v-5103

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Wind & Earthquake DataEquipment No. V-5103 A/B

Loading Summary for Vessel* Loading Summary for Foundation**

Vessel Diameter 406 mm

Wall thickness (estimate) 16.66 mm DL 7.41

Vessel Height above pestal 3050 mm LL 0.07

Dry Weight (DL) 755 kg EQK 1.44 1.03 2.88 56.84 40.60 66.38

Contents Weight (LL) 7 kg W 2.18 3.32

Operating Weight (DL + LL) 762 kg H 2.94

Hydrotest Water Weight (LL) 300 kg

Test Weight (DL + LL) 1055 kg * Note loads are applied to top of pedestal

** Note overturning moment is calculated in the octagonal foundation design.

Wind Loading

In accordance with UBC 1997 and Basis of Design Doc. BOD-00-C-0001 Cl 6.7

1.8 kPa

1.13 (Combined height,exposure and gust factor co-efficient. Site Class is Exposure type C)

1.1 (Pressure co-efficient for the structure, Table 16H)

1.23 kPa (Refer Cl 6.7, based on wind speed of 45 m/s)

1.15 (Importance Factor)

Therefore UDL on vessel = P x external diameter = 0.7 kN/m

Base Shear = 2.1772 kN

Base Moment = 3.3202 kNm

Earthquake Loading

In accordance with UBC 1997 and Basis of Design Doc. B6D-00-C-0001, Cl 6.8

1.25 Cl 6.8

Zone Category = 2A

therefore z = 0.15

Table 16J, SPT 15 to 50

0.22 Seismic Response Coefficient Table 16Q

0.32 Seismic Coefficient as per Table 16-R

r = 1 Reliability / Redundancy Factor , Refer 1630.1.1

R = 2.9 Refer to Table 16-P UBC 1997- Structure type 3

2 Refer to Table 16-P UBC 1997- Structure type 3

Separate Structure into two components ;-

1) Vertical Vessel

2) Rigid Foundation

1) Vertical Vessel

Operating Weight = 7.5 kN

Height of Vessel = 3.05 m

Dynamic Response Period, T =

E = 2.00E+11

I = 0.000

249.8 kg/m

L = 3.05 m

= 210.186 rad/sec = 33.5 hertz

Refer > 1 Hertz, therfore not subject to dynamic wind analysis

T = 0.03 sec

T < 0.06 sec, therefore a Rigid Structure

Design Base Shear - Rigid Structures

V = 1634.3 34.1 UBC

Therefore V = 1.44 kN

Design Shear at Base - Non Rigid Structures

1634.5 Cl 34.2 UBC 1997

1630.2.1 Cl 30.5 UBC

V = 1630.2.1 Cl 30.7 UBC

Therefore na kN

na kN

V = na kN

Adopt V = 1.44 kN

Load Distribution due to Earthquake Loading

1630.5 Cl 30-15

Ft = 0 , when T < 0.7 sec Cl 30-14

Divide Vessel into four segments

Assume weight and contents of vessel are distributed evenly through height

w1=w2=w3=w4= Operating weight divided by 4 = 1.87 kN

h1= 2.66875 m 0.63 kN

h2= 1.90625 m 0.45 kN

h3= 1.14375 m 0.27 kN

h4= 0.38125 m 0.09 kN

Total 1.44 kN

1.44

2.00 m

Overturning moment at top of pedstal due to Earthquake load = 2.88 kNm

Additional Vertical Load Due to Earthquake

1.03 kN

Total Vertical Load = 8.50 kN

2) Rigid Foundation

Trial Base size

Is base octagonal ? Y / N Y

B = 3.30 m Assume pedestal is at ground level for simplicity

L = 3.30 m

c = 0.30 m Include soil weight for w1…w3

b = 1.50 m

0.80 m 1

0.80 m 2

3

4

Assume T = 0

Therefore , V = 1634.3 34.1 UBC

V = 56.84 kN

1.55 m 76.79 kN

1.05 m 64.921824 kN

0.55 m

0.15 m

1630.5 Cl 30-15

Cl 30-14

26.89 kN

18.21 kN

9.54 kN

2.20 kN

Total 56.84 kN

56.84

1.17 m

Overturning moment about front edge of base due to Earthquake load = 66.38 kNm

Additional Vertical Load Due to Earthquake

40.60 kN

Fx Fy Mz Fx Fy Mz

P = CeCqqsIw =

Ce =

Cq =

qs =

Iw =

Importance Factor Ip =

Soil Classification = Sd

Ca =

Cv =

Wo =

2p / wn

wn = natural frequency of vessel

N/m2

m4

mo =

wn =3.52(EI/mL4 )0.5

0.7Ca Ip W

Vmin = 0.56Ca Ip W

Vmax = 2.5Ca Ip W/R

Cv Ip W/RT

Vmin =

Vmax =

Fx = ( V - Ft ) wxhx / Swihi

wi = w1,w2,w3,w4

hi = h1,h2,h3,h4

F1

h1

F2

F1= h2

F2= F3

F3=

F4= h3

F4

h4

Calculate lever arm to resultant force, he

x he = F1h1 + F2h2 + F3h3 + F4h4

he =

Ev = 0.5Ca Ip W

Ev =

Lp =

Bp =

h1

0.7Ca Ip W

h1 = w1….w3 =

h2 = w4 =

h3 =

h4 =

Fx = ( V - Ft ) wxhx / Swihi

Ft = 0, when T < 0.7 sec

F1=

F2=

F3=

F4=

Calculate lever arm to resultant force, he

x he = F1h1 + F2h2 + F3h3 + F4h4

he =

Ev = 0.5Ca Ip W

Ev =

L

B

Bp

Lp

E97

This value should be the same as the adopted V earlier

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INPUT DATA REFLUX DRUM V-2804

Vessel Data Anchorage Datadiameter of vessel, D = 0.406 m 0.50

insulation thickness, T = 0.000 m 2.958vessel height above pedestal, h = 3.050 m (Refer to Table 3.26 BS 8110)diameter of bolt circle base ring = 0.406 m

Pedestal / Base Data INSTRUCTIONS TO USER

0.800 m * All cells which require userbase "width", B = 3.300 m input are highlighted in green.

24.00 (Please take note of units.)

16.5033 ° * The design check results are

35 MPa only summary interpretations

425 MPa of the calculations below.b = 1.500 m

dist. from pedestal top to ground = 0.300 m * Cells displaying a small reddepth of backfill = 1.200 m triangle in their upper right

c = 0.300 m corner contain a comment.cover = 60 mm To view a comment, simply

rebar diameter = 16 mm place the cursor over the cell.effective depth, d = 0.216 m

* Please refer to the "NOTES"Force / Load Data sheet for troubleshooting help.

2.18 kN

1.53 m

14.85 kN Note :

12.12 kN

1.73 m

16.15 kNm

vertical earthquake load = 41.63 kN

1.44 kN 56.84 kN

2.00 m hgt above y = 1.17 m

shipping/erection weight = 7.41 vessel DL (empty)test/proofing weight = 10.36 vessel DL + LL (test)

test weight (live) = 2.94 vessel LL (test contents)operating/working weight = 7.48 vessel DL + LL (operating)

operating weight (live) = 0.07 vessel LL (operating contents)

142.50 kPa

required overturning safety factor = 2.0

0.430 MPa (Table 3.8 BS 8110)

Limit State Load Factors

Factor: DL E/W LL W LL (Test)LC1 1.4 1.4 1.6 Dead Load (DL)LC2 1.4 1.4 1.4 Earth/Water (E/W)LC3 1.2 1.2 1.2 1.2 Live Load (LL)

LC4 1.0 1.2 1.0

LC5 1.2 1.4 1.0 1.0LC6 1.4 1.4 1.6

DESIGN CHECK SUMMARY

UNFACTORED STABILITY & BEARING CONCRETE DESIGN

> RESULT < RESULT

LC5 4.6 2.0 OK LC5 33.7 92.9 OK

< <

LC5 61.7 142.5 OK 0.15 0.43 OK

Sd > > M*

N/A 2.6 OK LC5 82.2 27.1 OK

FOS > k 0.050 < 0.156 OK

3.48 2.0 OK Area of steel required = 450.0

Area of steel proposed = 1000.0

Development length = 498.8 mm

Ast min 450

The figures above represent the worst case load condition.

UNFACTORED STABILITY & BEARING CALCULATIONS

3.3 kNm WORKING CONDITION Note :7.2 kNm P M 1. P represents the unfactored

LC1 274.5 58.9 total vertical load for each loadUsing the properties of an octagon… LC2 259.6 7.2 condition (LC1-LC6).

LC3 274.5 66.2 2. Seismic loads are divided by 1.4

9.0 LC4 289.3 51.3 in LC4 and LC5 as per UBC 1997

0.5 LC5 304.2 110.3 Sec. 1612.3.1.

backfill area = 8.5 LC6 262.5

Material take off (MTO):

Base volume concrete = 2.7

Pedestal volume concrete = 0.8

base weight = 65.0 kNpedestal weight = 19.1 kN

backfill weight = 168.1 kN

Therefore: Erection weight = 91.5 kNTest weight = 262.5 kN

Operating weight = 259.7 kN

Overturning stabilityLC1 LC2 LC3 LC4 LC5 LC6

452.9 428.3 452.9 477.4 502.0 433.2 kNm (occurs at B/2)58.9 7.2 66.2 51.3 110.3 0.0 kNm

7.7 59.2 6.8 9.3 4.6

Worst case = 4.6

Bearing pressure

Using the properties of an octagon…

R = 1.79 m

3.93

LC1 LC2 LC3 LC4 LC5 LC6

45.4 30.6 47.2 45.1 61.7 29.1 kPa

15.4 26.9 13.6 19.0 5.7 29.1 kPa

61.7 OR

0.0 (see calculations below)


m

Area (wxyz) =xz = m

Area (wxyz) is equal to the area of the equivalent rectangle (w'x'y'z').The rectangle has dimensions B' & L', as shown below.

L' = mB' = m

kPa

OCTAGONAL FOOTING FOR A CIRCULAR VERTICAL VESSEL

b =

fbu =

pedestal "width", Bp =

g concrete = kN/m3

g backfill = kN/m3

angle of friction, f =

concrete strength, fcu =

steel yield strength, fy =

horizontal force, Pw =

height of Pw above pedestal, hc =

vertical nozzle load, Vn =

horizontal nozzle load, Pn These loads shall be the resultant/total loads of all nozzles.

height of Pn above pedestal, hn =

moment (nozzle) load, Mn =

horizontal earthquake load, Pe (vessel) = Pe (base) =

height of Pe (vessel) above pedestal, he =

kN ¬kN ¬kN ¬kN ¬kN ¬

net allowable soil pressure, qa =

concrete shear resistance, vc =

EQK

LC1 = DL + E/W + LLLC2 = DL + E/W + WLC3 = DL + E/W + LL + W

LC4 = DL + E/W + EQK Wind (W), Earthquake (EQK)

LC5 = DL + E/W + LL + EQK

LC6 = DL + E/W + LL (Test) NB: "LC" = Load Case

1. Overturning Fo/t req'd Fo/t 5. Wide Beam Shear Vps Vc

2. Bearing Pressure qmax qa 6. Punching Shear V1 Vr

3. Separation Sdmin 7. Reinforcement MU

4. Sliding req'd Fo/t

mm2/m

NB: Limit separation to 20% of base. mm2/m

8. Anchorage

mm2/m

NOTE:

Overturning moment at the pedestal (x), due to Pw =Overturning moment (M) at the base of footing (y) =

base area, Af = m2

pedestal area, Ap = m2

m2

m3

m3

Weight = area * height * g

Resisting moment, MR =Overturning moment, M =

Overturning factor, Fo/t =

SX = m3

Soil pressures are computed as q = P / A ± M / SX

qmax =

qmin =

Worst case (if qmin>0)=

Worst case (if qmin<0)=

Bearing pressure if q min is negative

Eccentricity, ex =

m2

The new qmax, is =

I1

Spreadsheet Credits: Concept by Gil Goldfinch Designed by Demetry Azzam & Simon Brown Programmed by Demetry Azzam (C) 2001, Azzdem Productions, Inc.

J8

Include height of base plate as well.

J29


J30

pos (+) value for strength analysis neg (-) value for stability analysis

J34

pos (+) value for strength analysis neg (-) value for stability analysis

N35

The horizontal earthquake load is split into two parts - (1) that acting on the vessel only, & (2) that acting on the bottom part (the backfill, pedestal & base combined).

J36


N36

Height of Pe(base) above point y. (NOT SHOWN IN FIGURE 1.)

J50

These different load combinations were taken from British Standard BS 8110 (Table 2.1) Feel free to change them.

N68

If the requirements are not satisfied, then change the concrete thickness (above).

J77

NB: The dead load includes the base and pedestal weight as well as the vessel erection weight.

K77

Moment due to nozzle load, wind & horiz earthquake force.

G81

A ~ 0.828*B2 (see diagram below)

G96

footing weight + pedestal weight + shipping weight

G97

footing weight + pedestal weight + backfill weight + test weight (total)

G98

footing weight + pedestal weight + backfill weight + operating weight (total)

F131

e = M / P If qmax=qmin, e=0

F132

A(wxyz) = 2*A(segment) = R2 * [θ - sin(θ)] NB: R = 0.5412*B θ = 2*ACOS(e/R)

F133

R = radius of circle e = eccentricity xz basically equals to: R + (R-2e)

F141

q = 2P/(B' L') kPa

I141

LC4 & LC5: Vertical Eqk load included here too!

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Separation

LC1 LC2 LC3 LC4 LC5 LC6Sd = m

NB: "Sd" is limited to 0.8*B

0.8*B = 2.6

Worst case = 0.0

Sliding

259.6 kNKp = 3.3921

33 °

Frictional Resistance

112.38 kN

19.80 kPa

67.16 kPa

24.75 kPa

83.95 kPa

74.80 kN

Factor of Safety (FOS) = 3.48

CONCRETE DESIGN CALCULATIONS

P* = factored total vertical load. LIMIT STATEM* = factored overturning moment. P* M* Eff. P** ** See BS 8110 3.7.6

LC1 61.0 94.3 175.1LC2 37.1 10.1 56.7LC3 49.7 79.4 145.1LC4 68.1 71.8 90.8LC5 88.3 130.8 177.9LC6 41.8 41.8

Wide-beam shear

LC 2:Effective depth, d = 0.216 m

Slope = 1.561

5.07 kPa

For a trapezoidal pressure diagram using the load factor specified, and a width

6.1 kN/m (See table below)

92.9 kN/m

Similarly…LC1 LC2 LC3 LC4 LC5 LC6

30.7 6.7 25.7 25.8 43.0 4.6

-17.2 1.5 -14.7 -10.7 -23.5 4.6slope = 14.5 1.6 12.2 11.1 20.1 0.0

15.7 5.1 13.0 14.4 22.2 4.6

24.0 6.1 20.0 20.8 33.7 4.8

33.7 kN/m

Punching shear

Check the perimeter shear around arc ABC (Figure 6).This arc is often converted into an equivalent half-square with the same area.Use an equivalent square based on a diameter of "2R + 3d"…

Area of circle = 1.8 m

1.3 m

5.4 m

Is Calculation Required ? YES

Calculating the two-way action shear…

Worst case P* = 177.9 kN

0.153

0.430

Required Area of Reinforcement

For each condition, the load (P) is the area of the 'trapezium' pressure distribution.


30.7 6.7 25.7 25.8 43.0 4.6 kPa

-17.2 1.5 -14.7 -10.7 -23.5 4.6 kPaslope = 14.5 1.6 12.2 11.1 20.1 0.0

12.6 4.7 10.4 12.0 17.9 4.6 kPaload, P = 27.1 7.1 22.6 23.6 38.1 5.8 kN

eccentricity = 0.7 0.7 0.7 0.7 0.7 0.6 mM* = 19.3 4.7 16.1 16.6 27.1 3.6 kNm / m

The worst case M* is: 27.1 kNm/m

K = 0.0166 (Cl 3.4.4.4. BS 8110)

Ductility Check: K £ K' = 0.156 No compression reinforcement required.

Lever arm, Z = 205 mm

N. A. depth, x = 24.0 mm

325.8 Ast min 450 mm2/m

Anchorage

L = 498.8 mm (Cl 3.12.8.4 BS 8110)

Development length = 498.8 mm

Minimum Areas of Steel for Concrete Pedestals

Axial load = 14.9 kNMoment = 16.2 kNm Width of Pedestal = 0.800 m

Refer to Foundation Analysis and Design 5th Edition - J E Bowle.Pages 493 and example page 500

Octagonal Pedestal

(a)

= 0.95*fy = 404M = Overturning Moment = 16150000 Nmm

= 648 mmW = Weight of Pedestal + Vessel. = 14,850 N

= 210

Rmin =

Angle of Friction, f =

frictional force, Ffr =

sv1 =

sh1 =

sv2 =

sh2 =

Passive earth force, PT =

The shear to be resisted is the area "pqrs" under the toe

Therefore, qps = (Also, qqr = qmax)

of 1m, the shear along the line ps is:

Wide beam shear along ps, Vps =

Resistant shear, Vc =

qmax =

qmin =

qps =

Vps =

Max Vps =

Equivalent side of a square, Ss =

Perimeter of square, Uo =

Two-way action shear, V1 = N/mm2

Two-way action resisting shear stress, Vc = N/mm2

qmax =

qmin =

qB/2 =

AST = mm2/m

As = 1/fs (4M/NbDb - W/Nb)

As = Area of Rebar or Anchor Bolt

fs = Allowable Stress in Bolt or Rebars N/mm2

Nb = Number of Bolts or Rebars.

Db = Diameter of Rebar or Anchor Bolt Circle

Re-arranging formula (a)

NbAs = 1/fs (4M/Db - W) mm2

F155

d = B' if q is (-)ve. Otherwise, similar triangles are used to calculate the slope betn qmin & qmax and then d.

F166

Factor relating vertical with horizontal stress. Ka = 1 - sin(f) ----------- 1 + sin(f)

F171

Ffr = R*tanf

F172

vertical stress at point 1 (refer to diagram) g backfill * (b - dist to ground) sv1 = g *z sh1 = Ka*sv1

F177

The horizontal resistive force of the soil against the footing.

F179

FOS against either the horizontal wind or earthquake forces.

I185

Includes the operating weight (live & dead components). Also includes the factored backfill weight & vertical earthquake loads. The wind force is included in the moment (M*) calculation only. Note that P* does NOT produce a moment.

J185

Moment due to wind & earthquake.

G196

The height of footing less the estimated rebar diameter and cover.

G200

The slope of the pressure distribution diagram, as defined by qmax & qmin. NB: The excess weight of concrete over the backfill is removed in limit state analysis.

G202

The pressure at a distance (Bp+e) from the centreline of the vessel.

G209

vc * 1 * d * 1000

G220

This is the worst case scenario.

G228

R=0.5412*Bp Based on BS8110, we go out a radial distance of 1.5*d. So the dia. of arc ABC = 2R+3d. Area of circle= PI*D2/4 Area of square = S2

G232

If cell shows "N/A" then check for puncing shear is not required.

G240

Just equal to the concrete shear resistance number you've typed in.

G279

L = 0.217 * fy * "Bar Diameter" fbu

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BS8110 Part 1 provides no guidance regarding wall thicknesses greater than 500mm, however refer to AS3600 Cl 11.6.1 Minimum reinforcement

Therefore refer to Table 3.25 Assuming minimum reinforcement is 0.4% for walls, ie 0.2% each face

911.5

911.5 as a minimum

Square Pedestal

Assume 0.2% steel reinforcement / 250mm width of concrete as a minimum. vt

Area of Concrete = 675000

Area of Steel = 2512Effective thickness of steel = 0.997 mmring

D = 630 mm D

628.0 mm

525021.253

278875.354

v Effective steel 'ring'

25 X- Axis

52 V - Axis

Therefore OK

For walls greater than 500mm thick, the minimum reinforcement required near each surface may be calculated using 250mm for tw.

Asmin = mm2

Therefore Adopt As = mm2

mm2

mm2

Do

Do =

Sx = mm3

Sv = mm3

T = Asfs = (M/Sx-W/NbAs)AS

Therefore fs = (M/Sx-W/NbAs) N/mm2

Therefore fs = (M/Sv-W/NbAs) N/mm2

v-5103

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