Parallelepiped check

7/30/2019 Parallelepiped check

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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



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





formula di Janbu

0.88

1.2

0.37 kg/cmq

3.30 cm Christian e Carrier (1976).μ0 μ1 q B (1-v2)/E =

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Parallelepiped check