A project currently under construction is steel framed with 8" bypass girts starting at 5'-4" above finished floor. From the floor to +5'-4" there is an 8" masonry wall with vertical #5 at 1'-4"c/c full height from the foundation. All cells are grouted full, full height. There is horizontal...
I've been doing wood framed commercial buildings here in Ohio for number of years - mostly nursing homes, doctor's offices, etc. My structural drawings include roof truss framing plans showing my interpretation of the best way to frame the building, with girder trusses & concentrated loads...
Actually, I think it's beneficial to handle it this way. Frequently the soils engineer is hired when the building drawings are in the schematic or design development phases - without actual framing plans, column layouts or loadings called out on the plans. By this time I've usually visualized a...
Just a word of warning, whether you use composite deck or standard slabform - check your design for possible floor vibration issues. When you reduce your dead load, you also reduce the vibration "damping" that the dead load provides. If the floor space is for open offices, lobbies, classrooms...
I agree that TOS creates confusion; is it "top of steel beam" or "top of steel joist"? I'm considering a change to "Bottom of Roof Deck" (BORD), because we have had projects that have had metal, vented wood & plywood roof decks (of different thicknesses)over steel beams, steel joists or light...
For short spans & shallow arches, I usually spec. rolled angles w/ horizontal extensions at the ends. Larger spans may require rolled wide flange shapes + rolled bottom plate & masonry anchors back to the beam web. Although some may argue that masonry arches are able to self-support, I've seen...
Similar to JedClampett's response, I have used a continuous metal plate (usually 4" to 6" wide) w/ 1/2" diameter anchor studs shop welded to the underside of the plate. The slope of the plate matches the slope of the roof & the anchors are grouted into the top courses of the masonry wall(on top...
I prefer the second one also. The question that comes to my mind is if the remainder of the existg. 12" beam section in Detail 1 is adequate for the end reaction requirements. Additional reinforcement steel may be required.
Since the 8X4 B designation contained (3) different beams as a sub-category, they apparently dropped the "X4" & added the weight per ft. (10, 13 or 15) to differentiate which size was desired.
I have a copy of the 6th edition of the AISC Manual of Steel Construction (1963) & it lists Miscellaneous Shapes (M) & Light Beams (B). The shape you asked about is basically an early W8x10 with some differences. I have scanned the relevant pages & attached them. As you may have guessed, the...
dhengr is correct in assuming that the two beams are parallel; sorry that I didn't include that in my original post. On the subject of movement of the hairpin rebar - I don't anticipate any movement after the masonry is grouted tight around the steel beam ends & the rebar is tied to the bond...
In the event that a continuous masonry bond beam's bottom elevation is the same as the bottom elevation of a steel beam (lintel, floor beam or roof beam), is it necessary to provide attachment between the bond beam reinforcement & the steel beam for continuity? We typically anchor lintel & floor...
Walked through the bldg. yesterday with the (2)CM field reps, (2) new masonry overseers & (2) masons. They will submit a detailed description for the fix of each pilaster. It boils down to providing temporary support for the structure while they break into the wall at each deficient pilaster &...
There were some unexplained cracks in the beam bearing areas of some of the masonry walls of a 2-story building that I designed. Many of these locations were designed with reinforced masonry pilasters (projected or flush-face). The second floor beams are set, the concrete floor has been poured &...
I used to specify truss-type, but the masonry contractors were always asking to substitute ladder-type because the truss wires interfered with the placement of vertical reinforcing bars.
