(me-1401) 4 design calculation (mar 25 2013)

4. DESIGN CALCULATION

4.1 ME-1401

EQUIPMENT : ME-1401(ME-1401-F, DUAL FILTER PLATFORM, SVB) Classification : Minor Foundation

FOUNDATION GEOMETRY:H1 = mm (from bottom of foundation to top of foundation)

H2 = mm (top of soil to top of pavement)

H3 = mm (top of foundation to top of soil layer)

H4 = mm (top of pavement to top of pedestal platform)

H5 = mm (top of pavement to top of pedestal SUV)

H6 = mm (top of pavement to top of pedestal ME-1401)

H = mm (bottom of foundation to top of pavement, H 1 + H2 + H3)

L1 = mm (length of pedestal SUV)

L2 = mm (width of pedestal SUV)

L3 = mm (length of pedestal platform)

L4 = mm (width of pedestal platform)

L5 = mm (length of pedestal ME-1401)

L6 = mm (width of pedestal ME-1401)

L7 = mm (assumed length, refer to the figure)

L8 = mm (assumed width, refer to the figure)

F = mm (width and length of the foundation)

PARAMETERS:

δc = kN/m3 ( unit weight of concrete )

δs = kN/m3 ( unit weight of soil )

δw = kN/m3 ( unit weight of water )

µ = ( coefficient of friction )

Fsslid = ( limit of sliding factor of safety )

FSOT = ( limit of overturning factor of safety )

qallowp = kPa ( allowable permanent base pressure )

qallowt = kPa ( allowable temporary base pressure )

fcu = N/mm2 ( specified concrete compressive strength )

fy = N/mm2 ( reinforcing steel yield strength )

200.00

400.00

100.00

100.00

300.00

200.00

300.00

4000.00

30.00

460.00

1.50

75.00

600.00

24.00

18.60

10.00

0.50

1.50

100.00

1300.00

1000.00

400.00

400.00

580.00

580.00

200.00

Plan View

Section A-A

Section B-B

LOADING DATA:A. ME-1401-F

Ee(a) = kN ( empty load )

Eo(a) = kN ( operation load )

ET(a) = kN ( test load )

Hw(a) = kN ( wind load )

He(a) = kN ( seismic load )

h1 = mm (cg to top of pedestal)

B. DUAL FILTER PLATFORM

Ee(b) = kN ( empty load )

Eo(b) = kN ( operation load )

Hw(b) = kN ( wind load )

He(b) = kN ( seismic load )

h2 = mm (cg to top of pedestal)

C. SVB

Ee(c) = kN ( empty load )

Eo(c) = kN ( operation load,assume 1.25 of Eo )

Hw(c) = kN ( wind load, assume 15% of Ee )

He(c) = kN ( seismic load, assume 15% of Eo )

h3 = mm (assume cg to top of pedestal)

A. Foundation Weight Calculation (FW)

For computation simplification, AutoCad was utilized to automatically get the mass, volume and centroid of soil and pavement.

Note: a. all values above are in millimeters

b. the object is modeled at the origin

c. same value was generated for soil and pavement

2000.00

2470.00

1000.00

0.46

2.45

3.07

0.37

49.03

137.30

117.68

9.81

( 313 kg )

( 38 kg )

( 47 kg )

( 5000 kg )

( 14000 kg )

( 1000 kg )

( 1450 kg )

( 12000 kg )

14.22

4.44

7.85

1.86

0.83

( 453 kg )

( 800 kg )

( 190 kg )

( 85 kg )

( 250 kg )

Pedestal :

SUV : L1 L2 (H2 + H3 + H5) δc kN

Platform : 4 L3 L4 (H2 + H3 + H4) δc kN

ME-1404 : 4 L5 L6 (H2 + H3 + H6) δc kN

Pedestal : L7 L8 (H2 + H3 + H5) δc kN

Soil : (Volume from AutoCAD= 1.26 m3 ) δs kN

Pavement : (Volume from AutoCAD= 1.26 m3 ) δc kN

Mat : F F H1 δc kN

FW1 = kN

Buoyant Force : n/a, since ground water table is lower than the mat base

FW2 = kN

B. Seismic Force Verification

V = [ 2.5 Ca I / R ] W , where : Ca = 0.12 I = 1.0 R = 2.9

V = W, where W = Eo

Note: Govern Value = max [ He(a,b,c) , V ]

C. Check for Sliding

Wind at empty load:

Ryw = FW2 + ∑ Ee = kN

FSslw = μ Ryw / ∑ Hw = OK, Safe for Sliding due to earthquake

Seismic at operation load:

Rye = FW2 + ∑ Eo = kN

FSsle = Rye / ∑ He = = OK, Safe for Sliding due to earthquake

0.38

392.19

12.64

12.48

7.68

16.15

0.46

299.89

12.45

3.07 0.32SUV 0.46

Govern Value

He

153.60

30.24

243.97

ME-1401

Platform

14.22

0.83

He(a,b,c) (kN) Eo (kN)

Loading DataName

0.1034

243.97

23.44

14.22

0.83

137.30

7.85

Computed

V (kN)

14.20

0.81

D. Check for Overturning

Location of Center of Gravity

Weight per Pedestal (Structure Weight and Pedestal Weight)

P1

P2

P3

P4

P5

P6

P7

P8

P9

P10

Note: n = no. of pedestal per structureWstruct = weight of operation per pedestal [ Eo / 4 ]

Wpipe = weight of operation per pedestal [ Eo / 4 ]

At, Total Axial Load = ∑P + Wt of Soil + Wt. of Pavement + Wt. of Foundation Mat

= kN

Geometry Information:

X1 = 0.50 m (refer to the figure)






Xs[p] = 2.07 m (refer to Section A)

Y1 = 0.59 m (refer to the figure)






Ys[p] = 1.90 m (refer to Section A)

At (xo) = [ ∑Pi Xi ] + [ ( Wt of soil ) ( 2.07 m) ] + [ ( Wt of pavement ) ( 2.07 m) ] + [ ( Wt of mat ) ( F/2 ) ]

xo = 2.13 m

At (yo) = [ ∑Pi Xi ] + [ ( Wt of soil ) ( 1.09 m) ] + [ ( Wt of pavement ) ( 1.09 m) ] + [ ( Wt of mat ) ( F/2 ) ]

yo = 1.80 m

392.21

1 n/a 0.38 0.38

38.37

38.37

38.37

38.37

184.93Total =

34.33

34.33

34.33

Total Weight Per Pedestal

15.55

3.88

3.88

3.88

3.88

137.30

137.30

137.30

Wstruc (kN)

3.07

1.96

1.96

1.96

1.96

34.33

4.04

4.04

4.04

4

4

4

3.07

7.85

7.85

7.85

7.85

137.30

n Eo

1

4

4

4.04

Wped (kN)

12.48

1.92

1.92

1.92

1.92

4

4

4

Eccentricity of Axial Loads

ex = | [ F /2 ] - xo |

= 0.13 m

ey = | [ F /2 ] - yo |

= 0.20 m

Wind at empty load:

RMw = Ryw [ (F / 2) - ey ] = kN m

OMtw = [ (HW(a))(h1 + H6 + H) + (HW(b))( h2 + H4 + H) + (HW(c))(h3 + H5 + H) ] = kN m

FSotw = RMw / OMtw = OK, Safe for Overturning due to Wind

Seismic operation:

RMe = Rye [ (F / 2) - ey ] = kN m

OMte = [ (He(a))(h1 + H6 + H) + (He(b))( h2 + H4 + H) + (He(c))(h3 + H5 + H) ] = kN m

FSote = RMe / OMte = OK, Safe for Overturning due to Wind

E. Check for Base Pressure

Case 1: Operation Load

Check for minimum base pressure :

qminop = P/A - M/S = [At / F2 ] - [(At) (ey) / S] = kN/m2 no uplift zone

Check for maximum base pressure :

qmaxop = P/A + M/S = [At / F2 ] + [(At) (ey) / S] = kN/m2 , where S =

qallowp = 75 kN/m2 OK, Safe for base pressure by permanent load

Case 2: Seismic Load

Check for minimum base pressure :

qmin(se) = P/A - M/S = [At / F2 ] - [(At) (ey) + Omte / S] = kN/m2 no uplift zone

Check for maximum base pressure :

qmax(se) = P/A + M/S = [At / F2 ] + [(At) (ey) + Omte / S] = kN/m2

qallowt = 100 kN/m2 OK, Safe for base pressure by permanent load

17.16

31.87

12.36

36.66

39.12

705.94

51.16

13.80

539.80

13.80

6

F. Check for Pedestal Rebar Requirement

1. Pedestal of Dual Filter Platform (P1)

F = max ( Hw(b), He(b) ) M = (if F= Hw(b), Hw(b)h2;

= kN if F= He(b), He(b)h2)

= kN mL3 = b' = hp = 400 mm

Lo = H2 +H3 +H4 Pu = 1.6 [ P2 = P3 = P4 = P5]Lo = 500 mm = kNLe = 2.2 LoLe = 1100 mm Mu1 = 1.6 [ M + F Lo ]

Le / P = 2.75 < 10 = kN m

Therefore column is short.

additional moment

k = 1.00 (reduction factor)

b' = 400 mm (least col. dimen.)ßa = (Le / b')²/2000 =

au = =

Madd = = kN mMu = = kN m

magnified uniaxial bending

dx = 374 mm (effective depth of pedestal along x-dir.)

@200 T 10 @200 dy = 374 mm (effective depth of pedestal along y-dir.)

Pu / b'hp fcu =

ß = 1 - 7/6 Pu / b'hp fcu = 1.00 > 0.3 use , ß =

increase Mu

8 - T 12 Mu' = Mu + ß dx/dy Pu emin , where emin = min ( 20, 0.05hp )

= 20 mmMu' = 7.57 kN m

Therefore ;

Pu / b' hp = 0.04 MPa

Mu' / b'2 hp = 0.12 MPa

dx / b' = 0.94 use 0.95

From Chart (BS8110 Part 3)

Required, Provide, 8

100 Asc / b' hp = 0.40 % As = [(8) π (12²)] /4

Ratio , Asc = mm² As = mm²

Ratio,

<1.0 Ok.

1.86

3.72

6.21

7.44

- T 12

640.00 904.78

0.71

0.0038

0.0015

0.009

7.45

0.001

1.00

ßa k hp

Pu au

Mu1 + Madd =

T 10

x

y

FM

Lo = H2 + H3 + H4

F M

Pu

Mu

hp = b'

b' = hp

2. Pedestal for ME-1401-F (P2)

F = max ( Hw(a), He(a) ) M = (if F= Hw(a), Hw(a)h1;

= kN if F= He(a), He(a)h1)

= kN mL5 = b' = hp = 580 mm

Lo = H2 +H3 +H6 Pu = 1.6 [ P6 = P7 = P8 = P9]Lo = 500 mm = kNLe = 2.2 LoLe = 1100 mm Mu1 = 1.6 [ M + F Lo ]

Le / P = 1.90 < 10 = kN m

Therefore column is short.

additional moment

k = 1.00 (reduction factor)

b' = 580 mm (least col. dimen.)ßa = (Le / b')²/2000 =

au = =

Madd = = kN mMu = = kN m

magnified uniaxial bending

dx = 553 mm (effective depth of pedestal along x-dir.)

@200 T 10 @200 dy = 553 mm (effective depth of pedestal along y-dir.)

Pu / b'hp fcu =

ß = 1 - 7/6 Pu / b'hp fcu = 1.00 > 0.3 use , ß =

increase Mu

12 - T 14 Mu' = Mu + ß dx/dy Pu emin , where emin = min ( 20, 0.05hp )

= 20 mmMu' = kN m

Therefore ;

Pu / b' hp = 0.11 MPa

Mu' / b'2 hp = 0.35 MPa

dx / b' = 0.95 use 0.95

From Chart (BS8110 Part 3)

Required, Provide, 12

100 Asc / b' hp = 0.40 % As = [(12) π (14²)] /4

Asc = mm² As = mm²

Ratio,

<1.0 Ok.

0.004

1.00

0.73

14.22

35.12

38.37

67.57

1847.261345.60

68.38

- T 14

0.0018

ßa k hp 0.0010

Pu au 0.038

Mu1 + Madd = 67.61

T 10

x

y

FM

Lo = H2 + H3 + H6

F M

Pu

Mu

hp = b'

b' = hp

3. Pedestal for SVB (P3)

Note: Pedestal for SVB (P3) shall be analyzed as mass foundation

Foundation Geometry:

H2 = mm H5 = mm

H3 = mm L1 = mm

for temperature bar requirement :

At = 0.0013 L1 ( H1 + H2 + H3 )

= 0.0013 ( 1,300 ) ( 100 + 100 + 200 )

= 676 mm2

Atprov = [ nx bdx2 π ] / 4

4 - 6 - T - 12 = [ ( 6 ) ( 12^2 ) π / 4 ] ny dby nx dbx = 679 mm2

At provided > At, OK for minimum requirement

G. Check for Footing Rebar Requirement

Foundation Geometry:

H1 = mm b = m strip

H2 = mm l1 = mm

H3 = mm l2 = mm

H5 = mm ccb = mm

F = mm cct = mm

L1 = mm

for footing bottom bar requirement :

q = kN/m2 (maximum base pressure)

qe = q - (mat weight)/F2

qe = kN/m2

T - 12

100.00

200.00100.00

1300.00

4000.00

1300.00

50.00

250.00

75.00

36.66

27.06

1.00

1700.00

400.00

100.00

100.00

200.00

q

F

L1

H5

H2

H1

H3

l1 l1

L1

L2

H5

H2

H3

(dbt) (st)

@200Mu = 1.6 qe b (F - L1 - l1 - l2 )

2 / 2 (design moment for bottom bars)

Mu =

K = Mu / b d² fcu

K = < therefore idealize as singly

reinforced section

(dbb) (sb) d = H1 - ccb - 3/2 dbb

T 16 @200 d = mm

b = mm

Z = d [ 0.5 + (0.25 - k/.9)½ ] < 0.95 d (lever arm)

Z = mm 204

As = Mu / (0.87 fy Z) ( rebar area required )

= mm²

Asreq = As FSp = 1.15 As = mm²

Aprov = /4 dbb2 (b/sb + 1) = mm²

Ratio: 0.14 OK

FSp - Partial Factor of Safety for footing top bar requirement :

for temperature bar requirement :

At = 0.0013 b H1

= 0.0013 ( 1000 ) ( 400 )

= mm2

Atprov = [ b π/4 ] [ ( dbb2 / sb ) + ( dbt

2 / st ) ]

= [ 1000 π / 4 ] ( 16^2 / 200 + 16^2 / 200 )

= mm2

At provided > At, OK for minimum requirement

For development length, the minimum required development length in QAF-DW-140-CIV-0011 (8060S C210-00200)

will be followed. The minimum required development length satisfies the necessary full anchorage length of BS8110,

therefore,development length check will not be carried out.

H. Punching Shear Check

Since the pedestals have considerably large section comparing to the weight of supported equipment, stresses due to

punching shear is deemed negligible and cosidered insignificant to the calculation.

520

2011

T 16

0.0045

171.18

1206.37

1000

301

0.156

204.47

148.85

kN m12.18

ELEVATION

PLAN

F

F

(me-1401) 4 design calculation (mar 25 2013)

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