Kindly let me know if there are any design guides or text books that show step-by-step designs for a single storey residential building i.e. including all details from the foundation to the roof.
I am also seeking design guides or text books for single storey commercials structures in steel...
Please see attached file for a sketch. The steel saddle plate type base plate has been used due the limited 200 mm (8") width of the concrete grade beam. Due to the limited width we are unable to use a four-bolt anchoring pattern to fasten the column base plate to the concrete. A couple of thru...
Please see attached drawings and photo (multi-page PDF).
Existing slab is 10" thick, rebar is #6, f'c = 3000 psi. Rebar pattern in this area seems to suggest that the slab is spanning mainly in the left to right direction. No special rebar is called up around the existing opening. Client wants...
Existing bridge has pin - hanger hinges at two locations. Due to their inherent weakness, the pin-hanger details are to be removed by making the girders continuous at the hinge locations. Furthermore, bearings adjacent to the hinge locations have to be changed from fixed to expansion to...
Long loads (such as a long I-girder) are transported in a fabrication shop using two overhead traveling cranes. The two cranes travel on the same runway system. Each of the cranes have different remote controls. One obvious safety requirement would be that the rate of speed of each crane be the...
There is a 10" x 24" deep concrete grade beam reinforced with 2-30M (#9) bars top and bottom and 10M (#4 - 0.16 sq. in) stirrups at 24" o.c. The grade beam is supported on concrete piles (piers) at 20'-0" on center. Total length of grade beam is 100'-0". The total factored uniformly distributed...
A concrete wall in an industrial application needs to be protected against impact from machinery. Will 3/4" thick steel with a yield strength of 43.5 ksi (CSA G40.21) be satisfactory? Anyone with experience in this are please provide some feedback.
A W10x49 x 25' tall column is loaded concentrically but the load is applied only to the column web. The load is 40 kips unfactored. Does the column web need to be analyzed as a slender plate subject to axial load? Or, can it be assumed that the load will find its way into the entire cross...
A W8x18 beam and a W14x22 beam frame into the opposite sides of a W10x16 bream in a moment connection. The challenge in this type of configuration is that the W8 is 2" shallower than the W10 and the W14 is 4" deeper than the W10. Any ideas on making this work are appreciated.
For the W8x18 to...
For the landing header channels in a stair construction I am always used to the having the channel web flush against the supporting wall and bolting through with Hilti anchor bolts.
However, in a current project the architect wants the channel flanges turned toward the supporting wall. Bolting...
I have a small concrete monitoring weir at a mine site. A 20 mm thick metal plate with a V-notch is required to measure water levels. What is the best type of metal to be used for this application so that the metal does not corrode in the low pH mine water.
There is a masonry wall that is 8.82 m high. At an elevation of 3.57 m measured from the floor elevation the masonry wall supports a series of OWSJ. The masonry wall is to be removed from the floor elevation to the underside of the joists. The joists are to be supported by a steel beam and...
I am designing an industrial platform to support 1 4000 lb compressor unit in an indoor application (no wind). I am able to brace the frame in the x-y plane with cross bracing. I am not able to brace the frame in the z-y plane as a clear opening is required underneath the platform for forklift...
I have a moment frame diagram with factored moments calculated. Please take a look at the attached frame and let me know what total moment the beam to column connections have to be designed for.
Thanks in advance.
A 1" thick cover plate is being welded to a HSS 8x8x1/4 (steel tube section). One reference stated that the governing material will be the thicker of the two (in this case 1" cover plate). The reference states that if the coverplate is greater that 3/4" then a 5/16" minimum fillet weld should be...
Existing 5.5"x5.5" x 15.5' long wood beam supported at the ends and an intermediate timber post at about 9' from one end. The intermediate post is to be removed. The existing beam has to stay in place and appropriate strengthening has to take place with steel sections (2 C channels) with depth...
We are preparing to erect 90' W-section steel columns on site in about a months time. Before we can frame anything else to stabilize the columns, the columns will be on the anchor bolts (bolted down) as a free-standing cantilever for approx. 4-6 hours. I will check the column as a free-standing...
The fabricator wants to use bolted connections on a truss. There are a few connections where slip critical connections will not work i.e. we will need a lot of bolts. So I am trying to see if I can use a fitted bolt connection for these connections. We are using 3/4" diameter A325X bolts. What...
Truss top and bottom chords are WT sections. Truss web members connect to the WT webs. Is there any code restriction of connecting the truss web members directly to the WT web without using gusset plates? In this case the web members are double angles. If it is okay to connect directly to the WT...
