This may be an old question that everyone has asked before, would really appreciate the help.
Looking thru the hollow core planks catalog for my project, I noticed that the planks may have 1" camber in it.
1. What does this really mean for the topping slab? Should I increase the topping slab...
I am working on a 5 story hollow core plank on CMU wall projects in Florida, ie no seismic. As permitted in PCA hollow core design manual, I managed to get grout filled core to work as diaphragm action lateral load distribution. However, I have heard concerns of reliability of grout filled...
We are working on a high rise hotel with a meeting room space hosting more than 300 people; in our opinion, the structure should be categorized as II. FBC 2010 Risk Category Table 1604.5 clearly states that Risk Cat III is meant for 'structures whose primary occupancy is public assembly', in...
I am seeking help in detailing of drilled shaft foundation system for concrete shear walls. I have some standard details that have been used but want to make sure it's applicable.
Structure is a 14 stories concrete building with stairs and elevators as shear wall cores, i.e. 4 sided box...
Greetings. I am designing a continuous aluminum beam, 2 spans, with square tube section, 6063-T5. the ends of beam and intermediate supports are to be welded to another aluminum beam.
The welded yield strength is much less than the non-welded, and the code specifies that the welded strength...
We have a small one story wood structure, that we are using gypsum board as interior shear walls for wind resistance. We are trying to determine the shear wall deflection, which is a simple calculation for OSB or plywood sheathed shear walls (IBC Section 2305.3), but we could not find the Gt...
I am a building structural engineer trying to design a fiberglass sheet to withstand some loading. I am not sure if I got my head straight on this; I am so excited that I found this forum where all the experts in plastic/fiberglass talk:
Basically, it's a 12'x12' sheet, supported at every 4'...
I am running a fast non-linear analysis (FNA) in SAP2000 on a simple shear wall building. I noticed that the base shear is much larger than the summation of internal shear, almost 2.5 times more. This is very weird. Is this normal or what could I have missed in the analysis?
Thanks for your...
I am designing a grade beam-drilled shaft foundation system for a 4 story condo, and was wondering how would the foundation details look like for this type of system. If you could shed some lights into this, i would appreciate it.
Detail 1. 18"x24" grade beam spanning between drilled shafts...
ACI 318 allows the use of single layer wall reinforcing (single curtain) for walls less than or equal to 10" thick. anything thicker than 10" shall have (2) layers.
We did an inspection on a post-tension concrete slab on cast-in-place concrete shear walls structure. the concrete shear walls...
I am working on a building with 2 stories of brick veneer (non-structural) bearing on foundation. In other words, the floors carry no brick load. I have been researching on internet and found mixed opinions in how the brick mass being considered in seismic base shear, here are some that I...
I am designing the slab on grade for MRI, which is about 12kip in weight. To size the slab on grade, I have considered:
1. punching shear from the heavy magnets.
2. make sure the slab is thick enough for the post installed anchor embedment.
3. FRP reinforcing is provided for temp and shrinkage...
I have been searching all over textbooks and internet but still could not find any explicit design methodology for this condition. I hope you all could shed some lights into this.
For a 2-story orginary concentrically x braced frame (OCBF) as shown below:
-----------------
Xx xX...
Hello all,
We have a project, which the owner is thinking of fabricate the whole job in China. This project is in US and was designed in accordance with AISC 360-05 and 341-05. I was wondering if there is any special requirements, from structural engineering & technical standpoint, that we...
We often use turndown slab, AKA thickened slab footing, for light frame structure with no frost depth requirements.
The slab on grade which pout monolithic with the turndown slab will ended up carrying additional moment resulted from the eccentricity, and I have been using finite element...
Hi,
I am designing a building: 200ft tall and falls in SDC D. ASCE 7-02 Section 9.5.2.2.4.1 permits 240ft tall building with Specially Reinf. Concrete Shear Walls resisting < 60% of total shear. This would imply the use of other SLRS, such as Ordinary Concrete Moment Frame, etc.
It has been...
I am trying to obtain C&C wind pressures using ASCE 7-05 for a hipped roof structure > 27 degree. It appears that ASCE does not have such provision. Both Method 1 and 2 for hipped roof are limited to roof slope < 27 degree. Could you please shed some lights into this?
the structure is less...
Hi,
Just a general question -
1. Do you use live load reduction factor on multi story load bearing wood stud wall design?
2. For wood stud walls, since we always design the studs individually, for live load reduction tributary area, do you use 16" (stud spacing) x width or do you consider the...
We are designing a non-diaphragm building, i.e. steel skeleton building with no diphragm. Would appreciate if you could share your experience and shed some lights into:
1. for gratings clipped on steel beams, do you typically use grating as beam top flange bracing for LTB?
2. What do you...
Does anyone know where could I find the allowable shear for anchor bolts embeded in the collared joint at double wythe bricks wall?
ACI 530 Commentary Section 2.1.5.2 states that the shear bond strength of collar joints with mortar could vary from 5 psi to as high as 100 psi. I was trying to...
