G-170-R0 Horizontal Vessel - Foundation Metric Sheets_2

CIVIL WORKSHEETFOUNDATION DESIGN

FOR HORIZONTALVESSELS (1)

document.xls 1 of 1604/20/2023

ProjectJob #ItemVESSEL GEOMETRY LOAD CONDITIONS SPREAD FOOTING 1 2 3 4

length (m) reference wind pressure (kPa) bearing pressure, q (kPa)

diameter (m) ground snow load (kPa) maximum #DIV/0! #DIV/0! #DIV/0! #DIV/0!

saddle spacing (m) ground rain load (kPa) mimimum #DIV/0! #DIV/0! #DIV/0! #DIV/0!

coefficent of friction stability ratio

U/S saddle to grade (m) LOADS @ x axis #DIV/0! #DIV/0! #DIV/0! #DIV/0!

C/L vessel to U/S saddle (m) weight of vessel @ y axis NA #DIV/0! #DIV/0! #DIV/0!

- empty load (kN) x direction y direction

base - length, x (m) - operating load (kN) 0.0 #DIV/0! #DIV/0!

- width, y (m) - max. full load (kN) #DIV/0! #DIV/0!

- thickness, z (m) bundle pull (kN) 0.0 #N/A #N/A

pedestal - thick., x (m) surge load (kN) 0.0 band width (m) 0.000 0.000

- width, y (m) earthquake load (kN) 0.0 MAXIMUM PEDESTAL LOADS MAXIMUM PILE LOADS

- height, z (m) 0.00 0.0 maximum (kN)

SOILS PARAMETERS no. of piles/saddle 0.0 minimum (kN)

pile spacing (m) - along x axis 0.0 maximum horizontal (kN)

depth from grade to bot of base (m) - 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.

maximum temperature (oC)

FOUNDATION GEOMETRY (2) MAXIMUM BASE LOADS (5)(6)

Vf (kN)

Mf (kN.m)

Mf - band (kN.m)

PILE DATA (2)(3) Pf (kN)

Vf (kN)

density (kN/m3) Mf (kN.m)


FOR HORIZONTALVESSELS (1)


5

#DIV/0!

#DIV/0!

#N/A

#DIV/0!

#DIV/0!

#DIV/0!

#DIV/0!

CIVIL WORKSHEETHORIZONTAL VESSEL

FOUNDATIONVERIFICATION - FOOTING


is as follows:

saddle to saddle 9320 mmcenterline vessel to u/s saddle 1424 mm u/s saddle to grade 1376 mmuse teflon platesoperating temperature - winter construction

tryy

x

W=2400

400

L=2350

PLAN

grade

3780

2800

400

Design a spread footing for a 2760fx12120 long horizontal vessel. Other data

m = 0.166o C




ELEVATION

LOADS

201 kN - empty962 kN - full (test)

therefore0.7(962-201)+201 = 733.7 kN - operating

Thermal

assumes depth of soil not contributing to lateral loads

= 314.6 kN

governs

Wind

Foundation & Soil

= 23.5(2.35(2.4)(0.4)+2.4(3.78)(0.4)) = 53.0+85.3 = 138.3 kN

= 21.2(2.35(2.4)-2.4(0.4))(2.8-0.4) = 238.0 kN

= 376.3 kN

Snow

S

1) empty & wind

P

= 9.2(1.424+3.78+0.4) = 51.5 kN.m

= 0

Vessel - total on supports

Tx = 3EI(elDT)/(2h3) = 3(5000(20)½x106))((2.4)(0.43)/12)(1.0x10-5)(9.32)(66--40)/(2(1.38+1.0)3(103))

< mW = 0.1(962/2) = 48.1 kN

Wy = qCeCgCpA = 0.5(0.9)(2)(0.55)(2.76)(12.12)/2 = 9.2 kN

h/d = 12120/2760 = 4

Pf

Ps

Pt

= gSoA = (0.8(2.5)+0.1)(2.76)(12.12)/2 = 35.1 kN

Summary - loads @ underside of footing

= 201/2+376.3 = 476.8 kN

Mx

My




P

= ½(51.5) = 25.8 kN.m

= ½(48.1)(3.78+0.4) = 100.5 kN

P

= 51.8 kN.m

= 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)

= 65.9 kPa > 0

> 1.5

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)

= 97.2 kPa > 0

= 857.3(2.4)/(2(25.8)) =39.9 > 1.5

> 1.5

therefore OK

2) test, ½ wind & ½ thermal (y = 0.7?)

= 962/2+376.3 = 857.3 kN

Mx

My

3) operating, snow, wind & thermal (y = 0.6?)

= 733.7/2+376.3+35.1 = 778.3 kN

Mx

My

= 103.1 kPa < qa = 250 kPa

SRx = Pw/2Mx = 476.8(2.4)/(2(51.5)) = 11.1

therefore OK (SRy is not applicable)

= 206.8 kPa < qa = 250 kPa

SRx

SRy = Pl/2My = 857.3(2.35)/(2(100.5)) = 10.0




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)

= 28.4 kPa > 0

= 778.3(2.4)/(2(51.8)) = 18 > 1.5

= 778.3(2.35)/(2(201.0)) = 4.5 > 1.5

therefore OK

USE 2350L x 2400W footing

ANALYSIS

1) Empty & Wind

= 1.25(476.8) = 596.0 kN = 1.25(½(201)+85.3) = 232.3 kN - on pedestal

= 1.5(51.5) = 77.25 kN.m

= 0

x-direction

= 253.6 kN/m

596.0

253.6

975 400 975

= 253.6x - from either side = 253.6(0.975) = 247.3 kN

- from either side

= 247.6 kPa < qa = 250 kPa

SRx

SRy

Pf

Mfx

Mfy

wf = W(Pf/A ± Mfy/Sy) = 2.4(596.0/(2.4(2.35)) ± 6(0)/(2.4(2.35)2))

Vf

Mf = 126.8x2

= 126.8(0.975)2 = 120.5 kN.m




y-direction

= 313.9 kN/m = 182.7 kN/m

= 54.67x+182.7 - from LHS = -54.67x+313.9 - from RHS

596.0

63.0

182.7

313.9

300 1800 300

assumed B/S

- from LHS = 57.3 kN

- from RHS = 91.7 kN

57.3

(kN)91.7

- from LHS = 8.5 kN.m

- from RHS = 13.9 kN.m

8.5

(kN.m)13.9

wf = L(Pf/A ± Mfx/Sx) = 2.35(596.0/(2.4(2.35)) ± 6(63.0)/(2.35(2.4)2))

wf

Vf = 27.33x2+182.7x

= -27.33x2+313.9x

Vf

Mf = 9.11x3+91.35x2

= -9.11x3+157.0x2

Mf





= 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 - on pedestal

= 1.5(21.0) = 31.5 kN.m

= 1.5(100.5) = 150.8 kN.m

x-direction

= 332.7 kN.m

= 139.4x+332.7 = -139.4x+660.3

= 390.6 kN

= 577.5 kN

= 179.7 kN.m

= 292.4 kN.m

y-direction

= 453.4 kN/m

= 27.3x+453.4 = -27.3x+519.0

= 137.3 kN

= 154.5 kN

= 20.5 kN.m

= 23.2 kN.m

Pf

Mfx

Mfy

wf = 2.4(1166.8/(2.4(2.35)) ± 6(150.8)/(2.4(2.35)2)) = 660.3 kN/m

wf

Vf = 69.7x2+332.7x

Vf = -69.7x2+660.3x

Mf = 23.2x3+166.4x2

Mf = -23.2x3+330.2x2

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

wf

Vf = 13.67x2+453.4x

= -13.67x2+519.0x

Mf = 4.56x3+226.7x2

= -4.56x3+259.5x2





= 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

= 1.5(42.0) = 63.0 kN.m

= 1.5(201.0) = 301.5 kN.m

x-direction

= 2.4(1048.2/(2.4(2.35)) ± 6(301.5)/(2.4(2.35)2)) = 773.6 kN/m = 118.4 kN.m

= 278.8x+118.4 = -278.8x+773.6

= 139.4x2+118.4x = 250.9 kN

= 621.7 kN

= 99.4 kN.m

= 324.6 kN.m

y-direction

= 2.35(1048.2/(2.35(2.4)) ± 6(63.0)/(2.35(2.4)2)) = 502.4 kN.m = 371.2 kN/m

= 54.7x+371.2 = -54.7x+502.4

= 113.8 kN

= 148.3 kN

= 16.9 kN.m

= 22.4 kN.m

Pf

Mfx

Mfy

wf

wf

Vf

Vf = -139.4x2+773.6x

Mf = 46.5x3+59.2x2

Mf = -46.5x3+386.8x2

wf

wf

Vf = 27.3x2+371.2x

= -27.3x2+502.4x

Mf = 9.1x3+185.6x2

= -9.1x3+251.2x2




4) Summary

pedestal = 803.1 kN

= 1.5(48.1) = 72.2 kN

= 301.5 kN.m

footing = 621.7 kN

= 324.0 kN.m = 0.4+1.5(0.4) = 1.0 m < 2.35 m

= 154.5 kN

= 23.2 kN.m = 2.4+1.5(0.4) = 3.0 m > 2.4 m

Pf

Vf

Mf

Vfx

Mfx

bx

therefore bx = 1.0 m

Vfy

Mfy

by

therefore by = 2.4 m


FOUNDATIONVERIFICATION - PILES


Design a piled foundation for the same vessel.

LOADS

The loads are as before except as noted below.

Foundation & Soil

try 2400Wx2350Lx400H base2400Wx1580Hx400T pedestal

= 23.5(2.35(2.4)(0.4)+2.4(1.58)(0.4)) = 53.0+35.6 = 88.6 kN

= 21.2(2.35(2.4)-2.4(0.4))(0.6-0.4) = 19.8 kN

= 108.4 kN

1) empty & wind

P

= 7.5(1.424+1.58+0.4) = 25.5 kN.m

= 0

P

= ½(25.5) = 12.8 kN.m

= ½(48.1)(1.58+0.4) = 47.6 kN

P

= 25.5 kN.m

= 2(47.6) = 95.2 kN.m

PILE LOADS

1) empty & wind

V = 45 kN

H

Pf

Ps

Pt

Summary - loads @ underside of base

= 201/2+108.4 = 208.9 kN

Mx

My


= 962/2+108.4 = 589.4 kN

Mx

My


= 733.7/2+108.4+35.1 = 510.4 kN

Mx

My

= P/n ± 2Mx/ny ± 2My/nx = 208.9/4 ± 25.5/2(1.8) ± 0 = 59 kN

= 7.5/4 = 2 kN




V = 132 kN

H

V = 97 kN

H = 2(6) = 12 kN

ANALYSIS

1) Empty & Wind

= 1.25(208.9) = 261.1 kN = 1.25(½(201)+35.6) = 170.1 kN - on pedestal

= 1.5(25.5) = 38.3 kN.m

= 0

x-direction

- simply supported beam with UDL and point load at midpoint

strong band - simply supported beam with UDL

y-direction

- simply supported beam with

moment at midpoint

strong band


= 589.4/4 ± 12.8/2(1.8) ± 47.6/2(2) = 163 kN

= ½((7.5)2+(48.1)2)½/4) = 6 kN


= 510.4/4 ± 25.5/2(1.8) ± 95.2/2(2) = 160 kN

Pf

Mfx

Mfy

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

Vf = 170.1/2+38.7(2.35)/2+0 = 130.5 kN

Mf = 170.1(2)/4+38.7(2)2/8+0 = 104.4 kN.m

wf = 130.5/2.4 = 54.4 kN/m

Mf = 54.4(1.8)2/8 = 22.0 kN.m

Vf = 38.4/1.8 = 21.3 kN

Mf = 38.4/2 = 19.2 kN.m

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





= 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 - on pedestal

= 1.5(12.8) = 19.2 kN.m

= 1.5(47.6) = 71.4 kN.m

x-direction

strong band

y-direction

strong band


= 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

= 1.5(25.5) = 38.3 kN.m

= 1.5(95.2) = 142.8 kN.m

x-direction

strong band

Pf

Mfx

Mfy

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

Mf = 740.9(2)/4+38.7(2)2/8+71.4/2 = 425.5 kN.m

wf = 451.6/2.4 = 188.2 kN/m

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

Vf = 19.2/1.8 = 10.7 kN

Mf = 19.2/2 = 9.6 kN.m

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

Pf

Mfx

Mfy

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

Mf = 622.3(2)/4+38.7(2)2/8+142.8/2 = 401.9 kN.m

wf = 428.0/2.4 = 178.3 kN/m

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




y-direction

strong band

4) Summary

pedestal = 740.8 kN

= 1.5(48.1) = 72.2 kN

= 142.6 kN.m

base = 451.6 kN

= 425.5 kN.m = 2.4+1.5(0.4) = 3.0 > 2.4 m

= 21.3 kN

= 19.2 kN.m = 0.4+1.5(0.4) = 1.0 < 2.35 m

strong bands = 10.7 kN.m

= 76.2 kN.m

Vf = 38.3/1.8 = 21.3 kN

Mf = 38.3/2 = 19.2 kN.m

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

Pf

Vf

Mf

Vfx

Mfx

bx

therefore bx = 2.4 m

Vfy

Mfy

by

therefore by = 1.0 m

Mfx

Mfy


FOR HORIZONTAL VESSELS (1)


ProjectJob #Item Example

VESSEL GEOMETRY LOAD CONDITIONS SPREAD FOOTING 1 2 3 4

length (m) 12.120 reference wind pressure (kPa) 0.50 bearing pressure, q (kPa)

diameter (m) 2.760 ground snow load (kPa) 2.50 maximum 107.4 208.9 251.8 107.4

saddle spacing (m) 9.320 ground rain load (kPa) 0.1 mimimum 61.7 95.1 24.2 61.7

coefficent of friction μ 0.1 66 stability ratio

U/S saddle to grade (m) 1.376 LOADS @ x axis 11.1 39.9 18.1 11.1

C/L vessel to U/S saddle (m) 1.424 weight of vessel @ y axis NA 10.0 4.6 #DIV/0!

- empty load (kN) 201.0 x direction y direction

base - length, x (m) 2.35 - operating load (kN) 733.7 621.7 156.4

- width, y (m) 2.40 - max. full load (kN) 962.0 324.6 23.5

- thickness, z (m) 0.40 bundle pull (kN) 0.0 #N/A #N/A

pedestal - thick., x (m) 0.40 surge load (kN) 0.0 band width (m) 2.400 1.000

- width, y (m) 2.40 earthquake load (kN) 0.0 MAXIMUM PEDESTAL LOADS MAXIMUM PILE LOADS

- height, z (m) 3.78 802.9 maximum (kN)

SOILS PARAMETERS no. of piles/saddle 72.2 minimum (kN)

21.2 pile spacing (m) - along x axis 301.3 maximum horizontal (kN)

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.

maximum temperature (oC)

FOUNDATION GEOMETRY (2) MAXIMUM BASE LOADS (5)(6)

Vf (kN)

Mf (kN.m)

Mf - band (kN.m)

PILE DATA (2)(3) Pf (kN)

Vf (kN)

density (kN/m3) Mf (kN.m)


FOR HORIZONTAL VESSELS (1)


5

228.9

47.1

#N/A

4.6

#DIV/0!

#DIV/0!

#DIV/0!

G-170-R0 Horizontal Vessel - Foundation Metric Sheets_2

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