I have an EOR that is calling for a precast roof in an SDC D structure to be built with prestressed slabs and no topping. The inside dimensions of the building are 114' x 30' with no interior walls. That gives a span to depth ratio of 3.8:1.
The documents show schematic shear plate joint...
For years I have used Profis to design steel embed plates with headed anchor studs but in the most recent update I cannot find this option. Did they drop this function or am I just going blind?
I typically like to use the same software to design both my post installed and cast in place anchors...
Structure is in SDC - 3.
I am working on the conceptual design of a structure to house some industrial mechanical equipment.
The structure consists single elevated level of a Special Ranforced Concrete Moment Frame podium which will support a large mass of mechanical equipment and its...
I was called in by the AHJ to investigate the soundness (lack thereof) of some structural element in a tenant improvement in my town. As a part of the improvements, all of the interior finishes were removed down to the structural bones which provided a very good look into how the structure is...
I am planning to retire in a year or two and trying to get a handle on my E&O insurnace costs after I close the one-man shop. Most of my work is in CA and WA. CA has 10-yr SOR and WA has 6-year.
My insurer through ASCE said that I could get a tail policy for a maximum of 5-years after...
Anyone know anything about a load bearing storefront window system. [built in the 1950's]
I looked at a residence yesterday which was built in the 50's that has a 20' aluminum storefront type window wall. The window also returns about 5' around the corner of the building which has a...
Is is permissible to weld to the cut end of a strand in a prestressed member? I have a DT that was cast without the stem bearing reinforcement and the unreinforced bearing stress is right at the limit with very little margin. I need to add a plate to the end of the stem that has reinforcement...
I am trying to size web stiffeners on a heavy rolled section (W27x368) and do not find any guidance. Any suggestions where to look? The members are a pair of cantilevered posts taking a large horizontal force. Mu = 4700k-ft Vu = 1880K
Ok, time to split hairs.
Given an A992 beam with a 2.48" flange (W27x368) what preheat temperature should be called out?
Per D1.1 Table 3.3
1½" to 2½" inc. preheat to 150ºF
over 2½" preheat to 225ºF
So, by the book preheat to 150ºF. BUT... if it was 0.03" thicker, it would need to preheat to...
I am reviewing this abutment design that was sent to me for a prestressed girder bed and thought I might get some feed back from the collective.
The STRESSING PL5"x22"x 2'-11" is existing and it is hoped that it can be reused. Given the required loads, it can span about 10". To me, this use...
It is typical to get drainage in parking structures by having the bearing around the exterior of the structure level and then dropping one end of an interior beam to create a warped deck. This creates torsional twist in the member but given the slenderness of flange and each of the two stems...
I have been asked to design a small elevated mechanical platform in a SDC D seismic region. They would like to construct the platform with perimeter WF beams and WF columns with knee braces for lateral support. The Sds is pretty moderate at 0.62.
I am not sure as to how to classify this type...
For 24" square precast columns I would prefer to use (4) #11 bars (ρ = 1.08%) due to the simplicity of the cage with no need for crossties. When I run it in Bentley software with seismic provisions checked it comes out as a good design.
I mentioned that to another engineer and his response was...
On a precast 10' wide double-tee with two 24" tall x (2) 5" wide stems at 5' o.c. would you use the trib area to each stem for loaded area or the totoal of both stems.
In other words, for a 10' x 60' DT
1. Would you use 600Sf and assume that that the two stems 5' appart were both effective and...
The typical ø I see in shear friction examples is 0.75 per table 21.2.1 for shear.
In SDC D Intermediate Precast Shear walls does it need to be 0.60 per 21.2.4?
After 6/31/21 Profis software will no longer work and if you desire to design a Hilti product you will need to pay them a licensing fee for the privilege of helping them to sell more of their product. I have been running Profis and Strong-tie's Anchor Designer software side-by-side for the past...
I am looking at a project that will have a 14'ø by 40' tall hopper bottomed bin mounted with (4) legs to the roof of the structure. The CG is about 25' above the roof level with at max weight of 175k.
For seismic loads, would this fall under ASCE 7 chapter 15.4 with R = 2 Omaga-0 = 2
Or would...
I have an EOR questioning the use of Deformed Bar Anchors (DBA) for uses in seismic connection and cracked concrete. This is based on the Nelson Stud Welding Inc. ESR-2907.
Have any of you run into this issue?
Under 3.1 General: it states "...The use of these anchors is limited to installation...
I am working on the design of a new prestressed girder casting bed and end anchorage abutments. My plan is to just design them as gravity mass abutments with heavy section wide-flange end posts in cast sockets. The slab/grade beam between the abutments would resist the sliding force from...
