eit09
Civil/Environmental
- Jul 8, 2009
- 183
To resist uplift to a footing that sits directly on solid granite my customer plans on drilling a 5.5" diameter hole, 10 feet deep with 2 #8 rebars embedded into the hole with 4000 psi concrete.I came accross equation 10.8.3.5.4b-1 on page 10-137 of 2012 AASHTO book to calculate to calculate the side friction. I found an examples within a presentation that raised a few questions. I would appreciate any comments or feedback on the 3 items listed below.
qs=0.65*∝E*pa*(qu/pa)1/2 < 7.8*pa(f'c/pa)1/2 ______Formula 10.8.3.5.4b-1
I am using ∝E=0.45 from table 10.8.3.5.4b-1 to be conservative
For compressive strength of granite I am using qu=2736ksf
Atmospheric pressure pa=2.12ksf
1. Should I use the lower value of f'c and compressive strength of the rock for qu within the formula?
2. The formula doesnt mention it but do I also need to multiple by the resistance factor of 0.4 from table 10.5.5.2.4-1?
3. is the 7.8 in the 7.8*pa(f'c/pa)1/2 formula a conversion and truly need to use ksi units for f'c & ksf units for pa?
qs=0.65*∝E*pa*(qu/pa)1/2 < 7.8*pa(f'c/pa)1/2 ______Formula 10.8.3.5.4b-1
I am using ∝E=0.45 from table 10.8.3.5.4b-1 to be conservative
For compressive strength of granite I am using qu=2736ksf
Atmospheric pressure pa=2.12ksf
1. Should I use the lower value of f'c and compressive strength of the rock for qu within the formula?
2. The formula doesnt mention it but do I also need to multiple by the resistance factor of 0.4 from table 10.5.5.2.4-1?
3. is the 7.8 in the 7.8*pa(f'c/pa)1/2 formula a conversion and truly need to use ksi units for f'c & ksf units for pa?