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Thanks to all, The curing concern is to prevent the liner from separating from concrete due to excess moisture. A local expert agreed with the moisture testing suggestion. We are developing a plan to monitor surface moisture and compare against the manufactucturers recommended moisture for...

Hi, I have an unique project requiring the curing of concrete cast in a fiberglass tank. I am designing a footing retrofit inside an existing fiberglass sewage wet well lift station. The concern of the client is time. The lift station retrofit needs to be completed as quickly as possible so...

Thanks so much for the replies. All contain good information. Thanks for the feedback. I wish the geotech had been involved but this is a private sector project, no requirements were made of the geotech, maybe an oversight by others, but I will add a qualifying statement to the design. It...

I am designing a ring beam foundation for a steel waste water storage tank, 32' diameter X 9.5' tall, about 56,000 gallons. The problem is it will be supported by about 10 feet of fill over bedrock. I dont want to pier a ring beam as this could cause problems with the tank floor and I dont...

Thank you JoshPlum and KootK for your replies, Removing more concrete near the corner for HSS concerns me. The suggestion about the tilt wall connection to foundation is a good one. I will include that in the spec for post demo inspection. In the DFW area, normally the tilt wall panels extend...

I have been asked to evaluate a simple 3'x7' access/egress door penetration in a tilt-up building. The edge of the door will be located very close (<2') to the intersecting panel (not in plane). I dont design tilt-ups so I am not aware of any code limitations for edge of panel clearance. I can...

OK, that makes sense, this will be a secondary road with lower speed limits. I just found a detail on the TxDOT bridge standards web site that I believe is useable Rail Anchorage Curb for box culverts that I believe I can use without undue concern...

Thanks for the input. I havent found the reference in my google searches on AASHTO guard rail specs. 400 kips for a TL3 design seems very high. The TL3 is a 2000kg pick-up traveling 100 km/hr with a 25 degree impact angle. For a complete stop, yes the loads are very high, but for a glancing...

You should be able to bear directly on the cmu if you provide anchorage for uplift. You just have to check bearing stresses in the cmu. Plain or reinforced cmu? ASD or LRFD? Mortar type? All makes a difference. Check ASCE 5-08 Buidling Code Requirements and Specifictaion for Masonry Structures.

Hey the basic issue here is whether the state requires you to have a firm or individual permit (different than a PE license) to do work in that state. You can be fined if caught.

I am designing an extended curb that will anchor a test level 3 traffic rail per the NCHRP 350 spec and need an impact force. I know how to calculate impact forces, but the report only designates weight, initial speed, and impact angle. I need change in velocity (lateral) for the calculation...

This is the third good responce I have received. Thanks for your help.

OK, I am going to put that in my back pocket to consider as I proceed with the analysis. Thanks for your input.

Jike, No, there are no header (row lock) brick. I am not sure of the attachment. Like I said earlier, this may require some disassemby to figure out the exact construction details. mssquared, Yeah, I am now considering alternatives. Post tensioning could work, but where the heck do I hide...

OK, I understand, The maximum unsupported ht is 18' which this building meets, but I am analizing for combined wind shear and vertical load with new openings in the structure. See last reply above. Thanks for your interest.

Yes, you're right. These openings are supported with steel lintels, not headers. There are five openings 3' to 9' wide, new and proposed, in a 57' long wall. The remaining six panels are 4' to 7' wide for a combined length of 29' to support the 57' long wall in wind shear and vertical load...

Jike, There is no evidence of wind distress. The owner is cutting new openings in the wall so I must analyze the new masonry columns created by the cuts. I may have to do more destructive testing to determine if this is bonded brick and headers. Thanks for your input. concretemasonry, again...

I might add that a simple sounding survey, using a light hammer to tap the brick or concrete, is very usefull in discovering hidden spalls that have not completely popped. Listen for an obvious hollow sound. Hope this helps.

Usually fire damaged brick will show obvious signs of heat stress. Heat stresses cause spalling, not necessarily cracking. This should be readily apparent. Ditto for concrete and mortar. But testing is in order if you have obvious fire damage. and temporary shoring is definately in order if...

This building has no pilasters on the inside. The bar joists are on 8' centers and span 36' which is my concern. The owner is trying to keep the interior clean and avoid adding pilasters, beam columns, or other 'unsightly bracing". The building is about 14' tall and uses a 6" hollow block...