I have an external moment applied to the end of my beam which is fixed - I haven't sketched the full detail in the image below but there is sufficient restraint at the top of the beam.
I'm not sure how to size the weld at the beam end.
I have two potential approaches but they both give vastly...
I have a condition where I need to add a cantilever connection to an existing girder.
I'm unable to find a lot of literature on the type of moment connection I will need and the best way to analyze it.
I am using a welded end plate connection member which will bolted to the existing girder...
I have a mat foundation which sits ~2'-3' below grade supporting columns.
We have a SOG supporting equipment loads at grade above the mat footing.
What would be the best way to determine the effects (if any) of the SOG loading on the mat foundation?
I wanted to get some suggestions on the best way to design a micropile bearing plate other than using FEM.
I was planning on using Roark's formulas for a flat plate with all edges simply supported and a load applied over a small radius as per Case 1b.
Then, I would only analyze a certain part of...
I have a retaining wall with some unique loading and constraints and I'm unsure of the best approach forward.
One side has a fire truck access road 1' beyond the edge of the wall. For this, I used a 250 psf surcharge (2' soil depth) as per AASHTO.
The other side has 3 columns carrying 50 kips on...
I am welding a single angle cantilevered post to a HSS member.
The angle is a L4x4x1/2 and the HSS is a square 4x4x3/8.
The weld strength is not really an issue.
The moment demand is about 80 kip-in.
My weld section modulus is (4 x 4)/6 x 2 = 5.33
Weld Force = 80/5.33 = 15 kips/in required...
I have a loading situation where some of my anchors are more heavily loaded than others.
I'm trying to take advantage of the less loaded anchors to share the load but want to make sure my approach is correct.
There's a moment on the bent plate connecting two columns - one column is more heavily...
I am welding a connection angle to a HSS vertical member. The weld will be subject to in-plane bending.
I am specifying a 4" long 5/16" fillet weld that fits on the workable flat (4.25") of the HSS member.
As per the design requirements for HSS welds - there is an effective weld length that...
Hello. I have an old movable bridge where bolts are called out in the plans but no corresponding specification is provided. Rivets were typically more common then so I haven't been able to find a good historic reference for what bolts might have been used in that time period.
The plans are...
Hello.
I have a case where we need to attach some cables to the bottom flange of an existing composite section that spans ~20'.
The section is also braced by stringers.
I am trying to decide the best way to analyze the torsion imparted into the section.
My initial thought was to neglect the...
Hello. I am looking at a set of draft residential plans with an engineer friend just to grow my knowledge.
He's handling everything professionally - I'm just trying to expose myself to a different field since I work on bridges mostly.
The plans show a new floor being constructed over existing...
The contractor has submitted a scaffold design. For the timber joists, he has used the LRFD capacity by multiplying the ASD allowable stress by the LRFD conversion factor of 2.54 for bending and 2.88 for shear a per NDS Table N1 in Appendix N.
He then reduces this LRFD stress by a safety...
All,
I've been trying to find a procedure to design a splice for a round HSS member. It is being used as a beam rather than a column and the majority of the load is flexural. Most of the design procedures I see being used are based on the assumption that the majority of the load is axial. Does...
Hello. I usually don't design with wood so I'm a little out of my depth here. I have a timber lagging design that I'm doing a review on and the EOR is checking the bending stress for a 3x4 roughcut beam. However, he's using the actual span of 6'. From NDS 2015, Section 3.3.3.5 it appears that...
I have a new bracket plate connecting a beam to an existing retaining wall. I'm trying to understand how the new loads on the wall will act.
It is a fixed connection at the end of the gantry which imparts a moment and shear. The moment is resolved into a tension couple between the top and...
Good morning,
I have a 8' x 8' x 3' deep spread footing supporting a 4' circular concrete column supporting one end of a sign structure.
The dead load (~70 kips) is small compared to the moment (~550 kip-ft) and overturning is a concern. The geotech engineer provided 4 post-tensioned (~65...
Hello.
I am attempting to analyze a built-up truss member for flexural loading. AASHTO does not provide direct guidance for the flexural resistance of a built-up member in 6.12.2.2 as it does for compressive resistance in 6.9.4.3 for built-up members. I could treat it as a box-shaped member, but...
Hello.
I had a question about rebar hooks with different concrete strengths at a joint.
Specifically, I have a precast prestressed concrete beam with f'c = 8.5 ksi and a continuity diaphragm with a f'c = 4 ksi to make the system continuous.
I am using rebar for the positive restraint continuity...
Hello,
I had a question about concrete breakout for a 1.25" diameter dowel.
ACI 318-14 Chapter 17 and the old Appendix D shows the critical edge distance and the effective length of the concrete cone as a minimum of 1.5ca1 and ha.
My question is that these distances are specified for "headed...
Hello. I am checking a calculation where the concrete breakout strength is being calculated for an anchor group.
The image shows a sample plan view but the concrete section extends in the vertical direction.
The section is resisting a moment that is being resolved as a force couple with the...
