Special CMU walls
Jason Christensen
We have a special reinforced masonry job that is filled with window openings in a masonry walls. To meet the H/3 and L/3 spacing requirements we will have a masonry wall schedule that has number of walls, but trying to label these just at the small walls between the windows is a bid cumbersome. Does anyone have a good note, or wording that they use in a typical masonry wall schedule that would tell the contractor to meet this with out adding all of the different wall types?
Thanks
jason
Jeff Hedman
Jason,
We have often wondered if there is a better way as well. Currently, we have multiple wall types (A-F I think). We then make sure that each wall is labeled appropriately. In fact we have adopted this method for all of our masonry projects. If the project does not utilize special reinforced masonry shear walls, we will have less wall types, maybe only one in our wall schedule. You are right though, it is cumbersome, and sometimes if you have a lot of openings, it can get cluttered with wall symbols, lintel symbols, etc.
Jeff Hedman , E.I.T.
L.R. Pope Engineers & Surveyors, Inc.
1240 East 100 South Suite # 15B
St. George, Utah 84790
Office: 435-628-1676
Fax: 435-628-1788
email: jef...@lrpope.com
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Jn...@aol.com
We have a special reinforced masonry job that is filled with window openings in a masonry walls. To meet the H/3 and L/3 spacing requirements we will have a masonry wall schedule that has number of walls, but trying to label these just at the small walls between the windows is a bid cumbersome. Does anyone have a good note, or wording that they use in a typical masonry wall schedule that would tell the contractor to meet this with out adding all of the different wall types?
Thanks
Jason
Johnson & Nielsen Associates
Palm Springs, CA
Bill Allen
Don’t ask me why, but I need to design a driveway (on grade) for a fire truck. I believe the owner wants to use AC, but if he must go with PCC, then he will.
Are there any good guidelines, references, methods used to design a section for this purpose? I sure would hate to waste a bunch of time if this is something that is pretty simple.
I’m supposed to be receiving wheel loads later today.
TIA,
T. William (Bill) Allen, S.E.
Consulting Structural
Engineers
V (949) 248-8588 • F(949)
209-2509
Jn...@aol.com
Johnson & Nielsen Associates
Palm Springs, CA
Bill Allen
The soils engineer kicked it back to me.
I said “don’t ask”.
:o)
T. William (Bill) Allen, S.E.
Consulting Structural
Engineers
V (949) 248-8588 • F(949) 209-2509
Jn...@aol.com
The soils engineer kicked it back to me.
I said “don’t ask”.
Johnson & Nielsen Associates
Palm Springs, CA
Tom....@fluor.com
Bill,
Wouldn't you design it like any other concrete floor slab with wheel loads such as PCA Concrete Floors on Ground or any of the other standard methods? For a freebee you might look at TM 5-809-12 Concrete Floor Slabs on Grade Subjected to Heavy Loads.
Thomas Hunt
| "Bill Allen" <T.W....@cox.net>
12/20/2007 01:27 PM Please respond to seaint |
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Gary Loomis
“Concrete Floors on Ground” by Ralph E. Spears, PCA 1978 or the updated version “Concrete Floors on Ground”, EB075. Both have design charts for axles with single and dual wheels. We did a slab design for the local fire department 4 or 5 years ago. I think it was 8” think with wire mesh. We made sure the wire mesh was where it was suppose to be and wet cured the concrete. Also, put control joints at 15’. I was there last week and there are no cracks. It is holding up fine. But the PCA design guide walks you through the design.
Gary W. Loomis, P.E., Senior Structural Engineering
Master Engineers and Designers, Inc.
Scott, William N
ssch...@juno.com
8" Concrete on 4" crushed rock, with 1.5" deep sawed joints about 15'o.c. in each direction. Cure with Hunts White and provide broom finish. Slope it 2% min.if outside, to avoid puddles. No vehicles on it for 14 days. Calcs. will verify this.
Stan Scholl, P.E.
Laguna Beach, CA
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Bill Allen
Thanks, Gary.
T. William (Bill) Allen, S.E.
Consulting Structural
Engineers
V (949) 248-8588 • F(949)
209-2509
-----Original Message-----
From: Gary Loomis
[mailto:glo...@MasterEngineersinc.com]
Sent: Thursday,
December 20, 2007 2:13 PM
Lloyd Pack
You will probably find that an asphalt section will be less expensive, unless
labor for excavation is very high. There is quite a large difference in the
roadway section for different soils capacities in the subgrade material. It
would be best to have a Geotechnical Engineer give you some recommendations
or at least some R-values or CBR numbers to design the section from.
Where I'm working, we often get R-values in the 7-50 range. Seven is very low
but we've got some clayey or silty sands here (old farmground - good for farming
not so good for roads) With the low R-value material we have a highly travelled
5-lane road that has a section of 3 ft., 22" sub-base, 8" roadbase, and 6" asphalt.
For the standard highway district road section or local city road section, they use
12" roadbase and 3" asphalt. For a driveway that will see very infrequent heavy
truck loading, you might be able to get by with 8" roadbase and 2.5-3" asphalt, again
depending on the sub-grade soil strength. I've seen some soils that were good
enough to pave the 3" or 2.5" of asphalt right over the existing ground. (after
scraping off the topsoil, of course)
I hope that this helps. It looks like you've got many other responses about
concrete so I won't touch on that.
Take Care,
Lloyd Pack
