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Hi Al89, Here is a list the of the recommended software: Columns: PPC Column https://www.precastcomputing.com/ Slabs and Beams: Concise Beam http://www.blackmint.com/ Connections: Precast Connections Software https://www.precastcomputing.com/precast-connection-software/ I went through...

I do not think the vertical bars will be helpful if this connection is for vertical shear transfer. This kind of shear connections is usually provided with horizontal rebar that will help in transferring the shear. Being so close to the edge, the stud plate alone will not provide significant...

John, You can use typical concrete corbels from two sides. On the other perpendicular sides, you can use rebar plate cast into the concrete and then weld steel bracket (yard welded) to it. To minimize rebar congestion, lower the steel corbel slightly so that the tension corbel steel from the...

Retired13, There will be a heavy HVAC unit just above the opening where large ducts will go through the opening. I will definitely need some edge reinforcement and will need also to develop the cut bars at the opening using a plate like Megastrutures suggested. The thing that I am not sure...

Thanks JLNJ. So if the plate straps are not preferred. What is the best alternative to provide additional reinforcement at the opening edges?

I am thinking of doing some strap plates at the underside of the slab and anchor them with concrete anchors designed to develop the plate capacity beyond the opening. The plate area should be equivalent to steel rebar cut by the opening and intersecting plates will be butt welded. What do you...

I have an exiting two way concrete slab in which it is required to introduce new openings. The openings are square in shape and range in size from 2 ft to 5 ft. The existing rebar spacing is @ 16 in. I did a finite element model and the remaining reinforcement seems enough after the slab is cut...

I totally agree with you that the best solution is using gusset plates. However, I have many of these connections with relatively low forces that ranges from 50 lb to 450 be lb. With 4 lag screws with head washers, I was able to get a capacity of 1350 lb, which is 3 times the maximum demand...

Dhengr, Thanks do much. The max tension is around 450 lb. There is reduction factor for end grain case, which is around 0.75. When you say screw b into a, do you mean like an end toe concept? I can use a top gusset plate but I have a feeling that it might be overkill for this force. What do u...

Thanks WeezerMike. I will be using bevel washers. If the bearing is not enough, i will switch to screws. Is there a difference in the withdrawal capacity between swan wood and Lvl if they both have the same G?

I am trying to connect two LVL beams as shown below in which one of them will be under tension. I am using inclined lag screws. I checked the tension capacity of the screw embedded in member (b) considering the end grain condition and it is OK. I am not sure how to check the screw capacity in...

phamENG, It is the gravity check. Combined Flexural and axial case of members of the top chord. We are adding some extra concentrated loads to an exiting one and I was surprised to discover that the joist is not even safe under the exiting loads before adding any of the new loads. If the joist...

Hi SteelPE. I used micrometer and tried to be very accurate in collecting all the measurements but as I said the joist designers probably know something that nobody else knows. By the way, I used 55 ksi. When you did you calcs, did they make sense to you or you had the same issue like me?

I am analyzing an existing steel joist. All joist measurement were collected form the field which include joist geometry and member cross section info. I did the analysis considering the design loads on the record drawings but it appears that all top chord members are under-designed by more than...

Joehigashi, Check this web site. It gives you a list of the commonly used software: www.precastsoft.com Check also: www.precastcomputing.com Good Luck!

Kootk, If the deck is gauge 16, Cannot we just weld using a 1" length 1/16 thick weld the deck directly to the flange?

Agent666, The wall is full of cracks and therefore we are ignoring any contribution from it.

We are building a vertical metal deck wall behind a masonry wall that will be taking an earth pressure as shown to strengthen it. We are temporary screwing the metal deck to the wall and then installing the steel columns to laterally support the metal deck. We need to tie the deck to the flanges...

KootK, The new floor will indeed attach to solid wall on all sides. So, you do not see a problem having dowels between the 5.0 in deck slab and the walls on all four sides, correct? I personally like to do that as the machine might produce some floor vibrations. At the same time I would like...

Azcats, The soil already loaded. The concrete thickness is 5.0 in. The floor will be supporting a blower machine. The wall has steel on both sides.