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For Prescriptive Compliance Method, “Exception” in section 503.4 allows a break for any existing lateral load carrying element whose demand-capacity ratio with the alteration considered is not more than 10% greater than its D/C ratio with the alteration ignored. For Work Area Compliance Method...

For Prescriptive Compliance Method, “Exception” in section 503.4 allows a break for any existing lateral load carrying element whose demand-capacity ratio with the alteration considered is not more than 10% greater than its D/C ratio with the alteration ignored. For Work Area Compliance Method...

Thank you hardbutmild for your opinion. Regarding your first comment, let me see if I understand you correctly: All the beams connected to the removed column(including the ones above the floor where the column is removed) are beefed up after the alternate path analysis (e.g. reversed SAP2000...

In GSA “Alternate Path Analysis and Design Guidelines for Progressive Collapse Resistance”, 2016 edition, the “Redundancy Requirements” is prescribed. This requirement is different from the “Enhanced Local Resistance” (ELR), as stipulated in UFC 4-023-03 documents, which makes sense...

Thank you all for your feedback. I have also sent my question to ICC for interpretation, and here is their response: Thank you for query below regarding blast loading in the 2018 IFC and the 2018 IBC. The interaction of a real world blast with a structure can result in very complex inelastic...

Section 911.2, item 1, of the International Fire Code indicated that "Walls, ceilings and roofs exposing surrounding areas shall be designed to resist a minimum internal pressure of 100 psf..." Could anyone share his or her thoughts on if such explosion pressure should be treated as load at...

Thank you all for your take on this nonlinear analysis issue. I agree with bones206’s assessment that calling it non-linear or piece-wise linear is sort of semantics. And it is also in line with MrHershey’s statement that of the software “level”, or “degree of capability”. FYI: the response I...

In UFC 4-023-03 documentation, it cited either SAP or other comparable software as a tool to perform necessary Alternate Path Analysis for progressive collapse design. Example shown starting on p. 139 used the staged construction option in SAP for illustration purpose. Even though SAP allows...

Thank you, Agent666 and Chris3eb, for your input. Chris3eb, regarding the application of NUG when determining the plastic moment of the column, what you described is also what I did. In theory, a different PMM curve should be developed for the top and bottom of the column to obtain the...

Could anyone advise what is the definition of “VyE” in the formula of “VyE/VcolOE “ identified in Table 10-10a (p. 155)? Asked ASCE 41 committee and got no response, as usual. Thank you in advance.

Thank you JAE, for the helpful links you provided.

When we design/evaluate a building structure to resist specific seismic hazards, we have been using the concept of "probability of exceedance" and "mean return period". For example, when design to BSE-1E and BSE-2E per ASCE 41-17, we are talking about a 20%/50 year (225 year return period) and...

Thank you, Deker.

SEAOC has published the following excellent design manuals that offers detailed step by step applications and examples to IBC: http://shop.iccsafe.org/2015-structural-seismic-design-manuals-volumes-1-3-1.html Does anyone know of any such similar publications available out there that focus on...

Decker, Now that makes sense completely. Thank you very much.

In ASCE 41-13, equation 10-1 in section 10.3.5 involves Ib, Id, and fyL for concrete. I cannot find the definition for Id and fyL in the Standards, and the definition for Ib identified on page 11 linked it to equations 9-1 and 9-17, for steel, instead. Could anyone shed some light on this one...

Thank you all for the suggestions. The other issue is the thickness of the existing pile cap. Any idea how feasible it is to thicken the pile cap while all the piles below are already in place?

Thank you all for your input and your suggestions. I gather that there has been no "standard operation" on this subject. For braced frames or shear walls, the presence of the steel pan stair might not distort the building lateral stiffness too much (for more flexible moment frames or concrete...

I'm reviewing the drawings of an existing 5 story building, located on the west coast, with typical egress steel stairs. I don't see any special connection detail for the attachment of the stair stringer to the supporting floor beams at each floor landing. Intuitively, one would think that the...

We are dealing with an existing building with its columns supported by pile caps and prestressed concrete piles. Could anyone direct me to any resources/articles regarding the strengthening methods of such piles to increase their load bearing (both gravity and seismic) capacities? Thank you.