G-170-R0 Horizontal Vessel - Foundation Metric Sheets_2

CIVIL WORKSHEET FOUNDATION DESIGN FOR HORIZONTAL VESSELS (1)

Project Job # Item VESSEL GEOMETRY length (m) diameter (m) saddle spacing (m)

LOAD CONDITIONS reference wind pressure (kPa) ground snow load (kPa) ground rain load (kPa)

SPREAD FOOTING bearing pressure, q (kPa) maximum mimimum

1

2

3

4

5

#DIV/0! #DIV/0!

#DIV/0! #DIV/0!

#DIV/0! #DIV/0!

#DIV/0! #DIV/0!

#DIV/0! #DIV/0!

coefficent of friction U/S saddle to grade (m) C/L vessel to U/S saddle (m)

maximum temperature (oC) LOADS weight of vessel

stability ratio @ x axis @ y axis

#DIV/0! NA

#DIV/0! #DIV/0!

#DIV/0! #DIV/0!

#DIV/0! #DIV/0!

#N/A #DIV/0!

FOUNDATION GEOMETRY (2) base - length, x (m) - width, y (m) - thickness, z (m) pedestal - thick., x (m) - width, y (m)

- empty load (kN) - operating load (kN) - max. full load (kN) bundle pull (kN) surge load (kN) earthquake load (kN)

- height, z (m) SOILS PARAMETERS

(2)(3) 0.00 PILE DATA no. of piles/saddle

density (kN/m3) depth from grade to bot of base (m) NOTES: 1) Foundation may be a spread footing or a piled foundation. 2) The x axis runs parallel to the vessel centerline. 3) Only 2 or 4 piles per saddle are allowed. 4) Load cases are as follows:

pile spacing (m)

- along x axis - along y axis

MAXIMUM BASE LOADS (5)(6) Vf (kN) Mf (kN.m) 0.0 Mf - band (kN.m) 0.0 band width (m) 0.0 MAXIMUM PEDESTAL LOADS

x direction #DIV/0! #DIV/0! #N/A 0.000 MAXIMUM PILE LOADS

0.0

y direction #DIV/0! #DIV/0! #N/A 0.000

Pf (kN) Vf (kN)

0.0 0.0

maximum (kN) minimum (kN)

#DIV/0! #DIV/0!

Mf (kN.m)

0.0

maximum horizontal (kN)

#DIV/0!

Case 1 = empty + wind Case 2 = full + ½ wind + ½ thermal Case 3 = operation + wind + thermal + snow Case 4 = empty + wind + bundle pull Case 5 = operation + earthquake + thermal + snow 5) Final moments for the foundation are to be designed over an equivalent beam width, b. (b = pedestal width + 1.5(base thick) but no greater than the footing size) 6) The moments in the strong bands are to be designed over a beam width equal to the pile or pilecap plate size.

165674854.xls.ms_office

1 of 14 8/19/2013

CIVIL WORKSHEET HORIZONTAL VESSEL FOUNDATION VERIFICATION - FOOTING

Design a spread footing for a 2760fx12120 long horizontal vessel. Other data is as follows: saddle to saddle centerline vessel to u/s saddle u/s saddle to grade use teflon plates operating temperature

9320 mm 1424 mm 1376 mm m = 0.1 66o C - winter construction

try y

x

W=2400

400 L=2350

PLAN

grade 3780 2800

400


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ELEVATION

LOADS Vessel - total on supports 201 kN - empty 962 kN - full (test) therefore 0.7(962-201)+201 = 733.7 kN - operating Thermal Tx = 3EI(el DT)/(2h3) = 3(5000(20)½x106))((2.4)(0.43)/12)(1.0x10-5)(9.32)(66--40)/(2(1.38+1.0)3(103)) assumes depth of soil not contributing to lateral loads = 314.6 kN < mW = 0.1(962/2) = 48.1 kN

governs

Wind W y = qCeCgCpA = 0.5(0.9)(2)(0.55)(2.76)(12.12)/2 = 9.2 kN h

/d = 12120/2760 = 4

Foundation & Soil Pf = 23.5(2.35(2.4)(0.4)+2.4(3.78)(0.4)) = 53.0+85.3 = 138.3 kN Ps = 21.2(2.35(2.4)-2.4(0.4))(2.8-0.4) = 238.0 kN Pt = 376.3 kN Snow S = gSoA = (0.8(2.5)+0.1)(2.76)(12.12)/2 = 35.1 kN Summary - loads @ underside of footing 1) empty & wind P = 201/2+376.3 = 476.8 kN Mx = 9.2(1.424+3.78+0.4) = 51.5 kN.m My = 0


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2) test, ½ wind & ½ thermal (y = 0.7?) P = 962/2+376.3 = 857.3 kN Mx = ½(51.5) = 25.8 kN.m My = ½(48.1)(3.78+0.4) = 100.5 kN 3) operating, snow, wind & thermal (y = 0.6?) P = 733.7/2+376.3+35.1 = 778.3 kN Mx = 51.8 kN.m My = 2(100.5) = 201.0 kN.m

BEARING & STABILITY 1) Empty & Wind q = P/A ± Mx/Sx ± My/Sy = 476.8/(2.4(2.35)) ± 6(51.5)/(2.35(2.4)2) ± 6(0)/(2.4(2.35)2) = 103.1 kPa < qa = 250 kPa = 65.9 kPa > 0 SRx = Pw/2Mx = 476.8(2.4)/(2(51.5)) = 11.1 > 1.5 therefore OK (SRy is not applicable) 2) Test, ½ Wind & ½ Thermal q = 857.3/(2.4(2.35)) ± 6(21.0)/(2.35(2.4)2) ± 6(100.5)/(2.4(2.35)2) = 206.8 kPa < qa = 250 kPa = 97.2 kPa > 0 SRx = 857.3(2.4)/(2(25.8)) =39.9 > 1.5 SRy = Pl /2My = 857.3(2.35)/(2(100.5)) = 10.0 > 1.5 therefore OK


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3) Operating, Snow, Wind & Thermal q = 778.3/(2.4(2.35)) ± 6(42.0)/(2.35(2.4)2) ± 6(201.0)/(2.4(2.35)2) = 247.6 kPa < qa = 250 kPa = 28.4 kPa > 0 SRx = 778.3(2.4)/(2(51.8)) = 18 > 1.5 SRy = 778.3(2.35)/(2(201.0)) = 4.5 > 1.5 therefore OK USE 2350L x 2400W footing ANALYSIS 1) Empty & Wind Pf = 1.25(476.8) = 596.0 kN = 1.25(½(201)+85.3) = 232.3 kN

- on pedestal

Mfx = 1.5(51.5) = 77.25 kN.m Mfy = 0 x-direction wf = W(Pf/A ± Mfy/Sy) = 2.4(596.0/(2.4(2.35)) ± 6(0)/(2.4(2.35) 2)) = 253.6 kN/m 596.0

253.6 975

400

975

Vf = 253.6x = 253.6(0.975) = 247.3 kN 2 Mf = 126.8x = 126.8(0.975)2 = 120.5 kN.m


- from either side - from either side

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y-direction wf = L(Pf/A ± Mfx/Sx) = 2.35(596.0/(2.4(2.35)) ± 6(63.0)/(2.35(2.4) 2)) = 313.9 kN/m = 182.7 kN/m wf = 54.67x+182.7 = -54.67x+313.9

- from LHS - from RHS

596.0 63.0

182.7

313.9 300

1800

300

assumed B/S - from LHS

2 Vf = 27.33x +182.7x = 57.3 kN = -27.33x2+313.9x = 91.7 kN

- from RHS

57.3

Vf (kN) 91.7 3 2 Mf = 9.11x +91.35x = 8.5 kN.m = -9.11x3+157.0x2 = 13.9 kN.m

- from LHS - from RHS

8.5

Mf (kN.m) 13.9


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2) Test, ½ Wind & ½ Thermal Pf = 1.25(½(201)+376.3)+1.5(½(962-201)) = 1166.8 kN = 1.25(½(201)+85.3)+1.5(½(962-201)) = 803.1 kN Mfx = 1.5(21.0) = 31.5 kN.m Mfy = 1.5(100.5) = 150.8 kN.m

- on pedestal

x-direction 2 wf = 2.4(1166.8/(2.4(2.35)) ± 6(150.8)/(2.4(2.35) )) = 660.3 kN/m = 332.7 kN.m

wf = 139.4x+332.7 = -139.4x+660.3 2 Vf = 69.7x +332.7x = 390.6 kN 2 Vf = -69.7x +660.3x = 577.5 kN 3 2 Mf = 23.2x +166.4x = 179.7 kN.m 3 2 Mf = -23.2x +330.2x = 292.4 kN.m

y-direction 2 wf = 2.35(1166.8/(2.35(2.4)) ± 6(31.5)/(2.35(2.4) )) = 519.0 kN.m = 453.4 kN/m

wf = 27.3x+453.4 = -27.3x+519.0 2 Vf = 13.67x +453.4x = 137.3 kN = -13.67x2+519.0x = 154.5 kN 3 2 Mf = 4.56x +226.7x = 20.5 kN.m = -4.56x3+259.5x2 = 23.2 kN.m


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3) Operating, Snow, Wind & Thermal Pf = 1.25(½(201)+376.3)+1.5(½(733.7-201)+35.1) = 1048.2 kN = 1.25(½(201)+85.3)+1.5(½(733.7-201)+35.1) = 684.5 kN - on pedestal Mfx = 1.5(42.0) = 63.0 kN.m Mfy = 1.5(201.0) = 301.5 kN.m x-direction wf = 2.4(1048.2/(2.4(2.35)) ± 6(301.5)/(2.4(2.35)2)) = 773.6 kN/m = 118.4 kN.m wf = 278.8x+118.4 = -278.8x+773.6 Vf = 139.4x2+118.4x = 250.9 kN 2 Vf = -139.4x +773.6x = 621.7 kN 3 2 Mf = 46.5x +59.2x = 99.4 kN.m 3 2 Mf = -46.5x +386.8x = 324.6 kN.m

y-direction wf = 2.35(1048.2/(2.35(2.4)) ± 6(63.0)/(2.35(2.4)2)) = 502.4 kN.m = 371.2 kN/m wf = 54.7x+371.2 = -54.7x+502.4 2 Vf = 27.3x +371.2x = 113.8 kN = -27.3x2+502.4x = 148.3 kN 3 2 Mf = 9.1x +185.6x = 16.9 kN.m = -9.1x3+251.2x2 = 22.4 kN.m


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4) Summary pedestal

footing

Pf = 803.1 kN Vf = 1.5(48.1) = 72.2 kN Mf = 301.5 kN.m Vfx = 621.7 kN Mfx = 324.0 kN.m bx = 0.4+1.5(0.4) = 1.0 m < 2.35 m therefore bx = 1.0 m Vfy = 154.5 kN Mfy = 23.2 kN.m by = 2.4+1.5(0.4) = 3.0 m > 2.4 m therefore by = 2.4 m


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CIVIL WORKSHEET HORIZONTAL VESSEL FOUNDATION VERIFICATION - PILES

Design a piled foundation for the same vessel. LOADS The loads are as before except as noted below. Foundation & Soil try

2400Wx2350Lx400H base 2400Wx1580Hx400T pedestal Pf = 23.5(2.35(2.4)(0.4)+2.4(1.58)(0.4)) = 53.0+35.6 = 88.6 kN Ps = 21.2(2.35(2.4)-2.4(0.4))(0.6-0.4) = 19.8 kN Pt = 108.4 kN

Summary - loads @ underside of base 1) empty & wind P = 201/2+108.4 = 208.9 kN Mx = 7.5(1.424+1.58+0.4) = 25.5 kN.m My = 0 2) test, ½ wind & ½ thermal (y = 0.7?) P = 962/2+108.4 = 589.4 kN Mx = ½(25.5) = 12.8 kN.m My = ½(48.1)(1.58+0.4) = 47.6 kN 3) operating, snow, wind & thermal (y = 0.6?) P = 733.7/2+108.4+35.1 = 510.4 kN Mx = 25.5 kN.m My = 2(47.6) = 95.2 kN.m PILE LOADS 1) empty & wind V = P/n ± 2Mx/ny ± 2My/nx = 208.9/4 ± 25.5/2(1.8) ± 0 = 59 kN = 45 kN H = 7.5/4 = 2 kN


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2) test, ½ wind & ½ thermal (y = 0.7?) V = 589.4/4 ± 12.8/2(1.8) ± 47.6/2(2) = 163 kN = 132 kN H = ½((7.5)2+(48.1)2)½/4) = 6 kN 3) operating, snow, wind & thermal (y = 0.6?) V = 510.4/4 ± 25.5/2(1.8) ± 95.2/2(2) = 160 kN = 97 kN H = 2(6) = 12 kN ANALYSIS 1) Empty & Wind Pf = 1.25(208.9) = 261.1 kN = 1.25(½(201)+35.6) = 170.1 kN Mfx = 1.5(25.5) = 38.3 kN.m Mfy = 0

- on pedestal

x-direction wf = 261.1-170.1/2.35 = 38.7 kN/m

- simply supported beam with UDL and point load at midpoint

Vf = 170.1/2+38.7(2.35)/2+0 = 130.5 kN 2 Mf = 170.1(2)/4+38.7(2) /8+0 = 104.4 kN.m strong band

wf = 130.5/2.4 = 54.4 kN/m - simply supported beam with UDL 2 Mf = 54.4(1.8) /8 = 22.0 kN.m

y-direction Vf = 38.4/1.8 = 21.3 kN Mf = 38.4/2 = 19.2 kN.m strong band


- simply supported beam with moment at midpoint

Mf = 21.3(2)/4 = 10.7 kN.m

11 of 14 8/19/2013


2) Test, ½ Wind & ½ Thermal Pf = 1.25(½(201)+108.4)+1.5(½(962-201)) = 831.9 kN = 1.25(½(201)+35.6)+1.5(½(962-201)) = 740.9 kN Mfx = 1.5(12.8) = 19.2 kN.m Mfy = 1.5(47.6) = 71.4 kN.m

- on pedestal

x-direction wf = 831.9-740.9/2.35 = 38.7 kN/m Vf = 740.9/2 +38.7(2.35)/2+71.4/2 = 451.6 kN 2 Mf = 740.9(2)/4+38.7(2) /8+71.4/2 = 425.5 kN.m strong band

wf = 451.6/2.4 = 188.2 kN/m 2 Mf = 188.2(1.8) /8 = 76.2 kN.m


Mf = 10.7(2)/4 = 5.4 kN.m

3) Operating, Snow, Wind & Thermal Pf = 1.25(½(201)+108.4)+1.5(½(733.7-201)+35.1) = 713.3 kN = 1.25(½(201)+35.6)+1.5(½(733.7-201)+35.1) = 622.3 kN - on pedestal Mfx = 1.5(25.5) = 38.3 kN.m Mfy = 1.5(95.2) = 142.8 kN.m x-direction wf = 713.3-622.3/2.35 = 38.7 kN/m Vf = 622.3/2 +38.7(2.35)/2+142.8/2 = 428.0 kN 2 Mf = 622.3(2)/4+38.7(2) /8+142.8/2 = 401.9 kN.m strong band


wf = 428.0/2.4 = 178.3 kN/m 2 Mf = 178.3(1.8) /8 = 72.2 kN.m

12 of 14 8/19/2013



Mf = 21.3(2)/4 = 10.7 kN.m

4) Summary pedestal

base

Pf = 740.8 kN Vf = 1.5(48.1) = 72.2 kN Mf = 142.6 kN.m Vfx = 451.6 kN Mfx = 425.5 kN.m bx = 2.4+1.5(0.4) = 3.0 > 2.4 m therefore bx = 2.4 m Vfy = 21.3 kN Mfy = 19.2 kN.m by = 0.4+1.5(0.4) = 1.0 < 2.35 m therefore by = 1.0 m

strong bands


Mfx = 10.7 kN.m Mfy = 76.2 kN.m

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CIVIL WORKSHEET FOUNDATION DESIGN FOR HORIZONTAL VESSELS (1)

Project Job # Item VESSEL GEOMETRY length (m) diameter (m) saddle spacing (m) coefficent of friction μ U/S saddle to grade (m) C/L vessel to U/S saddle (m)

Example 12.120 2.760 9.320

LOAD CONDITIONS reference wind pressure (kPa) ground snow load (kPa) ground rain load (kPa)

o 0.1 maximum temperature ( C) 1.376 LOADS 1.424 weight of vessel

FOUNDATION GEOMETRY (2) base - length, x (m) - width, y (m) - thickness, z (m) pedestal - thick., x (m) - width, y (m)

2.35 2.40 0.40 0.40 2.40

- height, z (m) SOILS PARAMETERS

(2)(3) 3.78 PILE DATA no. of piles/saddle

- empty load (kN) - operating load (kN) - max. full load (kN) bundle pull (kN) surge load (kN) earthquake load (kN)

density (kN/m3) 21.2 pile spacing (m) - along x axis depth from grade to bot of base (m) 2.8 - along y axis NOTES: 1) Foundation may be a spread footing or a piled foundation. 2) The x axis runs parallel to the vessel centerline. 3) Only 2 or 4 piles per saddle are allowed. 4) Load cases are as follows: Case 1 = empty + wind Case 2 = full + ½ wind + ½ thermal Case 3 = operation + wind + thermal + snow Case 4 = empty + wind + bundle pull Case 5 = operation + earthquake + thermal + snow 5) Final moments for the foundation are to be designed over an equivalent beam width, b. (b = pedestal width + 1.5(base thick) but no greater than the footing size) 6) The moments in the strong bands are to be designed over a beam width equal to the pile or pilecap plate size.


0.50 2.50 0.1 66

SPREAD FOOTING bearing pressure, q (kPa) maximum mimimum

1

2

3

4

5

107.4 61.7

208.9 95.1

251.8 24.2

107.4 61.7

228.9 47.1

stability ratio @ x axis @ y axis

11.1 NA

39.9 10.0

18.1 4.6

11.1 #DIV/0!

#N/A 4.6

(5)(6) 201.0 MAXIMUM BASE LOADS 733.7 Vf (kN) 962.0 Mf (kN.m) 0.0 Mf - band (kN.m) 0.0 band width (m) 0.0 MAXIMUM PEDESTAL LOADS

x direction 621.7 324.6 #N/A 2.400 MAXIMUM PILE LOADS

y direction 156.4 23.5 #N/A 1.000

Pf (kN) Vf (kN)

802.9 72.2

maximum (kN) minimum (kN)

#DIV/0! #DIV/0!

Mf (kN.m)

301.3

maximum horizontal (kN)

#DIV/0!

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G-170-R0 Horizontal Vessel - Foundation Metric Sheets_2

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