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...
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...
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...
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...
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.
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...
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...
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...
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.
It is commonly known that for the MRI setting in the hospitals, special structural considerations need to be given to topics such as floor vibration, non-ferrous steel, etc.
For the NMR setting in the typical research lab, do the same concerns should be addressed?
There have been a lot of wonderful things said about the cellular/castellated "smart" beam in the articles. Could anyone offer your opinions about the general pro's and con's of such system when compared to traditional wide flange beams?
Design wind pressure tables in the ASCE 7-05 and FM Data Sheet 1-28 are quite comparable, if you take into account the additional importance factor of 1.15 adopted by FM for the cladding and components.
With the adoption of ASCE 7-10 in which wind load is based on ultimate load, I gather for...
I need to provide two separate concrete pads to support an exterior chiller and electric substation. The frost depth in this area is between 2'-6" and 3'.
I have seen different ways to do this:
1. Simply a think concrete pad.
2. Concrete pad with some small diameter(6"?)piers drilled 3 foot...
I have an interior non-load bearing CMU wall with just enough reiforcings to satisfy the minimum code requirement.
MEP trades came in and put a bunch of openings through it without checking with us first. Some of them are clustered together with only about 3 to 4 inches of masonry wall left in...
Heavy wheel loads on concrete slab on grade when moving equipment into position during the construction phase.
The local stress at the tire contact area is too high and we need to add steel plate on the floor to distribute the loads.
Does anyone know of any design guides/procedures in...
I have an architecturally exposed steel stair with typical section shown in the attachment. The steel fabricator claimed that the continuous fillet weld I called out between the vertical plate and the horizontal tread plate would generate too much heat to cause the horizontal plate to distort...
What is the rule of thumb in determining the maximum size of round opening at slab-on-grade that does not need any additional reinforcing, other than typical scheduled slab reinforcing?
Is it appropriate to use hydraulic cement to fill a pipe sleeve, in the basement wall, that is not needed? On the outside (the soil side), the sleeve is covered over by the same waterproofing material applied over the basement wall.
Or, if it's more appropriate to use non-shrink grout?
I...
