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Geometrical dataL = 9.16 m Ppl= 330 kPaB = 4.86 mhc = 2.60 mb1 = 1.1 mb2 = 0.4 mh1 = 1.1 m
h2 = 0.6 mh = 1.7 m
greinforced concrete(RC) = 25 kN/m 3
gsoil(S) = 19 kN/m 3
Mcontainer = 202.18 kN
The design wind pressure is given by Romanian code formula:qp(z) = c e (z) * q b
ce (z) = 1.3ze = 5.0 m
type of soil = III
qb = 1/2 * r * v b2 = 0.6 kN/m 2
qp(z) = 0.8 kN/m 2
Fw = c s * cd * cf * qp(z) * A ref = 0,8 (or -0,5) * 1,2 * A ref [kN]
cs * cd = 1.0
c f = 0.8 (wind pressure)
c f = -0.5 (wind suction)Wind acting on North direction
A ref,1 = h * L = 23.82 m 2
Fw,1 = c s * cd * cf * qp(z) * A ref = 14.86 kN
Mw,1 = 19.32 kNm
Fw,1total = c s * cd * cf * qp(z) * A ref = 24.15 kNWind action on East direction
A ref,2 = h * B = 12.63 m 2
Fw,2 = c s * cd * cf * qp(z) * A ref = 7.88 kN
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Mw,2 = 10.24 kNm
Earthquake load (E)The earthquake load is calculated using Equivalent Lateral Force Procedure (see P100-1/2006)Fb = g1 * S d(T1) * m * l = S d(T1) * m
S d(T1) = a*g * b(T1)/q, for T > T B
a*g = 0.35 *gTC = 0.70 s
q = 2.00 (as per Table 6.1)g1 = 1.00 ,- Importance class = III
l = 1.00 (correction factor)
T1 = C t * H3/4
C t = 0.05H = 2.60T1 = 0.10 > TB = 0.10 b(T 1) = 2.75
S d(T1) = 0.35 * g * 2.75 / 2.00 = 0.48125Fb = 1.0 * 0.48125 * g * 202.2 / g *
= 97.29913 kNMb= Fb*(h1+h2)= 165.4085 kNm
Snow Load (S)
s k = m i * ce * c t * s 0,k
m i = 1
Ground snow s 0,k = 2.5 kN/m2
(zone 3)Thermal factor c t = 1.0 (usual thermal roof)
Exposure factor c e = 0.8 (fully exposed)
s k = m i * ce * c t * s 0,k = 2 kN/m 2
S k = s k * L * B = 88.97163 kN
FOUNDATION DESIGN Analitical model
Snow loading shall be calculated in accordance with SR EN 1991-1-3 & SR EN 1991-1-3/NA-Eur
The loads are acting on both directions at the top of foundations, in the center of gravity (CG)
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Loads on foundationsWeight of structure (assumption) = 202.18 kNWStr = 202.18 kN
Weight of foundation = (2 * (B+L) * (b 2 * h2 )+4*b1*b1*h1) * gRC = 301.30 kN
WRC = 301.3 kN
Weight of soil = 2*(B + L) * (b1-b2) * h2 * gS = 0.00 kN
WS = 0 kN
D = W Str + W RC + W S = 503.5 kNWind loads:FW,1 = 14.86 kN
MW,1 = 19.32 kNm
FW,2 = 7.88 kN
MW,2 = 10.24 kNmSnow load = 88.97163 kN
Load combinations:Maximum pressure on soilULSUw = 1,35 * D 1,5 * W + 1,05 * L + 1,05 * SUvw = 1,35 * (W str + W RC +W S ) + 1,05 * S k = 773.12 kN
UH,1w = 1,5 * F W,1 = 22.29 kN
UH,2w = 1,5 * F W,2 = 11.82 kNSEISMIC ULSUE= 1,0 * D 1,0 * E + 0.4 * SUE = 1,0 * (W str + W RC +W S ) + 0.4 * S k = 596.90 kN
ME = 1,0 * Mb = 165.41 kN
Maximum uplift on soilULSU = 0,9 * D 1,5 * W + 1,05 * S = 546.56 kNUv = 0,9 * (Wstr + WRC +WS) + 1,05 * Sk = 546.56 kN
UH,1 = 1,5 * F w,1 = 22.29 kN
UH,2 = 1,5 * F w,2 = 11.82 kN
SEISMIC ULSU = 0,9 * D 1,0 * E+ 0.4 * S = 488.72 kNUE = 0,9 * (Wstr + WRC +WS) + 0.4 * Sk = 488.72 kN
Check pressure on soil Af = b1*b 1 = 1.21 m 2
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I1 = (b 1)3 * b1 / 12 = 0.12 m 4 I1=I2
W1 = 0.22 m 3
I2 = b 1 *(b1)3 / 12 = 0.12 m 4
W2 = 0.22 m 3
Maximum pressure on soilULSp = (Uv / 4)/A f ±(1.5*Mw1) / W 1 ± (1.5*Mw2 ) / W 2 =
p = 159.74 130.65 69.25pmax = 159.74 + 130.65 + 69.25 = 359.64
Maximum uplift on soilULSp = (UE / 4)/A f ±(Mb1/4) / W 1 ± (Mb2/4 ) / W 2 =
p = 159.74 130.65 69.25pmin = 159.74 - 130.65 - 69.25 = -40.17
Maximum pressure on soilSEISMIC ULSp = (UE / 4)/A f ±(Mb1/4) / W 1 ± (Mb2/4 ) / W 2 =
p = 123.33 186.41 186.41pmax = 123.33 + 186.41 + 186.41 = 496.15
Maximum uplift on soilSEISMIC ULSp = (UE / 4)/A f ±(Mb1/4) / W 1 ± (Mb2/4 ) / W 2 =
p = 123.33 130.65 69.25
pmin = 123.33 - 130.65 - 69.25 = -76.58
Check overturning stablity and slidingCheck overturningResisting moment (RM) = Uv * (B+b 1)/2 = 1627.64 kNm
Overturning moment (OM) = Fw, 1total * (hc/2+h1+h2) = 72.46 kNm
FS = RM / OVM = 22.5 > 1.5
Check sliding Fv = 546.56 kN
m = 0.4
F H = 24.15
m * F v = 218.62 kN
FS = * Fv / FH = 9.1 > 1.5
Reinforcing designNOTE: This foundation calculation will be finalized during Detail Design phase in accordancewith available vendor's data.
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A1= 16.06 m 2
A2= 5.69 m 2
ULSSwcontainer= 1.42 KN/m2 *1.35= 1.91 KN/m2Swequipment= 0.79 KN/m2 *1.35= 1.06 KN/m2Livefloor= 2.00 KN/m2 *1.5 3.00 KN/m2Snow= 2.00 KN/m2 *1.5= 3.00 KN/m2
T= 8.97 KN/m2Swfdbeam(qfb)= 6.00 KN/m *1.35= 8.10 KN/m
q1max= T*A1/L+qfb= 23.83 KN/mq2max= T*A2/B+qfb= 18.62 KN/m
M=(q*L2)/10
M1= 200.01 KNmM2= 43.90 KNm
Wind Effect:
Fw,1 14.86 KNFw,2 7.88 KNMw,1 = 19.32 KNm
Mw,2 = 10.24 KNm
M1cw=M1+1.05*Mw,2
/2 205.39 KNm
M2cw=M2+1.05*M w,1 /2 54.04 KNm
SEISMIC ULS
Swcontainer= 1.42 KN/m2 *1.0= 1.42 KN/m2Swequipment= 0.79 KN/m2 *1.0= 0.79 KN/m2Livefloor= 2.00 KN/m2 *1.0= 2.00 KN/m2Snow= 2.00 KN/m2 *0.4= 0.80 KN/m2
The beam reinforcement has been calculated taking into account the gravitational loads andalso the influence of the wind loads.
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T= 5.00 KN/m2Swfdbeam(qfb)= 6.00 KN/m *1.0= 6.00 KN/m
q1max= T*A1/L+qfb= 14.77 KN/mq2max= T*A2/B+qfb= 11.86 KN/m
M1= 123.96 KNm
M2= 27.97 KNm
Earthquake effect:Mbf= 58.38 KN
M1ce=M1+M bf /2 153.15 KNm
M2ce=M2+M bf /2 57.16 KNm
Maximum Resisting Moment:Mmax=max(Mcw, Mce)= 205.39 KNm
cnom
=50
mm
dy = h2-c nom - /2 = 540 mm
f cd = a cc * f ck / gc = 16.67 N//mm 2
a cc = 1.0
f ck = 25 N//mm 2
f yd = 309 N//mm 2
gc = 1.5
my = (M max * 10 6) / (b2 * d y2 * f cd ) = 105.651
AS,y = my *b2* d y * f cd / f yd = 1232.1 mm 2 > 648 =
AS,min = 0,3% * b2 * d y = 648 mm 2
Use: 4 20 = 1256 mm 2
Settlement checkS = q eff / Ks [mm]Where:
pmax = 496.15 kN/m 2
Ks = 2.7 daN/cm2
D = p max / Ks = 0.018 m18 mm
Area units
8 50.3 mm 2
10 78.5 mm 2
diam.
Ks is the averrage value (existing soil, compacted soil and filling) of modulus of verticalsubgrade reactions.
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12 113.1 mm 2
14 153.9 mm 2
16 201.1 mm 2
18 254.5 mm 2
20 314.1 mm 2
22 380.1 mm 2
25 490.9 mm 2
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including pedestals under fd
neglected, worst case scenario
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kPa <1,4 x Ppl 462 kPa OK
kPa
kPa <1,6 x Ppl 528 kPa OK
kPa
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Geometrical dataL = 6.14 m Ppl= 330 kPaB = 4.86 mhc = 2.60 m Self weight container=b1 = 1.1 m Self weight manifold=b2 = 0.3 m Live load floor=h1 = 1.2 mh2 = 0.5 mh = 1.7 m
greinforced concrete(RC) = 25 kN/m 3
gsoil(S) = 19 kN/m 3
Weightcontainer = 143.76 kN
The design wind pressure is given by Romanian code formula:qp(z) = c e (z) * q b
ce (z) = 1.3ze = 5.0 m
type of soil = III
qb = 1/2 * r * v b2 = 0.6 kN/m 2
qp(z) = 0.8 kN/m 2
Fw = c s * cd * cf * qp(z) * A ref = 0,8 (or -0,5) * 1,2 * A ref [kN]
cs * cd = 1.0
c f = 0.8 (wind pressure)
c f = -0.5 (wind suction)
Wind acting on North direction A ref,1 = hc * L = 15.95 m 2
Fw,1 = c s * cd * cf * qp(z) * A ref = 9.96 kN
Mw,1 = 12.94 kNm
Fw,1total = c s * cd * cf * qp(z) * A ref = 16.18 kNWind action on East direction
A ref,2 = hc * B = 12.63 m 2
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Fw,2 = c s * cd * cf * qp(z) * A ref = 7.88 kN
Mw,2 = 10.24 kNm
Earthquake load (E)The earthquake load is calculated using Equivalent Lateral Force Procedure (see P100-1/2013)Fb = g1 * S d(T1) * m * l = S d(T1) * m
S d(T1) = a*g * b(T1)/q, for T > T B
a*g = 0.35 *gTC = 0.70 s
q = 2.00 (as per Table 6.1)g1 = 1.00 ,- Importance class = III
l = 1.00 (correction factor)
T1 = C t * H3/4
C t = 0.05H = 2.60
T1 = 0.10 > TB = 0.10 b(T 1) = 2.75S d(T1) = 0.35 * g * 2.75 / 2.00 = 0.48125
Fb = 1.0 * 0.48125 * g * 143.8 / g *= 69.1845 kN
Mb= Fb*(h1+h2)= 117.6137 kNm
Snow Load (S)
s k = m i * ce * c t * s 0,k
m i = 1Ground snow s 0,k = 2 kN/m 2 (zone 3)
Thermal factor c t = 1.0 (usual thermal roof)
Exposure factor c e = 0.8 (fully exposed)
s k = m i * ce * c t * s 0,k = 1.6 kN/m 2
S k = s k * L * B = 47.67427 kN
FOUNDATION DESIGN Analitical model
Snow loading shall be calculated in accordance with SR EN 1991-1-3 & SR EN 1991-1-3/NA-Eur
The loads are acting on both directions at the top of foundations, in the center of gravity (CG)
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Loads on foundations
Weight of structure (assumption) = 143.76 kNWStr = 143.76 kN
Weight of foundation = (2 * (B+L) * (b 2 * h2 )+4*b1*b1*h1) * gRC = 227.64 kN
WRC = 227.6 kN
Weight of soil = 2*(B + L) * (b1-b2) * h2 * gS = 0.00 kN
WS = 0 kN
D = W Str + W RC + W S = 371.4 kNWind loads:FW,1 = 9.96 kN
MW,1 = 12.94 kNm
FW,2 = 7.88 kN
MW,2 = 10.24 kNmSnow load = 47.67427 kN
Load combinations:Maximum pressure on soilULSUw = 1,35 * D 1,5 * W + 1,05 * L + 1,05 * SUvw = 1,35 * (W str + W RC +W S ) + 1,05 * S k = 551.45 kN
UH,1w = 1,5 * F W,1 = 14.93 kN
UH,2w = 1,5 * F W,2 = 11.82 kNSEISMIC ULSUE= 1,0 * D 1,0 * E + 0.4 * SUE = 1,0 * (W str + W RC +W S ) + 0.4 * S k = 421.46 kN
ME = 1,0 * Mb = 117.61 kN
Maximum uplift on soilULSU = 0,9 * D 1,5 * W + 1,05 * S = 384.32 kNUv = 0,9 * (Wstr + WRC +WS) + 1,05 * Sk = 384.32 kN
UH,1 = 1,5 * F w,1 = 14.93 kN
UH,2 = 1,5 * F w,2 = 11.82 kN
SEISMIC ULSU = 0,9 * D 1,0 * E+ 0.4 * S = 353.33 kNUE = 0,9 * (Wstr + WRC +WS) + 0.4 * Sk = 353.33 kN
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Check pressure on soil Af = b1*b 1 = 1.21 m 2
I1 = (b 1)3 * b1 / 12 = 0.12 m 4 I1=I2
W1 = 0.22 m 3
I2 = b 1 *(b1)3 / 12 = 0.12 m 4
W2 = 0.22 m 3
Maximum pressure on soilULSp = (Uv / 4)/A f ±(1.5*Mw1) / W 1 ± (1.5*Mw2 ) / W 2 =
p = 113.94 87.51 69.25pmax = 113.94 + 87.51 + 69.25 = 270.70SEISMIC ULSp = (UE / 4)/A f ±(Mb1/4) / W 1 ± (Mb2/4 ) / W 2 =
p = 87.08 132.55 132.55pmax = 87.08 + 132.55 + 132.55 = 352.17
Maximum uplift on soilSEISMIC ULSp = (UE / 4)/A f ±(Mb1/4) / W 1 ± (Mb2/4 ) / W 2 =
p = 87.08 87.51 69.25pmin = 87.08 - 87.51 - 69.25 = -69.68
Check overturning stablity and slidingCheck overturningResisting moment (RM) = Uv * (B+b 1)/2 = 1144.50 kNm
Overturning moment (OM) = max Fw, 1total * (hc/2+h1+h2) = 48.53 kNmMb= 117.61 kNm
FS = RM / OVM = 9.7 > 1.5
Check sliding Fv = 384.32 kN
m = 0.4 F H = 16.18
m * F v = 153.73 kN
FS = * Fv / FH = 9.5 > 1.5
Reinforcing designNOTE: This foundation calculation will be finalized during Detail Design phase in accordancewith available vendor's data.
The beam reinforcement has been calculated taking into account the gravitational loads andalso the influence of the wind loads.
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Legend: Sw - self weight loadL - live loadSwfd - self weight foun
A1= 8.75 m 2
A2= 5.69 m 2
ULSSwcontainer= 1.71 KN/m2 *1.35= 2.31 KN/m2Swequipment= 1.17 KN/m2 *1.35= 1.59 KN/m2Lfloor= 2.00 KN/m2 *1.5 3.00 KN/m2
Snow= 1.60 KN/m2 *1.5= 2.40 KN/m2T= 9.30 KN/m2Swfdbeam(qfb)= 3.75 KN/m *1.35= 5.06 KN/m
q1max= T*A1/L+qfb= 18.32 KN/mq2max= T*A2/B+qfb= 15.96 KN/m
M= *L2 /10
M1= 68.97 KNmM2= 37.62 KNm
Wind Effect:
Fw,1= 9.96 KNFw,2= 7.88 KNMw,1 = 12.94 KNm
Mw,2 = 10.24 KNm
M1cw=M1+1.05*M w,2 /2 74.35 KNm
M2cw=M2+1.05*M w,1 /2 44.42 KNm
SEISMIC ULS
Swcontainer= 1.71 KN/m2 *1.0= 1.71 KN/m2Swequipment= 1.17 KN/m2 *1.0= 1.17 KN/m2Lfloor= 2.00 KN/m2 *1.0= 2.00 KN/m2Snow= 1.60 KN/m2 *0.4= 0.64 KN/m2
T= 5.53 KN/m2Swfdbeam(qfb)= 3.75 KN/m *1.0= 3.75 KN/m
q1max= T*A1/L+qfb= 11.63 KN/m
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q2max= T*A2/B+qfb= 10.23 KN/m
M1= 43.79 KNmM2= 24.11 KNm
Earthquake effect:Mbf= 34.59 KN
M1ce=M1+M bf /2 61.09 KNm
M2ce=M2+M bf /2 41.41 KNm
Maximum Resisting Moment:Mmax=max(Mcw, Mce)= 74.35 KNm
cnom = 50 mm
dy = h2-c nom - /2 = 440 mm
f cd = a cc * f ck / gc = 16.67 N//mm 2
a cc = 1.0f ck = 25 N//mm 2
f yd = 309 N//mm 2
gc = 1.5
my = (M max * 10 6) / (b2 * d y2 * f cd ) = 76.808
AS,y = my *b2* d y * f cd / f yd = 547.4 mm 2 > 396 =
AS,min = 0,3% * b2 * d y = 396 mm 2
Use: 3 20 = 942 mm 2
Settlement checkS = q eff / Ks [mm]Where:
pmax = 352.17 kN/m 2
Ks = 2.7 daN/cm 2
D = p max / Ks = 0.013 m13 mm
Area units
8 50.3 mm 2
10 78.5 mm 2
12 113.1 mm 2
14 153.9 mm 2
16 201.1 mm 2
diam.
Ks is the averrage value (existing soil, compacted soil and filling) of modulus of verticalsubgrade reactions.
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18 254.5 mm 2
20 314.1 mm 2
22 380.1 mm 2
25 490.9 mm 2
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51 kN35 kN2 kN/m 2
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including pedestals under foundation
neglected, worst case scenario
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kPa <1,4 x Ppl 462 kPa OK
kPa <1,6 x Ppl 528 kPa OK
kPa
wind loadsearthquake loads
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dation beam load
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