An existing concrete foundation will be surface prepped to placement of a new concrete pedestal.
The concrete pedestal will support rotating equipment. Epoxy grout will be utilized at the top of the pedestal to
support the equipment.
The surface of the existing concrete foundation will be...
Checking if anyone can provide or point to a resource on considerations in the design of drilled piers when the excavation
is hydro-excavated instead of auger-drilled.
Any information such as potential reduction in soil resistance capacity would be appreciated.
Would this normally be addressed...
The vertical tension rebar in a retaining wall typically is anchored in the footing by
having the rebar / dowel turn into the toe of the footing at or just above the bottom footing reinforcement (not turned into the heel).
Can someone please provide an explanation of why it must be "turned" into...
Can someone point to a guide on how high dowels can extend above footing before they
should be terminated and spliced, if the pedestal height is beyond that limit?
This is from constructability view, not a design issue.
I'd like to ask if anyone has utilized shear friction to resist one way / deep beam shear in footings or pile caps.
The foundations are monolithically built.
The one way shear (as opposed to punching shear) governs the design of the footing / pile cap.
Rather than increase the depth of the...
I'd like to ask if anyone is familiar with the two programs, dyna5 and dynapile, and
if you have comments regarding comparisons of the two programs, how similar would
you expect results to be.
ASCE/SEI 37 Provides Design Loads for Structures during Construction.
My questions is, are these loads applicable to tower cranes and exterior gantry cranes?
It appears not, so what is the governing document for design loads on cranes in the US?
I'm wondering if anyone can share some experiences in migrating a relatively large organization from STAAD.Pro to RISA Suite.
I'm curious as to pushback (resistance to change) difficulties in adjusting to RISA, and any software limitations in RISA vs. STAAD.
RISA would be used primarily for...
I would like to ask if anyone has experience utilizing pre-cast concrete for a table-top structure supporting vibrating machine / compressor.
My concern has to do with the joints (Beam to Column, and Top Slab to Beams).
The joints will consist of grouted rebar sleeves. The grout is high...
I am designing a pile supported mat foundation that must encase an existing duct bank.
The thickness of the mat above the duct bank is not sufficient. Otherwise, I would have ignored the thickness below the duct.
So, I must rely on the thickness of the mat below the duct.
Since the duct bank is...
I have a case where tension in the ACIP pile must be transferred from the rebar cage to a center bar which
continues to the bottom of the pile. The rebar cage terminates approximately half way down the length of the pile.
The spacing between the cage rebar and the center bar exceeds 6in...
I'm working in an area where existing foundations were specified to be constructed with Type V Sulfate Resistant Concrete with slag or pozzolan and maximum 0.4 water-cement ratio.
The soil is highly corrosive and contains sulfates.
Unfortunately the specification was ignored. Deterioration of...
ACI 318-14 specifies the locations of the critical sections for beam shear and moment.
These locations (d from face of support, and at face of support respectively) are conditioned
on the beams being "built integrally" with the supports.
I have some doubt as to whether the above would apply to...
When calculating the moment acting on a WT due to eccentric axial load applied to the flange of the WT:
Can I use eccentricity = Yp (distance to Plastic Neutral Axis, PNA),
or is it required to use Y (distance to geometric neutral axis ?
I'd like to inquire if anyone can advise on whether the external coating on steel piles would have an effect
on the skin friction and the performance of the pile.
In this case the production steel piles may be galvanized or epoxy coated. Would pile tests using uncoated
steel have a material...
Just checking if anyone has seen API 5CT- Grade K55 used for structural purposes.
(Steel piles in this case).
The chemical composition table (Table C.4 in API 5CT) does not list any limits (max. or min.) for any elements other than Phosphorous (P) and Sulfur(S).
Without a max./min. on critical...
Just checking if anyone has seen API 5CT- Grade K55 used for structural purposes.
(Steel piles in this case).
The chemical composition table (Table C.4 in API 5CT) does not list any limits (max. or min.) for any elements other than Phosphorous (P) and Sulfur(S).
Without a max./min. on critical...
I am considering the use of ACIP-D piles in lieu of "standard" ACIP to reduce the volume of spoils (excavated soil).
Would like to inquire if anyone has had some enlightening experience with ACIP-D.
In particular:
How much reduction in spoils can be expected?
What are the different types of...
Section J4 of the AISC Specification for Steel Buildings (AISC 360-16) provides equation J2-5 to account for the weld directional strength increase.
This increase factor may be applied; "IF STRAIN COMPATIBILITY OF THE VARIOUS WELD ELEMENTS IS CONSIDERED."
I believe the stipulation regarding...
Checking to see if anyone has experience using RISA 3D or STAAD with Euro Code for Re-Concrete, CMU, Steel design?
My question is do these software systems provide accurate results with respect to Euro Code design?
