On a project, due to some miscommunication, one of the areas was designed for lower occupancy. The project is all constructed and about to be occupied. When I ran numbers for the higher occupancy, a total of 4 beams and 3 connections are overstressed.
Beams : 2 have a strength DCR of8-10%, 2...
I have a condition for braced frames forces at foundations. Footing 2 has uplift and its self weight + soil above + dead load from building is adequate to resist the uplift. However when uplift and shear happen at the same time, the weight itself is not enough to resist both sliding (as most of...
I have a monolsope roof with varying heights on either side. (High side : 30'-4 1/2", Low side : 25'-2 1/2"). Mean roof height = 27'-9"
When modeling in structural RAM system, I modeled it as a mean roof height of 28'-6". Is that considered a conservative/safe approach for the application of...
I am designing framing/foundations to support bridge crane and have a couple of questions. The crane operates as shown in both directions. I have a question in regards to impact load.
Design guide-11 has an example which says the impact load is 20% of the load equally distributed between the...
I have a condition where there is moment and shear across the connection. Is it appropriate to design the moment to be resolved into tension force in the top bolts and shear to be taken by the bottom bolts ?
I have a system with moment frames and the analytical software I used adds wind load based on the wall exposure heights. However the actual condition I have is the walls are spanning horizontally. Per what I analyzed (in the screenshots below) , the columns will see an additional moment I need...
I have a moment frames which will cause axial load in the beams. The software flags that KL/r > 200 (for weak axis buckling).
Question : As deck is perpendicular to the beam, can we consider the deck would brace the beam in Y-axis and effective length in Y-direction won't be the full length of...
I'd like to get some input on the diaphragm behavior with moment and braced frames in the same direction. The main building (300x60) has 7 moment frames and is about 29' feet tall. There is a tower roof area(20x20) which is 40' tall and uses Braced frames. As the tower roof area is tall, moment...
I wanted to get some clarity of the embedment depth requirements per IBC. Is the embedment requirement need to be followed only when the pole are directly embedded into the soil ?
Can we design a base plate and anchor bolts to resist the lateral loads and avoid using the required embedment ?
What all should the steel supports for the elevator guiderails be checked for ? The guide rails impose lateral loads (static and dynamic) on the support wherever they are connected via rail brackets. The steel tubes that provide support need to be checked for deflection due to the imposed loads...
I have a composite slab depression and was not sure what's the best way to detail it. (Especially at the location where the deck transitions). What is the best way to support the lower composite deck at that location ?
ACI refers to minimum reinforcement for temperature and shrinkages as 0.0018 of gross area. SDI refers to using 0.00075 gross area of min. of 6x6- W1.1xW1.4 for composite slabs.
The vulcraft manual however has higher reinforcement requirements for slab reinforcement. And it doesn't seem to...
I am reviewing submittals against the specifications that were developed by another engineer who is no longer with the company. The specifications call our for "UNO, provide cement that conforms to ASTM C250 Type I/II" . It also says under the Blended Cements " Blended cements must conform to...
The concrete quality, mixing and placing was removed from ACI 318-14. Where can I find the new requirements in . I am looking for the flow chart which shows the strength requirements, standard deviations etc.
The GC has sent an RFI about the concrete test samples . The concrete supplier mentioned industry standards suggests sampling the concrete before pumping it out of the truck.
I have a unique condition where the deck can only be supported on three sides . On the fourth side, the deck is only connected at the locations where the infill beams are (See the screenshot below).
The fourth side has stud wall sitting on it. Should I have additional beams to fill the fourth...
The diaphragm capacities are significantly different in Hilti Profis software and Vulcraft's software. What am I missing here ? (Please see the screenshots)
I have a situation where the embeds needed for precast extend into the footing through the stem wall. As the footing is poured first and stem wall is poured after, what is the best way to accommodate the DBA's into the footing.
Can I wrap the DBA's with foam or use sleeves to block-out the...
I remember the area of steel required for SOG is As = FLw / (2 x fs). Can anyone provide the reference page for this in ACI 360R-06. Or was this something in the previous version of ACO 360R ?
In the specs for a project ,it is specified to avoid using a curing compound for internal slabs. This is probably because it can cause stains, debonding issues with floor finishes, etc.
The contractor asked me if it is acceptable to use water based curing compound by Dayton Superior ? Would...
