Search results for query: *

Hi all, I'm evaluating an existing pit floor for allowable forklift tire loading. This floor has been in place for quite some time. See the drawing below. I want to focus on the W10x49 beams with a midspan of 10'. Let's also ignore the cope at each end of the W10 for now. My concern is the...

Hey guys, I'm designing a stand alone structure that supports a fall arrest system. It's inside a tractor trailer factory where workers walk atop tankers to perform maintenance. The company needs trolley beams overhead two adjacent bays that the workers can connect to for fall arrest. Top of...

Hey guys, Working in a post disaster category steel portal frame building in Ontario, Canada. We're adding some misc metals to the building which was erected about 10 years ago. While on site and while looking through the drawings, I like to imagine load paths. The building contains portal...

Hi All, I'm designing a set of free standing interior stairs which access a mezzanine. Distance from mezzanine to ground level is about 3.4m. The EOR wants the stairs to be freestanding to avoid any point loads on the mezzanine which consists of hollow core slabs. In this case, is it reasonable...

Hey guys, Looking to get a sanity check on reasonable rates for a structural analysis. I've had a few projects that involve the evaluation of an existing OWSJ for additional loading (i.e. rooftop unit, pipe hangers, etc). Here's a breakdown of what the work involves: 1. Site visit for OWSJ...

Hey guys, I'm evaluating the capacity of an existing OWSJ and am determining whether or not reinforcement will be required. Client wants to give occupant access to the roof area (additional 4.8 kPa loading). I'm using Skyciv to determine the factored loads in each member. A coworker has me...

Hi All, Currently exploring different options with the architect for the eaves connections in an exposed steel portal frame. The roof angle is relatively high (about 33 degrees to the horizontal) so the roof angle needs to be followed all the way to the far flange of the column (as opposed to...

Hey guys, I'm laying out a set of interior stairs that will provide roof access for maintenance (monthly access for changing filters of some kind). This is a large factory (>600m^2) and the client wants to keep the footprint of the stairs to a minimum. Stairs are preferred over a ladder as the...

Hi All, Looking for some opinions on the design below. It’s an outdoor patio which is only connected to the adjacent structure at the top of the three columns in the right side of the picture below (supporting overhanging roof structure). For scale, the platform consisting of wide flange beams...

Hey guys, I'm designing and building my back deck. I've got an opportunity to use a 5' x 6' x 5/8" thick piece of glass that my friend salvaged from a Victoria Secret runway (high five). I have zero experience with the mechanical properties of glass. For those of you with experience, I would...

Hey guys, Contractor is requesting to splice a beam for easier installation access. These beams are placed below a slab (grout gap) and are used to support the existing slab for additional equipment (heat exchangers). The contractor has requested the following splice. All fillet welds...

I'm evaluating the flexural capacity of a simply supported 6 1/2" deep Aluma beam with a point load (dead = 170 lbf, Live = 1000 lbf) at mid span (span is 10ft). Assume the beam is braced at end points only. Below is a snapshot of the aluminum beam cross section. Using the dimensions below along...

I have been asked to review the capacity of an existing OWSJ. I have been given dimensions and internal member sizes of the joist but no joist designation. Is there a table I can use to look up the joist designation based on the member sizes? i.e 30" deep, 3/4" square bar, 2 x 2 x 3/8" angle...

Hi All, We're replacing some columns in the basement of an old building. When the columns are removed, I need to shore up an old 8"x8" wood beam. I can't simply place post shores beneath the wood beam since there needs to be clearance around the columns to pour new footings. So for this...

Hi All, I have been asked to provide a moment connection detail for a pipe support composed of a W8x21 cantilevered beam off a W10x22 column. A325 bolted connection between bottom flange of beam and column cap plate.See image below. Typically when I detail a moment connection, the top flange...

A column on the exterior wall of a warehouse has been hit by a tractor trailer. We are replacing the column and are currently looking into the the requirements for falsework while the column is removed.I have attached an isometric view of my simple 3D model of the partial structure highlighting...

My team is designing a group of pre-tensioned anchors. The anchors themselves are basically headed bolts with their threads protruding out through holes in the baseplate above the concrete surface. The nut on these threads is torqued after the concrete cures. To ensure we don't apply too much...

Hey guys, I'm checking the strength of a fillet weld used to connect an end plate to HSS in a pin connection (HSS is diagonal cross bracing for a frame). I have uploaded a snapshot of the connection. To increase weld length and to help with shear lag, we have added a stiffener around the...

Hey guys, I'm designing a simple frame. Each connection is designed as a full moment connection. I have checked all of the cases for which stiffeners may be required and it appears they are not (J10.1 to J10.9). Deformations in the frame are to be kept to a minimum. I would imagine that adding...

I'm using Appendix D to check the resistance of a group of anchors embedded into a 24" thick, 10 ksi slab. Accounting for overlap effects of the individual anchor failure cones, I still get a very large failure area (approximately 6500 in^2). This got me to thinking that when that failure area...