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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...

Sorry I didn't update. Jed you're completely right. After doing the digging, the contractor finally admitted that the result came from 2 different trucks and the lower strengths from a truck in which they added a considerable amount of water to. I had those portions ripped out and replaced.

That's a good FAQ. Nice link to have if you don't have the ACI available. Thanks. I did check the design and it will work at 2500psi. Also, the job is in Florida and the FBC requires a minimum 2500psi for foundations per table 1808.8.1. Forgot to mention that before.

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...

Thanks everyone. I've been doing it the way UcfSE described. Combine MWF and then check C&C. My question stemmed from a seminar I sat through and the new roof deck design manual. In their example, although they don't actually do the wind calc, they provide zone 1, 2 and 3 pressures which is...

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...

Right. It's like a double bump. I'm already getting high pressures due to 150 mph. Exposure D just increases them even more. This will be the building to run to during the next hurricane for sure.

This is the Building Officials interpretation. Exposure D is required for coastal building zones based on the building code. Exposure C is then obviously to be used for those structures not within the coastal building zone. They added this. In addition, because the distance across each island is...

Seismic is not referenced in the Bahamas Building Code but I went ahead and checked it anyway. It's not even close to the forces being applied from 150 mph wind. Thanks for the reminder though.

I'll keep you posted. I have a call in to see his interpretation.

I did find this though. The Caribbean Application Document for ASCE 7-05 does include the Bahamas when defining hurricane prone regions. Which would then put me in exposure C per the ASCE 7. Looks like I need to contact the Building Official again and get his opinion.

Agreed but the Bahamas Building Code makes no reference to hurricane prone regions. I does say however that any structure within the coastal building zone (defined as 1500 feet from the mean water line) shall be considered in Exposure Category D.

Contacted the Local Structural Building Inspector/Official and here is a summary. 1. The 3rd edition is the most current Bahamas Building Code. 2. The use of a more current ASCE is acceptable. 3. So for this job (which is in Freeport) ASCE 7-05 with V=150 mph and Exposure D.

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've made that comment a bunch over the last few months. I have an elliptical one (180'-0" x 120'-0") on another job. I've definately had to put my thinking cap on how to handle some of these. Like Mike said above, I want to be conservative but I don't want to completely over do it.

It sticks up 9'-0". The references are for the ASCE 7-10. Section 29.5.1 is for rooftop structures. GCr is in place of GCf if your structure is less than 60'-0". Above 60'-0" you would use figure 29.5-1. My thought was to use a combination of the figure (wall pressure) and the section (roof...

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...