ASCE 7-16 section 8.2 states the design flow rate of the secondary drains shall be 15-min duration / 100 year. The previous sentence states in accordance with the provisions of the code that has jurisdiction which is what previous years of the ASCE said. Florida Building Code (1611) & Florida...
I have a 10.5" concrete tilt-up wall with 2 layers of reinforcing (1 layer each face). I have an electrical sub who wants to run 1" diameter conduit between the layers of reinforcing, tied to the inside of one of the layers. A couple runs here and there seams reasonable not to effect the wall...
I called for a 3000psi mix. 28 day breaks came in really low. 2150psi average. Had them core and the 3 breaks are as follows: 3750, 2310, 2260psi.
ACI-318 - 5.6.5.4 — Concrete in an area represented by core tests shall be considered structurally adequate if the average of three cores is equal...
I'm trying to figure out the appropriate wind interaction loading on a roof deck fastener when calculating the attachment pattern.
By ASCE definition I know diaphragms are main wind and fasteners are C&C. So do I use main wind for shear loading and C&C for uplift loading and use that in the...
From the Bahamas.gov website the 3rd edition is the most current I can find. In chapter 20 it references the ASCE 7-88. On the website it does say that the code is to provide minimum standards. Any reason I can't use at least the 7-05. The wind speeds have changed from fastest mile in the 88...
I have a 9'-0" wide elliptical track with wide flange columns around the perimeter. The ellipse is 111'-4" x 151'-4". I'm thinking I need to support the outer edge from the roof but I've been asked about cantilevering the track off the columns. Has anyone cantilevered a running track? Also...
I have a 54'-0" diameter round clerestory right in the center of the roof. It's a good 20'-0" from the edge of the building in all directions. How are others handeling clerestories?
I'm planning on designing it as Other Structures (Chimneys, Tanks, Rooftop Equip and Similar Structures) I'm...
I'm still back in the ASCE 7-05 code for this project. They haven't adopted the new IBC yet.
I've read through the commentary and I understand the reasoning behind using the 1.9 multiplier on buildings less than 60ft. It accounts for the actual gust factor being more like 1.6 and not .85...
I have a building that has a high roof in the SW corner. The overall dimensions are 840' E-W and 1692' N-S. The high roof is 432' E-W and 750' N-S. The high roof starts at the SW corner. The high roof is 72' and the low roof is 38'. Based on the high roof (>60') my 'a' is 10% least horiz dim =...
I have a 1 story wood framed building. I have calculated SDs and SD1.
SDs is .260 which is in SDC B.
SD1 is .137 which is barely in SDC C.
I'm trying to use the alternate determination of IBC 1613.5.6.1 to use SDs alone to determine my SDC. #1 I have figured my approximate period based on ASCE...
I have a 9 ft deep canopy and am trying to figure out what wind pressures are appropriate for the face of the canopy. I can get the roof pressures easily using the tables. And typically I have been using those roof pressures and calculating the pressure on the face assuming it to act as a solid...
I have an existing building built in 1979 with 4x4x3/16 columns which the general notes state ASTM A53-52T Grade A. The loads added to the existing building are greater then the 5% increase allowed therefore I need to bring the existing lateral system up to code. I wanted to try and use these...
I am working on a design to transform an existing office building (60 psf) to an laboratory (120 psf by owner request). There are existing floor joists at 4 ft o.c. and the existing slab is good for about 300 psf @ 4' span. My solution was to come up between each joist with a new steel beam...
