CLIENT RAINBOW CONSTRUCTION LIMITED Date 10-Jun-15PROJECT EDEN GARDENS APARTMENTS By M V RampersadLocation 2-BEDROOM APARTMENT MODEL Project: 135-006Sub-Location Pad footing -F1, F4,

References:

OutputReference Calculation

1 - ACI 318M-05, Building Code requirements for Structural Concrete, 20052 - ASCE 7-10, Minimum Design loads for Buildings & Other Structures, 20103 - Preliminary Geotechnical report, Trintoplan Consultants Limited, October 20134 - STAAD output5 - ASTM A615-04, Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

Summary of calculation checks Utilisation ratio (actual vs capacity)Soil bearing capacity 0.97 OK bearing capacity **this condition governs**

Two-way (punching) shear 0.37 OK two-way shearx-axis:

One-way (wide beam) shear 0.42 OK one-way shear (x-axis)Flexural 0.44 OK in flexure (x-axis)

Min. Flexural reinforcement 0.88 OK min. rfct flexure (x-axis)Shrinkage reinforcement 0.46 OK min. rfct shrinkage (x-axis)

z-axis:One-way (wide beam) shear 0.50 OK one-way shear (z-axis)

Flexural 0.46 OK in flexure (z-axis)Min. Flexural reinforcement 0.84 OK min. rfct flexure (z-axis)

Shrinkage reinforcement 0.46 OK min. rfct shrinkage (z-axis)

Starter bar reinforcement OK starter bar min. rfctStarter bar embedment OK embed. depth

Starter bar development length 0.13 OK dev't lengthStarter bar development length 0.13 OK dev t length

FOOTING GEOMTERY & MATERIAL PROPERTIES

Foundation geometrypedestal width (in X-direction), px = 580 mm 580

pedestal breadth (in Z-direction), pz = 760 mm 760pedestal height (in Y-direction), H 500 mm 500

Footing thickness, h 500 mm 500

Note for user and reader: Bordered cells denote user-input, all other cells are calculated via this spreadsheet using the relevant base data, material and guidance from the noted References

Founding depth below GL 1300 mmLength of footing, L (in X-direction) 6000 mm 6000

Breadth of footing, B (in Z-direction) 6000 mm 6000Footing shape: Square

Calculation of footing & soil surcharge weightRef 4: Tbl C3-2 Concrete density (kN/m3) 23.1 kN/m3

Pedestal volume 0.2 m3Pedestal weight 5.1 kNFooting volume 18.0 m3Footing weight 415.2 kN

3

500

580 760

500

Soil weight above pad (assumes =20kN/m3) = 928.9 kN Total footing & soil weight Ff = 1349.2 kN

Material properties28-day concrete comp. strength, f'c 30 N/mm2 f'c=30MPa

Ref 1: 7.7.1 Cover to reinforcement 75 mmRef 5 Main reinforcement to be used A615 Gr 60

Reinforcement yield strength, fy = 420 N/mm2Effective depth, d (for x-axis checks) 415 mm 208

Effective depth, dz (for z-axis checks) 395 mmRef 3 Allowable soil bearing capacity, qa 55.0 kN/m2

6000 6000

LOADING DATA

Serviceability Limit State resultsRef 4 From STAAD output, using Serviceability Limit state analysis:

Fx (kN) Fy (kN) Fz (kN) Mx (kNm) My (kNm) Mz (kNm) NodeMaximum FY occurrence (SLS) 4.5 565.1 70.7 14.3 0.6 1.7 4005

Note; Use Serviceability Limit state values when checking for soil bearing pressures. There is already a Factor of Safety built in to the allowable bearing pressure parameter as outlined in the geotehcnical report.Use Ultimate Limit State results for all other design checks.

Ultimate Limit State resultsRef 4 From STAAD output, using Ultimate Limit state analysis:

Fx (kN) Fy (kN) Fz (kN) Mx (kNm) My (kNm) Mz (kNm) NodeMaximum FY occurrence (ULS) 7.9 936.3 312.2 90.0 2.6 2.8 4005

Page 1 of 9

CLIENT RAINBOW CONSTRUCTION LIMITED Date 10-Jun-15PROJECT EDEN GARDENS APARTMENTS By M V RampersadLocation 2-BEDROOM APARTMENT MODEL Project: 135-006Sub-Location Pad footing -F1, F4,

OutputReference Calculation

CHECK ON SOIL BEARING PRESSURES

Bearing pressure along x-axisPressure distr. under base: qmax,min =

Ref 4 Use Fy (serviceability) = 565.1 kNLoad FV on underside of footing = Fy+Ft = 1914.4 kN

FV/LB = 53.2 kN/m2MZ+FXH/BL2 = 0.0 kN/m2

qmax= 53.2 kN/m2qmin= 53.2 kN/m2

1914.4

1.7

6000

4.5 2BLHFM

LBF XZV

Bearing pressure along z-axisPressure distr. under base: qmax,min =

Ref 4 Use Fy (serviceability) = 565.1 kNLoad FV on underside of footing = Fy+Ft = 1914.4 kN

FV/LB = 53.2 kN/m2MX+FZH/LB2 = 0.3 kN/m2

qmax= 53.5 kN/m2qmin= 52.8 kN/m2

1914.4

0.6 70.7

6000

2LBFzHMx

LBFV

Use max bearing pressure as pa = 53.5 kN/m2Ref 3 Allowable soil bearing capacity, qa 55.0 kN/m2

Ratio of pa to qa = 0.973 OK bearing capacity

CHECK FOR pedestal BEARING (transfer of load from pedestal into footing)

Nominal pedestal or bearing load capacity, PnRef 1: 10.17.1 Pn(0.85f'cA1)*[A2/A1]Ref 1: 9.3.2.4 0.65 [unitless]

A1 = 0 441 m2

936.3

415

A1 0.441 mA2 = (px+4d)*(pz+4d) = 5.421 m2

Ref 1: 10.17.1 A2/A1 (but max. 2.0)= 2.00 [unitless]f'c = 30.0 N/mm2

Pn 14,613 kNRef 4 Fy = 936.3 kN

Ratio of Fy to Pn 0.06 OK col bearing resistance

SHEAR CHECKSCheck for Two-way (punching) shear capacity Vn

Ref 1: 9.3.2.3 Where 0.75Ref 1: 11.1.1 VnVc Assuming that no shear reinforcement is used in the footing g g

Ref 1: 11.12.1.2 Shear perimeter is located at a distance of 1.0d outside of the pedestal/pedestal faceShear perimeter length, bo is given by

bo = 2(px+d)+(2(pz+d)px = 580 mmpz = 760 mmd = 415 mm

bo = 4340 mm

Factored net soil pressure qu = Pu/BLFy = Pu = 936.3 kN

qu = 26.0 kN/m2

Find the total shear force for two-way shear, VU2where VU2 = Pu-qu(px+d)(py+d)

VU2 = 905.9 kN

Page 2 of 9

CLIENT RAINBOW CONSTRUCTION LIMITED Date 10-Jun-15PROJECT EDEN GARDENS APARTMENTS By M V RampersadLocation 2-BEDROOM APARTMENT MODEL Project: 135-006Sub-Location Pad footing -F1, F4,

OutputReference Calculation

Calculate the nominal shear strength, VC of the footing(a) 0.17(1+2/)f'cbod

Ref 1: 11.12.2.1 (b) 0.083([sd/bo]+2)f'cbod(c) 0.33f'cbod

Condition (a)Ratio of long side to short side of col, = 1.00 [unitless]

f'c = 30.0 N/mm2bo = 4,340 mmd = 415 mm

Vc-condition (a) = 5,031.2 kNCondition (b)

Vc (kN) = min of

6000

208

pedestal location for determining as = EdgeRef 1: 11.12.2.1 s = 30

Vc-condition (b) = 3,986.4 kNCondition (c)

Vc-condition (c) = 3,255.5 kN

(a) 5,031.2 kN(b) 3,986.4 kN(c) 3,255.5 kN

Use Vc = 3,255.5 kNV = 2 441 6 kN

Vc = min of

580

415 208

760

Vc = 2,441.6 kNVU2 = 905.9 kN

Ratio of VU2/Vc = 0.37 OK two-way shear

Check for one-way (wide beam) shear:Ref 1: 11.12.1.1

One-way shear parallel to x-axisRef 1: 11.3.1.1 Vc = 0.17f'cBd

B = 6000 mmVc = 2,318.5 kN

The critical section for one-way (wide beam) shear extends across the width of the footing at a distance d from the face of the loaded area.

6000

c 2,318.5 kN Vc = 1,738.9 kN

Find the projection noted as L'Footing shape: Square

L' = 2295 mmShear force on shear plane, Vu1 = BL'qu = 732.5 kN

Ratio of Vu1/Vc = 0.42

OK one-way shear (x-axis)One-way shear parallel to z-axis

Vc = 0.17f'cLdz6

00

0

415

L = 6000 mmVc = 2,206.8 kN

Vc = 1,655.1 kN

Find the projection noted as L'Footing shape: Square

L' = 2585 mmShear force on shear plane, Vu1 = BL'qu = 829.9 kN

Ratio of Vu1/Vc = 0.50 [unitless] Note: sketch also holds for one-way shear in the z-axis OK one-way shear (z-axis)

2295

415

Page 3 of 9

CLIENT RAINBOW CONSTRUCTION LIMITED Date 10-Jun-15PROJECT EDEN GARDENS APARTMENTS By M V RampersadLocation 2-BEDROOM APARTMENT MODEL Project: 135-006Sub-Location Pad footing -F1, F4,

OutputReference Calculation

MOMENT AND REINFORCEMENT CHECKS

Bending parallel to x-axisFind the projection noted as Lm

Lm = 2710 mmmoment on the bending plane, Mux = quBL2m/2

qu = 26.0 kN/m2 Mux = 573.0 kNm

Required steel ratio, =

'

'

85.021185.0

c

u

y

c

fR

ff

Coefficient of resistance Ru = Mux / (bd2)Ref 1: 9.3.2.1 = 0.9

Ru = 0.6162 0.85f'c / fy = 0.061

2RU/((0.85f'c) = 0.054 = 0.0017

Area of steel required As req = Bd As req = 4,115 mm2

Check for minimum reinforcement required for flexureR f 1 10 5 1 0 25Bdf' / f

60

00

6000

Ref 1: 10.5.1 0.25Bdf c / fy1.4Bd/ fy

0.25Bdf'c / fy = 8,118 mm21.4Bd/ fy = 8,300 mm2

Use As min (flexure) = 8,300 mm2

Check for minimum reinforcement required for shrinkageRef 1: 7.12.2.1 As, min (shrinkage) = 0.0018 (times gross sectional area)

0.0018Bh = 5,400 mm2Reinforcement selection

Bottom TopSelect bar diameter (mm) 20 10

As min (flexure) max of

2710

Select bar diameter (mm) 20 10Select number of bars 30 30

Provide bar spacing (to nearest 25mm) 200 200 mmAs prov 9,425 2,356 mm2

As total = 11,781 mm2Ratio of As (flexure) / As prov = 0.44 [unitless] OK in flexure (x-axis)

Ratio of As min (flexure) / As prov = 0.88 [unitless] OK min. rfct flexure (x-axis)Ratio of As min (shrinkage) / As prov = 0.46 [unitless] OK min. rfct shrinkage (x-axis

Page 4 of 9

CLIENT RAINBOW CONSTRUCTION LIMITED Date 10-Jun-15PROJECT EDEN GARDENS APARTMENTS By M V RampersadLocation 2-BEDROOM APARTMENT MODEL Project: 135-006Sub-Location Pad footing -F1, F4,

OutputReference Calculation

Bending parallel to z-axisFind the projection noted as Lm

Lm = 2710 mmmoment on the bending plane, Muz = quLL2m/2

qu = 26.0 kN/m2 Muz = 573.0 kNm

Required steel ratio, =

Coefficient of resistance Ru = Muz / (Ldz2)Ref 1: 9.3.2.1 = 0.9

R 6000

''

85.021185.0

c

u

y

c

fR

ff

Ru = 0.6801 0.85f'c / fy = 0.061

2RU/((0.85f'c) = 0.059 = 0.0018

Area of steel required As req = Ldz As req = 4,329 mm2

Check for minimum reinforcement required for flexureRef 1: 10.5.1 0.25Bdzf'c / fy

1.4Bdz/ fy0.25Ldzf'c / fy = 7,727 mm2

1 4Ld / f = 7 900 2

As min (flexure) max of

60

00

6000

2710

1.4Ldz/ fy = 7,900 mm2 Use As min (flexure) = 7,900 mm2

Check for minimum reinforcement required for shrinkageRef 1: 7.12.2.1 As, min (shrinkage) = 0.0018 (times gross sectional area)

0.0018Lh = 5,400 mm2Reinforcement selection

Governing area of steel required = 7,900 mm2Bottom Top

Select bar diameter (mm) 20 10Select number of bars 30 30Select number of bars 30 30

Provide bar spacing (to nearest 25mm) 200 200 mmAs prov 9,425 2,356 mm2

As prov (total) = 11,781 mm2Ratio of As (flexure) / As prov = 0.46 [unitless] OK in flexure (z-axis)

Ratio of As min (flexure) / As prov = 0.84 [unitless] OK min. rfct flexure (z-axis)Ratio of As min (shrinkage) / As prov = 0.46 [unitless] OK min. rfct shrinkage (z-axis

REINFORCEMENT SUMMARYAlong x-axis, bottom mat 31-T20-200 B

Along x-axis, top mat 31-T10-200 TAlong z-axis, bottom mat 31-T20-200 Bg ,

Along z-axis, top mat 31-T10-200 T

Ref 1: 7.12.2.1 Check on distribution of steel parallel to the x-axis:Centre band zone, s = 2/(+1)

= 1.00s = 1.00 No special reinforcement distribution needed over the length of the footing

Page 5 of 9

CLIENT RAINBOW CONSTRUCTION LIMITED Date 10-Jun-15PROJECT EDEN GARDENS APARTMENTS By M V RampersadLocation 2-BEDROOM APARTMENT MODEL Project: 135-006Sub-Location Pad footing -F1, F4,

OutputReference Calculation

CHECK ON STARTER BARS

Check on minimum % reinforcement to starter barsdiameter of starter bar, db = 20 mm

Number of starter bars = 8 Nr (note: minimum 4)Cross sectional area of bars = 2,513 mm2

Ref 1: 15.8.2.1 Minimum As-starter = 0.005Agpedestal cross-section area Ag=(px*pz) = 440,800 mm2

As-starter / Ag = 0.006 OK starter bar min. rfct

Check on starter bar embedment into footingRef 1: 12.3.2 Min of 200 mm

(0.24fy/f'c)db0.043fydb

fy = 420 N/mm2db = 20 mmf'c = 30 N/mm2

(0.24fy/f'c)db = 368 mm0.043fydb = 361 mm

Use ldc as = 368 mm Say 370 mm (rounded up)Check on ldc versus depth of footing, h, and effective depth, d

d = 415 mmh 500 OK b d d th

larger oflength of embedment ldc =

h = 500 mm OK embed. depth

Check on development length of starter barsCritical sections for the development length (ld) of the starter bars occur at the pedestal/footing interface

Ref 1: 12.2.2 ld =

For tdepth of freshly cast concrete below ld

CLIENT RAINBOW CONSTRUCTION LIMITED Date 10-Jun-15PROJECT EDEN GARDENS APARTMENTS By M V RampersadLocation 2-BEDROOM APARTMENT MODEL Project: 135-006Sub-Location Pad footing -F1, F4,

OutputReference Calculation

SUMMARY OUTPUT

500

500

580

31-T10-200 T

31-T10-200 T

8-T20

370

760 6000

6000

31-T20-200 B

735

580

31-T20-200 B

f'c=30MPa

Page 7 of 9

CLIENT RAINBOW CONSTRUCTION LIMITED Date 10-Jun-15PROJECT EDEN GARDENS APARTMENTS By M V RampersadLocation 2-BEDROOM APARTMENT MODEL Project: 135-006Sub-Location Pad footing -F1, F4,

OutputReference Calculation

APPENDIX

Ref 4

Horizontal Vertical Horizontal Moment Node L/C Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm

Max Fx 4005 1 1.0DL+1.0 4.51 565.14 -70.74 -14.29 0.57 1.73Min Fx 1005 1 1.0DL+1.0 4.38 534.17 56.90 9.67 -0.47 1.56

SERVICEABILITY LIMIT STATE (1.0DL+1.0LL)

STAAD ANALYSIS OUTPUT

The user is to carry out the analysis in STAAD and use the post-processing results to obtain the values shown in these tables. Note that two limit state Envelopes are used, Serviceability Limit State and Ultimate Limit State.

Max Fy 4005 1 1.0DL+1.0 4.51 565.14 -70.74 -14.29 0.57 1.73Min Fy 1005 1 1.0DL+1.0 4.38 534.17 56.90 9.67 -0.47 1.56Max Fz 1005 1 1.0DL+1.0 4.38 534.17 56.90 9.67 -0.47 1.56Min Fz 4005 1 1.0DL+1.0 4.51 565.14 -70.74 -14.29 0.57 1.73Max Mx 1005 1 1.0DL+1.0 4.38 534.17 56.90 9.67 -0.47 1.56Min Mx 4005 1 1.0DL+1.0 4.51 565.14 -70.74 -14.29 0.57 1.73Max My 4005 1 1.0DL+1.0 4.51 565.14 -70.74 -14.29 0.57 1.73Min My 1005 1 1.0DL+1.0 4.38 534.17 56.90 9.67 -0.47 1.56Max Mz 4005 1 1.0DL+1.0 4.51 565.14 -70.74 -14.29 0.57 1.73Min Mz 1005 1 1.0DL+1.0 4.38 534.17 56.90 9.67 -0.47 1.56

Maximum values 4.51 565.14 56.90 9.67 0.57 1.73Corresponding values at F max 4005 4 51 565 14 70 74 14 29 0 57 1 73Corresponding values at Fy max 4005 4.51 565.14 70.74 14.29 0.57 1.73

Horizontal Vertical Horizontal Moment Node L/C Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm

Max Fx 4005 DL+1.0EQ(-X 53.59 647.54 -80.34 -16.17 0.93 -12.57Min Fx 4005 0.9DL+1.0EQ -45.51 364.81 -42.81 -8.38 0.06 15.67Max Fy 4005 1.0WL(+Z)+1 7.88 936.32 -312.19 -89.96 2.64 2.77Min Fy 1005 0.9DL+1.0W 0.04 52.79 -196.10 -67.27 1.69 0.25Max Fz 1005 1.0WL(-Z)+1 7.84 904.98 298.53 85.42 -2.54 2.56Min Fz 4005 1.0WL(+Z)+1 7.88 936.32 -312.19 -89.96 2.64 2.77Max Mx 1005 1 0WL(-Z)+1 7 84 904 98 298 53 85 42 -2 54 2 56

ULTIMATE LIMIT STATE (All Load Combs)

Max Mx 1005 1.0WL( Z)+1 7.84 904.98 298.53 85.42 2.54 2.56Min Mx 4005 1.0WL(+Z)+1 7.88 936.32 -312.19 -89.96 2.64 2.77Max My 4005 1.0WL(+Z)+1 7.88 936.32 -312.19 -89.96 2.64 2.77Min My 1005 1.0WL(-Z)+1 7.84 904.98 298.53 85.42 -2.54 2.56Max Mz 4005 DL+1.0EQ(+X -43.27 645.37 -80.19 -16.14 0.36 16.52Min Mz 4005 0.9DL+1.0EQ 51.35 366.98 -42.97 -8.40 0.63 -13.43

Maximum values 53.59 936.32 298.53 85.42 2.64 16.52Corresponding values at Fy max 4005 7.88 936.32 312.19 89.96 2.64 2.77

This is achieved with Load Combination: 106 1.2DL+1.0WL(+Z)+1.0LL+0.5LR

Ref 2 Listing of Load combinations used: 100: 1.0DL 101: 1.0DL+1.0LL 102: 1.4DL 103: 1.2DL+1.6LL+0.5LR 104: 1.2DL+1.6LR+1.0LL 105: 1.2DL+1.0WL(+X)+1.0LL+0.5LR 106: 1.2DL+1.0WL(+Z)+1.0LL+0.5LR 107: 1.2DL+1.0WL(-X)+1.0LL+0.5LR 108: 1.2DL+1.0WL(-Z)+1.0LL+0.5LR 109: 1.2DL+1.0EQ(+X)+1.0LL 110: 1.2DL+1.0EQ(+Z)+1.0LL 111: 1.2DL+1.0EQ(-X)+1.0LL 112: 1.2DL+1.0EQ(-Z)+1.0LL 113: 0.9DL+1.0WL(+X) 114: 0.9DL+1.0WL(+Z) 115: 0.9DL+1.0WL(-X) 116: 0.9DL+1.0WL(-Z) 117: 0.9DL+1.0EQ(+X) 118: 0.9DL+1.0EQ(+Z) 119: 0.9DL+1.0EQ(-X) 120: 0.9DL+1.0EQ(-Z)

Page 8 of 9

CLIENT RAINBOW CONSTRUCTION LIMITED Date 10-Jun-15PROJECT EDEN GARDENS APARTMENTS By M V RampersadLocation 2-BEDROOM APARTMENT MODEL Project: 135-006Sub-Location Pad footing -F1, F4,

OutputReference Calculation

SUMMARY OF MAIN QUANTITIESExcavation 46.80 m3Concrete

Pedestal 0.22 m3Footing 18.00 m3

Total concrete 18.22 m3

ReinforcementBottom mat (x-axis) 484.6 kgTop mat (x-axis) 121.1 kgBottom mat (z-axis) 484.6 kgTop mat (z-axis) 121.1 kg

Total reinforcement 1211.5 kg

FormworkPedestal (x-axis) 0.58 m2Pedestal (z-axis) 0.76 m2Length 6.00 m2Breadth 6.00 m2

Total formwork 13.34 m2

Section analysis (x-axis)Depth of stress block a = A f /0 85f BDepth of stress block, a = Asfy/0.85f cB

10.2.7.3 1 (stress block depth to neutral axis depth) = 0.84 [unitless] a = 25.9 mm

c = a/1 c = 31.0 mm

c/d ratio = 0.075