We are having a discussion in the office about what should be included in typical base scope structural engineering services for a new building. For example historically we have not included in our proposals the design or detailing of interior partitions, typical stairs, handrails, or typical...
A welder has substituted an e7014 electrode for the specified e7018 (low hydrogen) electrode for welding new A36 steel to existing gr 30 (older) steel. AWS A5.1 shows that the E7014 and E7018 have similar strength properties but the E7014 has no charpy v notch limits, unlike the E7018. Also...
Two questions- First, is anyone aware of research and/or a design method for an extended or flush end plate conn that is welded to the supporting column rather than bolted? The AISC design guides 4 and 16 address only field bolted end plates. I have not found anything further on the web for a...
I am trying to determine the fire rating and uniform load capacity of an old roof deck system called Pyrobar. Need to replace damaged portion of it on a flat roof of an old building. The roof deck consists of a flat deck of 3" solid Gypsum planks 1' wide and 3' long supported by doubled light...
Seeking any span tables or manufacturer's data for this outdated roof deck system. The typical system is 2" thick by 15" wide planks with sheet metal edges. The web says a system like this was made by USG, but no other data available so far. Am evaluating an existing roof that was constructed...
I am designing a replacement parapet as a 4' vertical cantilever. Architect wants us to use solid clay masonry two wythes thick with hor joint reinforcement. I need to provide vertical rebar reinforcement, centered in the parapet, to resist wind etc. Have heard several different ways to provide...
I am reviewing a 1930's era floor in a NY city building that was designed using the empirical formula in the NY code of that time. Having some difficulty deciding how to rationally decide when a hole in the floor of what size needs to be reinforced with steel angles etc under the slab.
The mesh...
My understanding is that for hot dip galvanized WWR, the wires are hot dip galvanized per ASTM A 641, but, its done before they are welded into fabric. The welds obviously effect the protection provided by the zinc. I would like to specify that the WWR is hot dip galvanized after the welding...
Is it feasible to design a doweled connection between new and existing concrete, that is carrying shear, where the plane between the two placements is very smooth? I have an existing condition that is creating this issue. Shear friction concept would not apply since there is little or no...
I am designing an 8" wide brick parapet to resist wind load, and for architectural reasons the parapet width is constrained to 8". (This is a renovation). The parapet needs to be vertically reinforced. The only way to get the necessary grout clearance for vertical reinforcing bars appears to be...
Gents-
Have a client who wants to repair fifty year old exposed architectural concrete and have the new patching match the older existing material as closely in appearance as possible. The repairs required are typically patching of partial-depth spalls (due to poor cover on bars).
The old...
An existing cast in place framed concrete stair I am reviewing has numerous locations where the treads have cracked due to corrosion of nosing bars. Am having probes and tests done but my guess at this point is that lack of cover plus frequent salting have resulted in the nosing bars corroding...
I am strengthening a variety of wide flange shapes made from A7 steel (Fy=33 ksi) by welding tees on the bottom. When checking the combined superimposed stresses on the top flange of the strengthened section using ASD methods, is there any justification for using a higher allowable Fb than...
Gents-
I have an existing 2x12 @12" o/c framed floor with diagonal tongue and groove plank deck that is 1" thick. I am checking a few of the floor joists for some new point loads arising from proposed mep equipment. The point loads occur every 4' each way in plan. Can anyone agree that it is...
IBC Equation 18-2 for calculating the depth "d" of a non constrained pole foundation seems to have a circular logic. The item "A" in the formula is calculated using "S1" which in turn depends on the depth d. The equations can be solved by assuming a depth d and varying it until the assumption...
I am looking for literature references about how to check the strength of a masonry or concrete support for a handrail post. Google searches of this site and also of the net did not yield anything useful.
The moment and shear at the base of a laterally loaded 42" high handrail post have to be...
In Pennsylvania. No one got hurt luckily.
http://www.att.net/s/editorial.dll?pnum=1&bfromind=7401&eeid=5568509&_sitecat=1522&dcatid=0&eetype=article&render=y&ac=-2&ck=&ch=ne&rg=blsadstrgt
I am considering the use of a proprietary mechanical sleeve-type anchor to resist tension loads. The anchors are to be installed in vertical holes on the underside of an existing concrete flat slab. The tension load will vary from 0.3k to 4.5 k many times during the life of the anchor (the...
I have a client who wants to reduce finished grade elevation near an existing cip grade beam. Frost depth here is 3'. Lowering grade will make the existing grade beam bottom (on one side of the beam) to be within 1'-8" of top of fin grade. Using traditional underpinning to deepen the grade...
By thru-bolt I mean a threaded rod that is fastened with a nut and washer placed on the outside face of a cmu block, not embedded within cells. The rod resists tension. My opinion is that this equation (which the commentary states is based on test to failure of the anchor steel for an embedded...
