I have a condition on a new bridge in service for approximately 2 years. The bridge is a 5 span continuous plate girder bridge on a horizontal curve (r=650'). The round steel reinforced elastomeric bearings at the abutments have formed vertical cracks (typically 3 per bearing at about 120...
I have to size dry wells for a residential house roof leader for a 1/2" rainfall. I remember that the calculation is quite simple, but I cannot remember the specific equations. Can anyone help refresh my memory with how to determine the number and size of dry wells needed for this application?
I am working on a home addition and I have a problem with the geometry of the new roof. I am trying to tie the new gable roof into the existing gable roof at 90 degrees (commonly called a cross gable configuration). The existing gable is very shallow so in order to tie into the existing roof...
I am using Microstation/J and have found the default cell libraries to be limited. Looking for a source that has a more abundant source of architectural cell libraries?
I am working on a residential house in which the 3/4" t&g osb subfloor was exposed to excessive moisture due to delays in roof construction (approx. 2 months worth). The subfloor is supported by 2x10 floor joists @ 16"oc. Overall, based on a limited visual inspection, some minor...
We are designing multiple two & three bay reinforced concrete pier bents. We are utilizing LRFD and have found for the cap beam design that the ultimate moment never controls. The overwhelming control is distribution reinforcement for crack control. This typically results in the need for an...
We have specified the use of ASTM A449 2.5" diameter galvanized anchor bolts for bearings supporting a box girder. We specified that the bolts shall be tightened to a proof load of 449KN. My question is two fold:
First, the contractor has complained that this load is astronomical and...
Can anyone help me find a good reference(s)/example(s) regarding the design of anchor bolts for a sign support? The base plate is circular, the column is circular and the anchor bolts are in a circular pattern. I have many references with square/rectangular base plates and bolt patterns...
AISC 9th edition indicates that quenched and tempered high strength bolts should not be heated or welded. Can anyone explain this restriction? What is the affect on the high strength bolt properties? If heating is a problem, why can these bolts be hot-dip galvanized?
