Even if you are erecting the same exact PEMB at 20 different locations all within an hour's drive of each other, each location can have vastly different foundation designs due to the varying...

I am sure that you have, but have you verified the requirements for seismic analysis with your state DOT? I am sure you have but I am just kindly reminding you just in case you haven't, because in my state that part of the AASHTO has been superceded and an appropriate seismic analysis is...

smartin, 1st question: agree with DHK, except 100% increase is 200% of dead load (1.0D + 100%D = 2.0D). 2nd question: entire load is live load.

I would not consider a control joint to be a crack. I would consider it to be an edge, and would calculate appropriate edge distance or follow anchor manufacturer's edge distance recommendations to ensure proper anchorage. Other than that, I always consider concrete cracked, even in new design...

Thanks for the quick reply Ron. At first I didn't know what the heck you were talking about (I was looking in ASCE 7-02) but now that I'm looking at ASCE 7-05, I get it! I should have clarified that in my neck of the woods the applicable code is still IBC 03/ASCE 7-02, but I think I will use the...

The only provision for open structures for Method 2 (components & cladding, h<60')in the ASCE 7 is Eq. 6-25 which appears to be valid for only wind loads acting perpendicular to the surface (walls). Figure 6-5 gives GCpi values for open (and closed and partially enclosed) buildings, but nowhere...

Just spec an anchor that's ICC approved for use in cracked concrete. That way you don't have to think about.

After reading your second post, I see you say the standoffs are randomly "screwed" while your first post refers to relying on "nails" for pullout values. If I understand correctly you are actually asking if it is okay to randomly "screw" anchors into plywood and rely on the withdrawal values of...

I don't have any problems with nailing directly into plywood sheathing or using NDS nail withdrawal values, but I do have a problem with the actual nail withdrawal values themselves. If you nail directly into plywood sheathing without any regard for trusses or framing members below, then in the...

COE, In my first post, I said you should ask your geotech to clarify if the factored load bearing capacity is strength or extreme event. Let me correct myself. It is probably strength level. Extreme event is usually governed by seismic events, and for "buried structures" which culverts are...

COE, If the "impact" load you are referring to is actually the "dynamic load allowance" aka "IM" in the Service Level load combinations in CH. 3 of the AASHTO LRFD, then yes, you do have to account for it in foundation and bearing design. Please see table Sec. 3.6.2 for explanation of dynamic...

You are designing a culvert and you reference HL-93 loads, so I am assuming this design is governed by the AASHTO LRFD code. For AASHTO LRFD projects, geotechnical engineers give "service," "strength," and "extreme event" limit parameters. Service is unfactored, strength is factored, and extreme...

Hi all, IBC (03) 1609.1.1 says that wind loads shall be determined per ASCE 7 (02) with one of the exceptions being "Wind loads determined by the provisions of Section 1609.6," which is the simplified method. Section 1609.6.1.2 gives conditions under which the simplified method can be used for...

I'm not sure where you are located, but in the US the norm is 5 year maximum interval. Check the publication "Specialized Underwater Waterfront Facilities Inspections," which is a US Navy publication NAVFAC MO-104.2. Google "NAVFAC MO-104.2" and it will lead you to a link to a free pdf download...

Check the concrete tags. Make sure it's the right mix design and that it's not more than 90 minutes since batching before the concrete is placed.

I think you folks need to clarify the new designation that you are using to refer to the new combo SEI+SEII exam that will be in effect next year. It seems that most of you are referring to it as the "SEIII/SE3" exam. In my circle of friends, those of us that have SE licenses in Washington and...

Hi all, I have an existing 200 ft high apartment building with a swimming pool on the roof. There are 6' high cmu columns about 7 ft on center with glass infill panels along the longintudinal length of the edge of the building, and typical 4 ft high solid concrete parapets along the length of...