Re-entrant Corner. Do both the projections need to be gt;15% of the . . . Copy and paste of the clause : Reentrant Corner Irregularity: Reentrant corner irregularity is defined to exist where both plan projections of the structure beyond a reentrant corner are greater than 15% of the plan dimension of the structure in the given direction
Reentrant corners | Eng-Tips A sharp corner has a sudden change in direction, like a 90 degree corner, as opposed to a slight radius or fillet IT will have a point at the change in direction A reentrant corner is an inside corner If it were a slab for instance, at an inside corner you would have 270 degrees of slab and 90 degrees of not-slab, the corner points to the inside of the building An outside corner is the
3rd party plan review reentrant corners | Eng-Tips I have a single story residential project in CA, seismic design cat D All of the municipalities have farmed out plan review to 3rd party agencies that throw the book at the plans during a review My current review is asking me to "At the horizontal diaphragm offset provide continuity ties in
Re-entrant corners in suspended slabs | Eng-Tips Hi, In slabs on ground, we put in diagonal bars at re-entrant corners to prevent shrinkage cracks propagating from the stress concentration at the corner With re-entrant corners in suspended slabs (say a 90 degree wall under) there is a similar stress concentration due to the bending under
Re-entrant Corner Reinforcing - Code Reference | Eng-Tips I am aware from experience to always add diagonal reinforcing in a re-entrant corner in a slab on grade I normally require (2)-#5 x 4', with 1" clear from the top of the slab However, I am now in the position where I have a slab with a textbook 45 degree crack from multiple re-entrant
Expansion joint at re-entrant corner | Eng-Tips I've attached a screenshot to help explain I have an L-shaped structural steel building (steel columns and roof OWSJ) with diagonal cross bracing at building perimeter I need to place an expansion joint at the re-entrant corner due to building length Under horizontal loading in the direction
Missing diagonal bars in slab opening | Eng-Tips At a re-entrant corner in an SOG, the restraint comes predominantly from the nearby subgrade drag; at an interior opening, it comes predominantly from the surrounding slab
concrete reentrant corner reinforcement | Eng-Tips Since my earliest days I was aware that "The Code" fobade the wrapping of rebar around a concrete reentrant corner I was actually challenged by some plans inspector saying that I wasn't allowed to use my detail for reinforcement I had to use his His detail showed wrapping of rebar around
ASCE 7-05 Wind | Eng-Tips If I have a Type 4 Irregularity - Re-Entrant corner, the code states I can't use the Simplified Wind Load method because of the stipulation in 6 4 1 1 This method uses the zones labeled in Figure 6 2 and pressures in the following tables However, I specifically remember my professor leading
Diagonal Bar at Opening or Not | Eng-Tips Are they only there to prevent cracking at re-entrant corners? As a general rule, I feel comfortable shifting a #5 bar no more than 6" from the edge of an opening Usually the shifts are due to plate studs or whatnot but I'm trying to determine how far away I can shift these away But in order to do that I need to gauge the intent of the code