Vertical Equipment Foundation

7/28/2019 Vertical Equipment Foundation

1/13

A

1 He 229 Ft

2 De 16.5 Ft

4 WO 560 Kips

5 WE 50 Kips

6 WT 560 Kips

7 PD 18 Ft

8 BCD 17.22 Ft

9 Bd 2.5 Inch

10 Operating Moment @ top of pedestal Mo 57300 Kip-ft

11 Operating Thrust Ho 1250 Kips

B

1 Foundation Depth below FGL Df 6 Ft

2 Distance b/w FGL and FFL Y 1 Ft

3 Allowable Bearing Capacity soil (allowable) 4.41 Kips/ft2

4 Wind Data

100

25.6 lb/ft2

5 Confirm Exposure Category

B

C

D

C

1.9222

1.15

0.8

6 Seismic Data

Zone No

1

2

3

2

Soil Profile No

4

5

65

.28

4

Seismic Zone

VERTICAL EQUIPMENT INPUT DATA

Terrain with buildings,forest or surface irregularities,covering at

least 20% of ground level .

Terrian that is flat and generally unobstructed facing large bodies

of water over 1 mile or more .

Terrian that is flat and generally open .

Exposure Category

SE

2B

3

EQUIPMENT DATA

SITE DATA

2A

Define seismic zone if other than 2A, 2B & 3

Basic wind speed (mph)

Operating Wt

Bolt Circular Dia

Iw

Enter Soil Profile No

Enter Seismic Zone No

Soil Profile

C

Ce

Cq

Height of Equipment

Ca

Test Wt

Basis Wind Pressure (qs)

Bolt Dia

Dia of Equipment

SD

SC

Outside Dia of Equipment Ring

Empty Wt

INPUT IN BLUE FONTS

Mo


2/13

C

1 Hp1 1 Ft

2 Hp2 2 Ft

3 Total Height ofPedestal

Hp = Hp1 + Y +Hp2 4 Ft

4 Th 4 Ft

D

1

fc' = 3000 Psi

3 Ksi

2

fy = 60000 Psi

60 Ksi

3

conc = 0.15 Kips/ft3

4

soil = 0.11 Kips/ft3

Density of soil

Density of concrete

MATERIAL CHARACTERISTICS

Fd=Df+Y+Hp1 8 FtDistance from top of Pedestal to bottom of

foundation5

Steel strength

DIMENSIONAL DATA

Concrete strength

Min thickness of foundation

Height of Pedestal below FGL

Height of pedestal above FFL


3/13

A

1 WIND LOAD

Design wind pressure Pw = Ce x Cq x qs x Iw

Pw = 0.0453 Ksf

Wind load = Pw x He x De WL = 171.06 Kips

2 SEISMIC LOAD Remarks (from Design Criteria):

1. Eq # 1 for He>40 Ft.

Seismic Load (V) = Cv x I x W/(R x T) 2. Eq # 2 for He = 40Ft.

= 2.0604

= 0.0837 x Wo

Seismic load = Operating Wt x Seismic Coefficient

Seismic load (Vs) = 46.86 Kips

3

Seismic moment Ms = Seismic load x (2/3 x He)

7154.18 Kip-ft

Wind moment Mw = Wind load x (1/2 x He)

19586.25 Kip-ft

PRELIMINARY SELF WT CALCULATION

SELF WT OF MEMBERS

1 Self Wt of Pedestal Refer Design Criteria

Pd1 = (BCD+8Bd) 18.89

Min Size of pedestal Pd 18.89 Ft

Height of Pedestal Hp 4 Ft

Self Wt 177.23 Kips

2 Self Wt of Foundation

Assumption

= 0.25 x Wo

= 140 Kips

Total Self Wt ( 1+2) = 317.23 Kips

DESIGN LOAD CALCULATION (AT TOP OF PEDESTAL)

Seismic Load

T

(Self Wt of foundation + Self

Wt of Soil)

MOMENT DUE TO HORIZONTAL LOAD (At Top of pedestal)

Pedestal Size (by Bolts)

Pedestal Size (by Plate)

Pd2 = PD + 0.5 18.5

Y

Df

FFL

FGL

Th

V

MP


4/13

Width of footing W = Bmin = Pd + 2 20.89 Ft

Thickness of footing = Th(min) 4 Ft

Calculate Preliminary ' L' (Based on Dead + WT)

Dead + Test Wt P = 877.23

Footing Area (Initial) =

Area (Initial) = 198.92 Ft2

Lmin = 9.52 Ft

L(sel) = 20.89 Ft

L = 64 Ft

B = 64 Ft

Th = 4.5 Ft

DF = 6 Ft

Hp2 = 1.5 Ft

Hp1 = 1 Ft

Y = 1 Ft

Hp = 3.5 Ft

Pd = 18.89 Ft

Z1 BL^2/6 43690.67 Ft3

Z2 LB^2/6 43690.67 Ft3

Area (Final) = 4096 Ft2

New Foundation Wt = 2764.80 Kips

New Pedestal Wt = 155.08 Kips

New Soil Wt = 627.10 Kips

Total Dead Load = 3546.98 Kips

(1) (2)

P(Kips) H (Kips) M(KCase 1 DL +Wo

+ Ho + Mo 4106.98 1250 6

Case 2 DL + Wo x 0.75 3080.23 972.65 56

Ho + Vs + Mo +Ms

Case 3 DL + We x 0.75 2697.73 128.29 157

WL + MW

Note :

1. P = Vertical loads

2. H = Wind,Seismic,Friction @ Top of pedestal, Pw or V

3. M (@ bottom of foundation) = Moment @ Top of pedestal + H x (Hp + Th)

STEP # 1

STEP # 3: CHECK FOR LOAD COMBI NATIONS

STEP # 2

Preliminary Footing Size

P (Dead+Test wt) / Bearing capacity

CASE 2

CASE 3

DESIGN OF FOUNDATION

Assume Footing Size and Thickness

C

NEW SELF WEIGHTS

STEP # 4

LOAD COMBINATION

CASE 1

Start Trial by L(sel)


5/13

SOIL PRESSURE CALCULATION

Case 1

4106.98 Kips

67300.00 Kip-Ft

2.54 Kips/ft2

-0.54 Kips/ft2

qoptimum = 2P/3L(B/2-e) e = M/P

2.74 Kips/ft2

4.41 Kips/ft2

2.74 Kips/ft2

For adequacy q(actual) < Allowable bearing capacity

2.74 4.41 ADEQUATE

F.O.S(Bearing capacity) = q actual / q allowable B.C 0.8

0.62 0.8

Overturning moment M = 67300.0 K-ft

Restoring moment M = P*B/2

131423.35 K-ft

F.O.S(against overturning) =

1.95 > 1.75 PASS

F.O.S(against Sliding) = U * (P/H)

1.64 > 1.5 PASS

F.O.S (B.C) = q(actual) / q(allowable B.C) = 0.62 0.8 PASS

NOTE :If q(min) is +ve, then q(actual) = q(max) & if q(min) is -ve then q(actual) =

qoptimum

q =P/A+_M/Z

16.39

qoptimum =

allowable bearing capacity =

Dead Load + Equipment Operati ng Weight+Horizontal Thr ust+Operati ng Moment

STEP # 5

P(max) =

M =

q(min) =

q(max) =

q(actual)=

STABIL ITY CHECK

restoring moment

overturning moment

SUMMARY OF STABI LI TY CHECKS (CASE 1)


6/13

Case 2

3080.23 Kips

56121.8 K-ft

2.04 Kips/ft2

-0.53 Kips/ft2

qoptimum = 2P/3L(B/2-e) e = M/P

2.33 Kips/ft2

4.41 Kips/ft2

2.33 Kips/ft2


2.33 4.41 ADEQUATE

F.O.S(Bearing capacity) = q actual / q allowable B.C 0.8

0.53 0.8

Overturning moment M = 56121.8 K-ft

Restoring moment M = P*B/2

98567.52 K-ft


1.76 > 1.75 PASS


1.58 > 1.5 PASS

F.O.S (B.C) = q(actual) / q(allowable B.C) = 0.53 0.8 PASS

F.O.S (OTM) = R.M / OTM = 1.76 > 1.75 PASS

F.O.S (Sliding) = U * (R.F / H) = 1.58 > 1.5 PASS

q(actual) =

q=P/A+_M/Z

qoptimum =

restoring moment

overturning moment


Dead load + Operating Weight + Seismic L oad+Horizontal Thr ust+Operating M oment

18.22

M =

q(max) =

q(min) =

P(max) =

STABIL ITY CHECK

NOTE :If q(min) is +ve, then q(actual) = q(max) & if q(min) is -ve then q(actual) = qoptimum

allowable bearing capacity =


7/13

Case 3

q=P/A+_M/Z

2697.73 Kips

15716.0 K-ft

1.02 Kips/ft2

0.30 Kips/ft2

allowable bearing capacity 4.41 Kips/ft2

q(actual) = 1.02 Kips/ft2


1.02 4.41 ADEQUATE

F.O.S(Bearing capacity) = q(actual) / q(allowable B.C) 0.8

0.23 0.8

overturning moment M = 15716.0 K-ft

restoring moment M = P*B/2

86327.52 K-ft


5.49 > 1.75 PASS


10.51 > 1.5 PASS

F.O.S (B.C) = q actual / q allowable B.C = 0.23 0.8 PASS

F.O.S (OTM) = R.M / OTM = 5.49 > 1.75 PASS

F.O.S (Sliding) = U * (R.F / H) = 10.51 > 1.5 PASS


P(max) =

restoring moment

overturning moment

Dead load + Empty Weight + Wind L oad

M=

STABIL ITY CHECK

q(max)=

q(min)=


8/13

Governing Case q(actual)=

1 2.74

1

Pu=Px1.2 (Kips) Hu x 1.6

Case

1 x (0.75) 5749.77 17

Case 2

5749.77 Kips

80760.0 K-ft

3.25 Kips/ft2

-0.44 Kips/ft2

qu optimum = 2Pu/3L(B/2-e)

``````````````````

3.34 Kips/ft2

L' = 3(L/2 -e) 53.86 ft

22.56 ft

1.94 Kips/ft2

Ultimate qACTUAL 1 1.40 Kips/ft2

Ultimate qACTUAL 2 1.94 Kips/ft2

Ultimate qACTUAL(max) 1 1.40 Kips/ft2

Ultimate qACTUAL(max) 2 1.94 Kips/ft2

la = L/2 - Pd/222.56 Ft

Mu1 = 2/3 x (qu1 x la ^2)/2 236.93 K-ft

Mu2 = (qu2 x la^2)/2

493.26 K-ft

TOTAL MOMENT (Mu1 + Mu2) 730.19 K-ft

Mu = Rubd2

8762.29 K-Inch

Ru = Mu/(bd^2)

0.312 b = 12 In

h = 54 In

p = 1/m((1-(1-(2*mRu)/fy)) conc cover = 3 In

d = 51 Inwhere m = fy/(0.85*fc')

m = 23.53

e = Mu/Pu

Select Max of Case 1, 2 and 3

ULTIMATE LOAD COMBINATION

quoptimum =

Pu =

qu(min) =

STEP # 6: STRENGTH DESIGN

14.05

Mu =

qu=Pu/A+_Mu/Z

Soil PressureCalculation

CALCULATION FOR Ultimate qACTUAL

REINFORCEMENT CALCULATION FOR FOOTING

Require Pressure at Distance

Pressure @ 22.6 Ft

qu(max) =

Dead load + Test Wt


9/13

Pu1 Ultimate qACTUAL(max) x (AF - Apunch)

AF 4096 Ft2

Apunch (P1+d) x(P2+d)

455.13 Ft

Pu1 5086.33 Kip

Pu2 1.2 x Pu d/2

858.09 2.125

Pc 0.85*4*( fc' )^1/2*bo*d

fc' 3000 psi

bo

2*(P1+d)+2*(P2+d)

1024.023485 Inch

d/2 Distance from the face of the pedestal

d 51 Inch

Pc 9725.67 Kip

if Pu2 & Pu1 < Pc then Ok

if Pu2 > Pc then not Ok

Area of pedestal 42535.93 in2

Area of steel (0.2%) 85.072 in2

Use # 8 0.79 in2

Number of Bars 108.4 Nos

USE 109 # 8

PEDESTAL REINFORCEMENT CALCULATONS

bo(for square footing)

Punching Shear Ok

Perimeter of critical sec for punching

shear

PUNCHING SHEAR CHECK

Equivalent Square size ofOctagon


10/13

Excavation 24,579.00 Cft

Lean 1,024.13 Cft

Foundation Concrete 18,432.00 Cft

Pedestal Concrete 1,033.86 Cft

Cover Top 2.00 In

Development Length 12 In

Direction 2 Ways

Total Steel in Footing 43.06 Tons

Total Steel in Column 13.58 Tons

Total Steel 56.64 Tons

STEEL

Bill of Quantity


11/13

2A 2B

2A 2B

15

20

25

3040

60

80

100

120

160

200

300

400

H 229

CE

0-15

15-20

20-25

25-30 3.132.352

B

2.82

C D

2.76

1.06 1.390.62

2.76 4.06

3.64

3.96

3.54

Soil Profile Type Soil Profile NameStandard Penetration

Test (No of Blows)

SD Stiff Soil 15 to 50

Cv

SE Soft Soil

Ca

0.22 0.28

0.34

Soil Profile Type Soil Profile NameStandard Penetration

Test (No of Blows)

ScVery Dense Soil and Soft

Rock>50

Height Above Average

Level Of Adjoining

Ground(ft)

Ce

Exposure "B"

Table 16-G

Ce

0.5

SCVery Dense Soil and Soft

Rock>50 0.25

SD Stiff Soil 15 to 50

SE Soft Soil < 15

1.31

1.42

1.63

0.84

0.95

1.04

1.13

0.62

0.67

0.72

0.76

Seismic Coefficient

Seismic Coefficient

0.240.18

1.88

< 15 0.3

0.64

0.32 0.4

1.31

1.43

1.53

1.61

Ce

Exposure "D"

Table 16-G

1.39

1.45

1.50

1.541.62

1.73

For Value of Ce (Interpolation Table)

2.34

0.32

1.93

2.02

1.81

2.10

2.23

2.19

1.67

1.79

1.87

2.05

1.80

Ce

Exposure "C"

Table 16-G

1.06

1.13

1.19

1.23

1.20


12/13

30-40

40-60

60-80

80-100

100-120

120-160

160-200

200-300

300-400 (AND ABOVE)

Exposure Category C

Ce

3.13

2.66

2.41

2.33

SELECTED VALUE 1.4809 1.9222 2.1377

2.20

2.18

2.16

2.14

FALSE

1.7105

1.5815

1.49975

1.49975

1.4809

FALSE

2.13

2.00

2.00

1.93

1.92

FALSE

2.352

1.8795

1.7105

2.82

2.44

2.28

1.9222


13/13

3

3

a

0.36

0.36

v

0.33

0.45

0.54

0.84

Vertical Equipment Foundation

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