© MasterRC : Pile Cap - New Project Title C:\Program Files\MasterSeries\MASTER\COSMOPOLITAN WOMEN CLUB

11111_MasterSeries User Company1 Circular RoadNewtownabbeyCo. Antrim, BT37 0RATel: (028) 9036 5950 Fax: (028) 9036 5102

Job RefSheetMade byDateCheckedApproved

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Software produced by www.MasterSeries.co.uk © Civil and Structural Computer Services Limited.

MasterRC - Pile Cap DesignPileCap Reference

2100

2100

375 675 675 375

375

675

675

375

Y-Y

Y-Y

750

75

10-H20@200-U-Bar B1

1 1

13-H20@150-U-Bar B2

3

3

3

3

6-H20-150-Side-U-Bars 6-H20-150-Side-U-Bars

Summary of Design DataDesign to BS 8110: 1997Working vertical load per pile 750kNPile dia., cap o/a depth, overhang: 450mm, 750mm, 150mmPile spacing, centre to centre: 3.00 • dia. (1350mm)Column size: 600mm. (x-x) x 230mm. (y-y)Concrete grade: 30Concrete cover to reinforcement: Bottom: 75mm., sides and top: 50mm.Overall plan dimensions: Width (x-x): 2100mm. Length (y-y): 2100mm.

Calculations:No. of piles 1800/750 = 3 (Overridden by preferred minimum!) 4Load per pile (service) (997 + 725 + 79 )/4 450kN OKLoad per pile (Ultimate) ((997+79.4)•1.40 + (725•1.60))/4 = 2668/4 667kNLoad per pile (Ultimate Net) (997•1.40 + 725•1.60)/4 = 2556/4 639kN

Pile Cap Design MomentsMxx= 2Fp(L-b/2) 2•667.0(0.675 - 0.230/2) 747.0 kN.mMxxsw = 1.40•24•B•D•la²/2 1.40•24•2.100•0.750•0.935²/2 23.0 kN.mMxxres= Mxx- Mxxsw 747.0 - 23.0 724.0 kN.mMyy= 2Fp(L-a/2) 2•667.0(0.675 - 0.600/2) 500.0 kN.mMyysw = 1.40•24•B•D•la²/2 1.40•24•2.100•0.750•0.935²/2 23.0 kN.mMyyres= Myy- Myysw 500.0 - 23.0 477.0 kN.m

Y-Y Axis: Layer B1Reinf% = 100As/BD As = 10H20@200 = 3140 => 100•3140/(2100 • 750) 0.20% OK

Beam Bending TheoryAsreq = fn(M/(B•d²), fcu, fy) 477 / (2100 • 665²) = 0.51, 30, 500 1736 mm²

Deep Beam Bending TheoryRef: Reynolds & Steedman 10th edition. Table 148 As =1.9•M/(fy•min(L,h)) 1.9 • 477 / (500 • min(1350,750)) 2417 mm² OK

Deep Beam Shear TheoryV1c= K1•(h-0.35•a1)•ft•b 0.70 • (750 - 0.35 • 335 ) •2.74 • 2100.00 2549 kNV1= V1C+ K2• Asprov• d • sin²(φ)/h 2549 + 225 • 3140 • 665 • Sin²(65.9) / 750 3071 kNVcap= V1+ K2• Asv•sin²(φ)/2 3071 + 225 • 3770 • Sin²(65.9) / 2 3424 kN

© MasterRC : Pile Cap - New Project Title C:\Program Files\MasterSeries\MASTER\COSMOPOLITAN WOMEN CLUB

11111_MasterSeries User Company1 Circular RoadNewtownabbeyCo. Antrim, BT37 0RATel: (028) 9036 5950 Fax: (028) 9036 5102

Job RefSheetMade byDateCheckedApproved

: : / 10001: : 01 August 2014 / Ver. 2011.04: :

Software produced by www.MasterSeries.co.uk © Civil and Structural Computer Services Limited.

Beam Shear on Y-Y plane [3.11.4.4]Fv = 667 x 2 piles 1334 kN OKL=2100, d=665, Av=240, AsXX=0, AsYY=3140Vu = 0.955 N/mm², Enh = 5.542, Vcenh = 1.993 N/mm² 0.48 OK

X-X Axis: Layer B2Reinf% = 100As/BD As = 13H20@150 = 4082 => 100•4082/(2100 • 750) 0.26% OK

Beam Bending TheoryAsreq = fn(M/(B•d²), fcu, fy) 724 / (2100 • 645²) = 0.83, 30, 500 2716 mm²

Deep Beam Bending TheoryRef: Reynolds & Steedman 10th edition. Table 148 As =1.9•M/(fy•min(L,h)) 1.9 • 724 / (500 • min(1350,750)) 3668 mm² OK

Deep Beam Shear TheoryV1c= K1•(h-0.35•a1)•ft•b 0.70 • (750 - 0.35 • 335 ) •2.74 • 2100.00 2549 kNV1= V1C+ K2• Asprov• d • sin²(φ)/h 2549 + 225 • 4082 • 645 • Sin²(65.9) / 750 3207 kNVcap= V1+ K2• Asv•sin²(φ)/2 3207 + 225 • 3770 • Sin²(65.9) / 2 3561 kN

Beam Shear on X-X plane [3.11.4.4]Fv = 667 x 2 piles 1334 kN OKL=2100, d=645, Av=425, AsXX=4082, AsYY=0Vu = 0.985 N/mm², Enh = 3.035, Vcenh = 1.213 N/mm² 0.81 OK

Punching ShearColumn Head [3.11.4.5] Fv = 667 x 4 piles - (1.40 x 79.38) selfweight 2557 kN

L=1660, d=665, Av=0, AsXX=0, AsYY=0Vu = 2.316 N/mm², Vcenh = 4.382 N/mm² 0.53 OK

Shear perimeter [3.11.4.5] Perimeter Less than 1.5 dia from load centre [3.11.4.5] N/AAnti-Crack Steel

Side Steel Pile Cap 750 < 750 mm deep.20@150 mm c/c = 6 No. No Check Req.Friction Pile Spacing

Circular piles Spacing >= 3φ 3•450 = 1350 mm actual = 1350 mm OKsee BS 8004 Clause 7.3.4.2