Hi,
I have designed a simple structure in RISA 3D and have used the software to design column (vertical) elements. On checking the detailed design report for columns in RISA, the flexural design in major axis does not accounts for lateral torsional buckling. It says "Limit state of lateral -...
Has anyone designed the pre-installed (L-shape/J-shape or) or post-installed (adhesive) concrete anchors with the bent shaft? Like the one shown in the image. Does anyone have the design calculation for this type of anchor that they can share...
The concrete column, 32"x 32", approx 8ft tall is supporting mechanical equipment (condenser). The are four columns such as this, supporting equipment. Each of these columns are cracked at top 1ft, some of them has 4" deep (horizontally)concrete chunks spalled off without exposing any rebars...
I have a 2ft thick concrete containment slab for a lube oil tank. The slab has layer of rebars at top and bottom surface. The slab was exposed to the fire. The concrete from slab will be tested to determine if the concrete is deteriorated or not. My guess is that the portion of the concrete is...
I have a 2ft thick containment slab, and we are coring the concrete samples from that slab upto its full thickness i.e. 2ft.
How can I seal the cored slab to restore to its function of containment?
Has anyone designed the pre-installed (L-shape/J-shape or ) or post-installed (adhesive) concrete anchors with the bent shaft? Like the one shown in the image. Does anyone have the design calculation for this type of anchor that they can...
Working on the traveling screen installed at the water gate where the water from sea comes inside the plant. The traveling screen has a rotating gear(called sprocket) which moves the connected screens as it spins. The gear wheel sits on channel beam at its mid span. The channel has failed as the...
I am trying to reduce the gage at MC 12x40 to 1.75in for a 5/8" A325 bolt. The workable gage is 2.5".
How can I verify that the washers and nuts at the bolt holes will not overlap fillet radius of MC? Does maintaining clearance for tightening (C1) as given in Table 7-15 of AISC Steel Handbook...
I have a frame structure with exterior wall, so that the wind is resisted by the wall. If I were to model the frame in the software for analysis without modelling the exterior wall, then shall the wind load be applied linearly on the floor beam of the frame or it shall be applied as a point load...
I want to use UPE and UPN channels from European Sections in GT STRUDL. The GT STRUDL has Table Name "U" for channels of European sections, which has some standard sections. However, the sections from "U" Table of GT STRUDL do not have similar sectional properties as UPE and UPN. Is there any...
Got to know from the Construction Engineer that it is a normal practice to use two nuts in regular bolt connection (non-pretension or non-slip critical).
My questions are:-
1. Is it really a normal practice to use two nuts in regular bolt connections?
2. Are both the nuts snug-tightened? Or...
I have a 6.5ft long vertical cantilever channel, its top end has fixed support(fully restrained to displace rotate in all 3 directions). At the bottom free end, 1ft(b) x 1ft(d) x 5ft(height) of steel sheet box is attached. The box is attached at its mid-height to the vertical channel.
How do I...
The vendor drawing specifies torque instead of bolts to be snug tightened in steel connection. The vendor is from European countries. Does anyone know if any European countries defines the torque instead of snug-tightening the bolts?
I am working on stainless steel frame with bolted connections using stainless steel bolts. The bolts are torqued.
Can anyone tell me the US design standards I can use to design stainless steel bolt connections with torque applied on it?
I want to design as stainless steel beam for torsion. The AISC Design Guide 9 is applicable to stainless steel beams as well, along with hot-rolled steel beams?
Channel C8, 14ft long, simply supported is supporting the grating and loads on the grating. The channel is failing in bending. To improve the strength of channel, another channel of same size and 8ft length is added back-to-back to existing channel. The channel is connected with one row of...
I have designed a beam for bending which is laterally supported over its length. This means that its governing failure in bending will be local inelastic buckling.
Does it means that we are allowing the beam to undergo inelastic zone when loaded to design load? Or the beam will still remain in...
I have a W12 beam split into two spans of 20ft each with column support between two spans. The outer ends of both spans are simple supported. I am removing a column support, which results the beam into one span of 40ft long. I am adding WT above top flange of W12 beam. The W12 beam is braced for...
