USC University Hospital, California: The Tested U.S. Base Isolated Building
Under-Reamed Piles: Safest Foundation Solution for Black Cotton soil
= 0.5*0.12*8.75
= 0.525 k/ft
3.1.7 UPWARD SOIL PRESSURE :
Upward soil pressure at the bottom slab may calculated from the following-
- From top slab including fill
= 0.1125 + 0.672 + 0.02
= 0.8045 k/ft2
- From vertical wall
= ( 2*0.75*0.15*4 ) / length of culvert
= ( 2*0.75*0.15*4 ) / ( 2*0.75+4*1 )
= 0.164 k/ft2
3. From wheel load
= 1.1428/length of culvert
= 1.1428 / ( 1*4+2*0.75 )
= 0.21 k/ft2
4. From bottom slab
= 0.75*0.15
= 0.1125 k/ft2
5. Water pressure = 64*4/1000
= 0.26 k/ft2
Total vertical pressure on foundation soil
= ( 0.8025+0.164+0.21+0.1125+0.26 ) k/ft2
= 1.55 k/ft2
3.1.8 LOAD ON BOX CULVERT :
- Top slab load (uniformly distributed) = 0.81k/ft
- Top slab load (concentrated),
Rear wheel = 1.1428 k/ft
Front wheel = 0.2857 k/ft
- Bottom slab load = 1.55 k/ft
- Side wall load at top = 0.525 k/ft
- Side wall load at bottom = 0.81 k/ft
- Surcharge load = 0.156 k/ ft
3.1.9 CALCULATION OF DISTRIBUTION FACTOR :
Moment of inertia,
IAB = bh3 /12
= 12*93 /12
= 729 in4 [consider 1 ft strip]
Stiffness,
kAB =I/L [center line dimension]
= 729/57
= 12.8
IAB = 729 in4
KAB = 12.8
IAC = 12*9 / 12
= 729 in4
KAC = 729 / 57
= 12.8
Distribution factor,
DAB = 12.8 / (12.8+12.8)
= 0.50
DAC = 12.8 / (12.8+12.8)
= 0.50
DBA = 12.8 / (12.8+12.8)
= 0.50
3.1.10 CALCULATION OF FIXED END MOMENT :
MAB = -wl2 /12-Pl/8
= -0.81*4.752 /12-1.143*4.75/8
= -2.202 k-ft
MBA = 2.202 k-ft
MAC = Pl2 /12+wl2 /30
= (0.156+0.525)*4.752 /12+(0.81-0.525)*4.752 /30
= 1.49 k-ft
MCA = -Pl2 /12-wl2 /20
= -(0.156+0.525)*4.752 /12-(0.81-0.525)*4.752 /20
= - 1.6 k-ft
MCD = wl2 /12
= 1.55*4.75/12
= 2.91 k-ft
MDC = -2.91 k-ft
In case of concealed slab
Effective width, E = 1.75 * 8
= 14 ft.
Therefore, let us assume, the dispersion width is 14 ft considering following provisions of PCA manual, AASHTO-92, section 3.8.2.3,
Impact factor for wheel load, I = 0.0%
Weight of each vertical wall = 4 * 0.15 * 1 [consider 1 ft strip]
= 0.6 k/ft
The transmission and distribution of wheel loads through soil generally assumed to follow the principles of elasticity.
When the depth of fill is less than 2 ft, AASHTO specifies that, the wheel load be distributed as an exposed slab, when the depth of fill is more than 2 ft, concentrated loads are to be uniformly distributed over a square, the side of which are equal to 1.75 times the depth of fill.
Therefore, concentrated load ( conceal slab ) :
Live load from rear wheel, per ft of slab
= {16(1+Impact factor/100)}/14
= 1.1428 k/ft [Impact factor = 0%]
Live load from front wheel, per ft width of slab,
= {4(1+Impact factor/100)}/14
= 0.2857 k/ft
Concentrated load ( exposed slab ) with no impact
= 16 ( 1+0/100 ) / 4.57
= 3.5 k
3.1.6 SIDE WALL LOAD :
Coefficient of active earth pressure is calculated by using the Rankine’s formula,
ka = (1-sin 300) / (1+sin300 )
= 0.33
But in our case, we consider co-efficient of active earth pressure at rest condition,
ka = (1-sin 300 )
= 0.5
The effect of live load surcharge when acting along ( with approach slab), will be uniformly lateral load.
Uniformly lateral load due to surcharge equivalent to 2.6ft earth fill
h= 8+9/12+4+9/12
= 13.5
h1 = 8+9/12
= 8.75
Lateral pressure at the bottom of vertical wall
= 0.5*0.12*13.5
= 0.81 k/ft
Lateral pressure at centerline of top slab