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7/30/2019 Parallelepiped check
http://slidepdf.com/reader/full/parallelepiped-check 1/4
Input value unit
vertical load VL 25.40 kN
longitudinal load LL 1.10 kN
cross load TL 0.00 kN
longitudinal moment LM 17.50 kNm
cross moment TM 0.00 kNm
slab length L 1.2 m
slab width B 1.4 m
foundation height H 0.5 m
over-soil support height Δh 0.2 m
concrete weight γcls 25 kN/mc
lean concrete thickness tl 0.10 m
lean concrete overhang sl 0.10 m
lean concrete specific weight γl 24 kN/m3
lean concrete weight Pl = tl ( L + 2 sl ) ( B + 2 sl ) γl = 5.38 kN
water weight γw 10 kN/mc
soil weight γs 20 kN/mcsoil internal friction angle φ 33.00 °
drained shear strength c' 0.00 kN/m2
undrained shear strength Su = cu 0.00 kN/m2
friction coefficient soil/concrete ξ = 2/3 tan φ = 0.43 < 0.45
elastic modulus E 1.50 N/mm2
slab depth D = H - ΔH = 0.30 m
concrete volume Vcls = L H B = 0.84 mc
soil volume Vs = L D B = 0.50 mc
concrete weight Pcls = γcls · Vcls = 21 kN
soil weight Ps = γs · Vs = 10 kN
total vertical load P = Pcls + Pl + VL + Ps = 62 kN
uncompensated weight Pu = P - Ps = 52 kN
Sliding check
sliding safety factor ss 1.5
stabilizing force H = ( Pcls + VL ) ξ = 20.09 kN
security check H / TL = 20088.34 > ss verified
H / LL = 18.26 > ss verified
Overturning check
overturning safety factor so 1.5
stabilizing moment Mstab = ( Pcls + VL ) L / 2 = 27.84 kNm
overturning moment Movert = LL · H + LM = 18.05 kNm
security check Mstab / Movert = 1.54 > h verified
stabilizing moment Mstab = ( Pcls + VL ) B / 2 = 32.48 kNm
overturning moment Movert = TL · H + TM = 0.00 kNm
security check Mstab / Movert = 21653.33 > so verified
Allowable soil bearing pressure check
pressure safety factor sp 2.0
horizontal load resultant H = ( LL2
+ TL2
)1/2
1.10 kN
horizontal load angle cos θ = LL / H = 1.00
horizontal load angle sen θ = TL / H = 0.00
eccentricity e'y = ( LM + LL H ) / P = 0.29 m
e'x = ( TM + TL H ) / P = 0.00 m
reduced width B' = B - 2 e'x = 1.40 m
reduced length L' = L - 2 e'y = 0.62 m
reduced area A' = B' L' = 0.86 m2
mL = ( 2 + L' / B' ) / ( 1 + L' / B' ) = 1.69
mB = ( 2 + B' / L' ) / ( 1 + B' / L' ) = 1.31
m = mL cos2θ + mB sen
2θ = 1.69
inclination factor iq = ( 1 - H / ( P + B' L' c' cot φ ))m
= 0.97
iγ = ( 1 - H / ( P + B' L' c' cot φ ))m+1
= 0.95
L o a d
d r a i n e d
c h e c k
D i r X
D i r
Y
G e o m e t r y
L e a n c o n c r e t e
G e o t e c h n i c a l i n p u t
t l
sl
7/30/2019 Parallelepiped check
http://slidepdf.com/reader/full/parallelepiped-check 2/4
ic = iq - ( 1 - iq ) / ( Nc tan φ ) = 0.97
shape factor sq = 1 + B' / L' tanφ = 2.47
sγ = 1 - 0.4 B' / L' = 0.09
sc = 1 + B' Nq / L' Nc = 2.53
depth factor dq = 1 + 2 tan φ ( 1 - senφ )2
D / B' = 1.06
dγ 1
dc = dq - ( 1 - dq ) / (Nc tan φ ) = 1.06
ground inclination factor gγ = gq =gc 1.00
base inclination factor bγ = bq = bc 1.00
friction coefficient Kq = sq iq dq gq bq = 2.54
weight coefficient Kγ = sγ iγ dγ gγ bγ = 0.09
cohesion coefficient Kc = sc ic dc gc bc = 2.60
friction factor Nq = eπ tan φ
tan2(45° + φ / 2 ) = 26.09
weight factor Nγ = 2 ( Nq + 1 ) tan φ = 35.19
cohesion factor Nc = ( Nq - 1 ) cot φ = 38.64
depth slab contribution factor β 1.00
drained bearing capacity pressureq'lim = c' Nc Kc + β D (γ - γW ) Nq Kq + ( γ - γW ) B' Nγ Kγ / 2 = 220.25 kN/m
2
drained bearing capacity Q'lim = q'lim A' = 190.06 kN
safety check Q'lim / P = 3.07 > sp verified
Static deformation
limit settlement umax 2.5 cm
poisson coefficient ν 0.30
equivalent diameter R = (4 L B / π )1/2
= 1.46 m
shear modulus G = E / 2( 1 + ν ) = 0.58 N/mm2
vertical short term deformation uv,imm = Pu ( 1 - ν ) / ( 4 G R ) < umax 1.07 cm verified
μ0
μ1
q
uv =
d r a i n e d c h e c k