RIV ACI 2-Pile Cap

CLIENT CONSTRUCTION LIMITED DatePROJECT APARTMENTS ByLocation 3-BEDROOM APARTMENT MODEL, Location 3C and 3D Project: 135-006Sub-Loc'n

References:1 ACI 318M 05 Building Code requirements for Structural Concrete 2005

2-PILE CAP DESIGN TO ACI 318-05M

30-Jun-15

OutputReference Calculation

1 - ACI 318M-05, Building Code requirements for Structural Concrete, 20052 - ASCE 7-10, Minimum Design loads for Buildings & Other Structures, 20103 - Final Geotechnical report, ***4 - STAAD output5 - ASTM A615-04, Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement6 - Foundation Analysis & Design - J E Bowles, 5th edition

Summary of calculation checks Utilisation ratio (actual vs capacity)Pile spacing Okay in pile spacing

Allowable pile capacity 0.80 OK in pile capacityCompression strut 0.30 OK in compression strut

Pile bearing capacity 0.11 OK in pile bearing capacitye bea g capac y 0 O p e bea g capac tyPedestal bearing 0.11 OK in pedestal bearing

Single pile punching shear 0.15 OK in single pile punching shearPile overlap punching shear 0.20 OK in pile overlap punching shear

Two-way pedestal (punching) shear 0.33 OK in two-way (punching) shearx-axis:

Flexure 0.13 OK in flexure (x-axis)Minimum tensile steel 0.90 OK in required tensile steel area

One way shear 0.99 OK in one-way shear (x-axis) **this condition governs**z-axis:

Flexure 0.20 OK in flexure (z-axis)Minimum tensile steel 0.95 OK in required tensile steel area

One way shear 0.93 OK in one-way shear (z-axis)

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

Starter bar development length OK dev't length0.99

SUGGESTED PILECAP GEOMETRY & MATERIAL PROPERTIES

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

500

50

0

350

2000

1100 5

350

200

1100

2000

900

400

75

0

75

400

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Pilecap geometryPilecap geometrypile diameter, dpile = 400 mm dia.=400mm

Ref 6, 18-2 Pile spacing, s = 900 mm Max s(mm)= 3200 Min s(mm) = 900 Okay in pile spacingOverhang = 350 mm

pedestal width (in X-direction), px = 500 mm 500pedestal breadth (in Z-direction), pz = 500 mm 500

pedestal height (in Y-direction), H 200 mm 200Ref 1: 15.7 Pilecap thickness, h = 750 mm 750

Founding depth below GL 1000 mmPile embedment = 75 mm 75

Length of pilecap (x-axis) = 2000 mm Width of pilecap (z-axis) = 1100 mmWidth of pilecap (z axis) 1100 mm

w1 = 1100 mm

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

Pilecap area in plan = 2.20 m2Pilecap volume = 1.65 m3Pilecap weight = 38.1 kN

Pedestal weight = 1.2 kNSoil weight above pilecap (assumes =20kN/m3) = 9.8 kN

Total pilecap & soil weight Ff = 49.0 kN

Material properties28-day concrete comp. strength, f'c 35 N/mm2 f'c=35MPa

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/mm2Modular ratio, m = fy/(0.85f'c) = 14.12 [unitless]

Ref 1: 10.2.7.3 1 ratio (stress block:neutral axis depth) = 0.80Ref 1: B8.4.3 Assuming balanced strain conditions, b = ('0.851f'c/fy)(600/(600+fy)

b = 0.0333 [unitless]Ref 1: R10.3.5 max = 0.75b = 0.0250 [unitless]

Effective depth, d (for x-axis checks) 655 mm Assuming 20mm bars on the bottom mat (lower layer) 328Effective depth, dz (for z-axis checks) 635 mm Assuming 20mm bars on the bottom mat (upper layer)

Ref 3 Allowable individual pile capacity, pa 246 kN

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LOADING DATALOADING 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) 4.3 541.8 67.7 13.6 0.5 1.7 4005

Total service load on piles = Ff+FY SLS = 590.8 kN Service load per pile = 196.9 kN

Ratio of actual pile capacity to allowable = 0.80 [unitless] OK in pile capacity

Note: Use Serviceability Limit state values when checking pile capacity calculation.

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) 7.6 907.0 309.1 89.4 2.6 2.7 4005

Total ultimate load on footing, PF = 1.4Ff+FY ULS = 975.5 kN Ultimate load per pile, PU_pile = 487.8 kN (equally distributed between the two piles)

Using the Strut & Tie Model975

a = 675.0 mmb = 0.5s = 450.0 mm 2 2c = (a2+b2) = 811.2 mm

d = effective depth = 655.0 mme = (a2+b2) = 811.2 mm

= ATan (a/0.5b) = 71.6 SIN 0.95

COS 0.32Compression within pilecap Cmax = PF/SIN = 1028.3 kN

Tension within pilecap T = Cmax*COS = 325.2 kN

Compression strut checkCheck the compression diagonal as an unreinforced column using a core equivalent of 2x pile diameterCheck the compression diagonal as an unreinforced column using a core equivalent of 2x pile diameter

Ref 1: 22.5.2 Pn Pu [note: take Pu = Cmax]Ref 1: Eqn 22-4 Nominal axial strength of strut, Pn = 0.60f'c[1-(lc/32h)2]AstrutRef 1: C3.5 = 0.65

length of compression strut, lc = e = 811.2 mm2thickness of member, h = 750.0 mm

Equivalent core strut area, Astrut = 2*dpile2/4 = 251,327 mm2 Pn = 3426.7 kN

Ratio of actual compression to allowable = 0.30 [unitless] OK in compression strut

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Check bearing capacity of pilecap over pilesR f 1 22 5 5 B BRef 1: 22.5.5 Bn Bu

Nominal bearing strength, Bn = 0.85f cAstrut(Apilecap/Astrut) (subject to (Apilecap/Astrut) 2Ref 1: C3.5 = 0.65

Apile = 125,664 mm2Apilecap = 2.20E+06 mm2

(Apilecap/Astrut) = 4.18 [unitless] use (Apilecap/Astrut) = 2.00 [unitless]

Bn = 14953.98 kN Bn = 9720.1 kN

Factored bearing load, Bu = Cmax = 1028.3 kNRatio of factored pile bearing cap. to allowable = 0.11 [unitless] OK in pile bearing capacity

Check bearing capacity of pilecap under pedestalBn Bu

Ref 1: 10.17.1 Nominal bearing strength, Bn = 0.85f cApedestal(Apilecap/Apedestal) (subject to (Apilecap/Apedestal) 2Ref 1: C3.5 = 0.65

Apedestal = 250,000 mm2Apilecap = 2.20E+06 mm2

(Apilecap/Apedestal) = 2.97 [unitless] use (Apilecap/Apedestal) = 2.00 [unitless]

Bn = 14875.0 kN Bn = 9668.8 kN

Factored bearing load, Bu = Cmax = 1028.3 kNRatio of factored pile bearing cap. to allowable = 0.11 [unitless] OK in pedestal bearing

FLEXURE IN PILECAP

1100

Area of tension steel required for tied-arch behaviourAs arch = T(fy)

Ref 1: Cl. 9.3.2.6 = 0.75 As arch = 102.4 mm2

200

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Moment at the face of the pedestal perpendicular to the x-axisLever arm distance x = 0 5(s-px)Lever arm distance, xf = 0.5(s px)

xf = 200 mmLength of the critical section 1-1

L1-1= 1100 mm

Take moments about pedestal faceMux = PU_pile * xfMux = 97.6 kNm

R = MUX/(bd2)Ref 1: Cl. 9.3.2.6 = 0.90

b=L1-1= 1100 0 mm1-1 1100.0 mmd = 655.0 mm

R = 0.230 mm2 = 0.85(fc/fy)[1-(1-(2R/0.85fc)]

= 0.001Ref 1: 10.5.1 min= max[(0.25fc)/fy, 1.4/fy]

min= 0.0035As req = MAX(,min)*b*d

As req = 2537 mm2

Reinforcement selectionTension Comp.

Select bar diameter (mm) 20 10Select number of bars 9 9

Provide bar spacing (to nearest 25mm) 125 125 mmAs [x] 2,827 707 mm2

OK in required tensile steel area OK in required tensile steel arRef 1: 7.6.1 Okay in minimum bar spacing

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

0.0018L1-1h = 1,485 mm2

Reinforcement required (parallel to x-axis)

As arch = 102 mm2As min (flexure) = 2,537 mm2As min (shrinkage) = 1,485 mm2

As req'd = 2,537 mm2As prov = 2,827 mm2

Actual reinforcement ratio, =As prov/(L1-1d) = 0.0039 [unitless]Kn = (1-(fy/1.7f c))fy

Kn = 1.603 Nominal flexural strength in x-axis MNx = L1 1d2Kn [aka bd2K ]Nominal flexural strength in x axis, MNx L1-1d Kn [aka bd Kn] MNx = 756.3 kNm

Ratio of Mux to MNx = 0.13 [unitless] OK in flexure (x-axis)

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Moment at the face of the pedestal parallel to the z-axis

250

Lever arm distance, Zf = 0.5*pedestal length Zf = 250 mm

Calculate the length of the critical section 2-2L2-2= 2000 mm

2000

Take moments about pedestal faceMuz = 2XPU_pile * ZfMuz = 243.9 kNm

R = MUZ/(bdz2)Ref 1: Cl. 9.3.2.6 = 0.90

b=L2-2= 2000.0 mmdz = 635.0 mm

R = 0.336 mm2 = 0.85(fc/fy)[1-(1-(2R/0.85fc)]

= 0.001max[(0 25f )/f 1 4/f ]Ref 1: 10.5.1 min= max[(0.25fc)/fy, 1.4/fy]

min= 0.0035As req = MAX(,min)*b*dz

As req = 4472 mm2

Reinforcement selectionTension Comp.

Select bar diameter (mm) 20 10Select number of bars 15 15

Provide bar spacing (to nearest 25mm) 150 150 mmAs[z] 4,712 1,178 mm2

OK in required tensile steel area OK i i d t il t lOK in required tensile steel area OK in required tensile steel arRef 1: 7.6.1 Okay in minimum bar spacing

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

0.0018[L2-2]h = 2,286 mm2

Reinforcement required (parallel to z-axis)

As min (flexure) = 4,472 mm2As min (shrinkage) = 2,286 mm2

As req'd = 4,472 mm2As prov = 4,712 mm2

Actual reinforcement ratio, =As prov/(L2-2d) = 0.0037 [unitless]

As req'd is the max of

p [unitless]Kn = (1-(fy/1.7f c))fy

Kn = 1.518 Nominal flexural strength in x-axis, MNz = L2-2d2Kn [aka bd2Kn] MNz = 1223.9 kNm

Ratio of Muz to MNz = 0.20 [unitless] OK in flexure (z-axis)

REINFORCEMENT SUMMARYAlong x-axis, bottom mat 9-T20-BM01-125 BAlong z-axis, bottom mat 15-T20-BM02-150 B

Along x-axis, top mat 9-T10-BM03-125 TAlong z-axis, top mat 15-T10-BM04-150 T

SHEAR CHECKSCheck for punching shear of a single pile

Ref 1: 11.1.1 VnVc Assuming that no shear reinforcement is used in the footingRef 1: 9.3.2.3 Where 0.75Ref 1: 11.12.1.2 Shear perimeter for a single pile is located at a distance of 0.5d outside of the pile face

Shear perimeter length, bo is given bybo = (dpile+d)

dpile = 400 mmd = 655 mm 328

bo = 3314 mm

Calculate the nominal shear strength, VC of the pilecap(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)Ref 1: 15.3 For calculation of a circular shape, convert the area of the pile to an equivalent square area

Equivalent square dimension = 354 mm each sideRatio of long side to short side of col, = 1.00 [unitless]

f'c = 35.0 N/mm2bo = 3314 mm

Vc (kN) = min of

bo 3314 mmd = 655 mm

Vc-condition (a) = 6,550.1 kNCondition (b)

Pile location for determining s = EdgeRef 1: 11.12.2.1 s = 30

Vc-condition (b) = 8,452.0 kNCondition (c)

Vc-condition (c) = 4,238.3 kN

(a) 6,550.1 kN(b) 8 452 0 kNVc = min of (b) 8,452.0 kN(c) 4,238.3 kN

Use Vc = 4,238.3 kNVc = 3,178.7 kN

VUpile = PUpile = 487.8 kNRatio of VUpile/Vc = 0.15 OK in single pile punching she

c

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Check for punching shear on overlapping pilesCheck for punching shear on overlapping piles

5114 1657

Ref 1: 11.12.1.2 Critical perimeter for overlapping piles is shown as bo overlap0.5d = 0.5*dpile = 200 mm

Ref 1: R15.5.3 bo overlap = (dpile+d)+(2s) 1657bo overlap = 5114 mm

Calculate the nominal shear strength, VC of the pilecap(a) 0.17(1+2/)f'cbo overlapd

328 900

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

Condition (a)Ref 1: 15.3 For calculation of a circular shape, convert the area of the pile to an equivalent square area

Equivalent square dimension = 354 mm each sideRatio of long side to short side of col, = 1.00 [unitless]

f'c = 35.0 N/mm2bo overlap = 5,114 mm

d = 655 mmVc-condition (a) = 10,107.4 kN

Vc (kN) = min of

Condition (b)Pile location for determining s = Edge

Ref 1: 11.12.2.1 s = 30Vc-condition (b) = 9,609.8 kN

Condition (c)Vc-condition (c) = 6,540.1 kN

(a) 10,107.4 kN(b) 9,609.8 kN(c) 6,540.1 kN

Use Vc = 6 540 1 kN

Vc = min of

Use Vc 6,540.1 kNVc = 4,905.1 kN

VUpile = 2 X PUpile = 975.5 kN [since both piles contribute to overlapping shear]Ratio of VUpile/Vc = 0.20 OK in pile overlap punching s

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ONE WAY SHEARONE WAY SHEARRef 1: 11.12.1.1

One-way shear parallel to x-axis at either the pile face or pedestal face (Section 2-2)Ref 1: 11.3.1.1 Vc = 0.17f'c(L2-2d)

L2-2= 2000 mmVc = 1,317.5 kN

Ref 1: 9.3.2.3 = 0.75 Vc = 988.1 kN

VUpile = 2*PUpile = 975.5 kNRatio of VUpile/Vc = 0.99 OK in one-way shear (x-axis)

The critical section for one-way (wide beam) shear occurs at either the pedestal face or the pile face

One-way shear parallel to z-axis at either the pile face or pedestal face (Section 1-1)Ref 1: 11.3.1.1 Vc = 0.17f'c(L1-1dz)

L1-1= 1100 mmVc = 702.5 kN

Ref 1: 9.3.2.3 = 0.75 Vc = 526.9 kN

VUpile = PUpile = 487.8 kNRatio of VUpile/Vc = 0.93 OK in one-way shear (z-axis)

TWO WAY (PUNCHING) SHEARRef 1: 11.12.1.1Ref 1: 11.12.1.2 Critical perimeter for two-way (punching shear) is bo punching

bo punching = 4620 mm

Calculate the nominal shear strength, VC of the pilecap(a) 0.17(1+2/)f'cbo punchingd

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

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

f' = 35 0 2

Vc (kN) = min of

The critical section for two-way (punching) shear occurs at a distance of 0.5d from the pedestal face

f'c = 35.0 N/mm2bo punching = 4,620 mm

d = 655 mmVc-condition (a) = 9,130.4 kN

Condition (b)Pile location for determining s = Edge

Ref 1: 11.12.2.1 s = 30Vc-condition (b) = 9,291.8 kN

Condition (c)Vc-condition (c) = 5,907.9 kN

(a) 9 130 4 kN(a) 9,130.4 kN(b) 9,291.8 kN(c) 5,907.9 kN

Use Vc = 5,907.9 kNVc = 4,430.9 kN

VUpile = 3 x PUpile = 1,463.3 kNRatio of VUpile/Vc = 0.33 OK in two-way (punching) she

Vc = min of

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CHECK ON STARTER BARSCHECK ON STARTER BARS

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

Number of starter bars = 4 Nr (note: minimum 4)Cross sectional area of bars = 1,257 mm2

Ref 1: 15.8.2.1 Minimum As-starter = 0.005Agcolumn cross-section area Ag=(px*pz) = 250,000 mm2

As-starter / Ag = 0.005 OK starter bar min. rfct

Check on starter bar embedment into footingRef 1: 12 3 2 Min of 200 mmRef 1: 12.3.2 Min of 200 mm

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

fy = 420 N/mm2db = 20 mmf'c = 35 N/mm2

(0.24fy/f'c)db = 341 mm0.043fydb = 361 mm

Use ldc as = 361 mm Say 365 mm (rounded up)Check on ldc versus depth of footing, h, and effective depth, d

d = 655 mmh = 750 mm OK embed. depth

length of embedment ldc = larger of

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

Ref 1: 12.2.2 ld =

For tdepth of freshly cast concrete below ld



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SUMMARY OUTPUTSUMMARY OUTPUT

PLAN ON PILECAP500

50

0

350

2000

1100

f'c=35MPa

SECTION THROUGH PILECAP

350

400 75

0

75

400

200

dia.=400mm

REINFORCEMENT PLAN

15-T20-BM02-

2000

900 75

REINFORCEMENT SECTION

9-T20-BM01-125 B

9-T10-BM03-125 T15-T10-BM04-

Reinforcement scheduleBar Mark (BM) Type Dia. (mm) Nr. Length (mm) A B C Wt (kg)01 T 20 21 15 2225 240 1850 240 82.302 T 20 21 15 1325 240 950 240 49.003 T 10 21 9 2050 120 1850 120 11.404 T 10 21 15 1150 120 950 120 10.605 T 20 11 4 1650 515 1175 16.3

169.6

Shape code to BS866

4-T20-BM05

69 6

SUMMARY OF MAIN QUANTITIESExcavation 2.20 m3Disposal 2.20 m350mm blinding 10MPa 0.11 m3Backfill around pedestal 0.49 m335MPa concrete

Pedestal 0.05 m3Pilecap 1.65 m3

Total concrete 1.70 m3

Reinforcement to ASTM A615 Gr 60Total reinforcement 169.6 kg

FormworkPedestal (x-axis) 0.20 m2Pedestal (z-axis) 0.20 m2Length 3.00 m2Breadth 1.65 m2

Total formwork 5.05 m2

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APPENDIX

Ref 4

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

Max Fx 4000 1 1.0DL+1.0 72.80 346.88 -63.03 -11.83 1.16 -11.49Min Fx 4010 1 1.0DL+1.0 -73.53 348.00 -63.12 -11.84 -1.16 11.69Max Fy 4005 1 1.0DL+1.0 4.33 541.82 -67.67 -13.58 0.54 1.66Min Fy 1000 1 1.0DL+1.0 65.95 326.01 56.18 9.55 -1.20 -10.56

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.

SERVICEABILITY LIMIT STATE (1.0DL+1.0LL)

APPENDIXSTAAD ANALYSIS OUTPUT

Min Fy 1000 1 1.0DL 1.0 65.95 326.01 56.18 9.55 1.20 10.56Max Fz 1002 1 1.0DL+1.0 -54.01 355.60 74.69 10.06 0.69 5.37Min Fz 4002 1 1.0DL+1.0 -54.48 374.74 -68.47 -15.54 -0.38 5.52Max Mx 1002 1 1.0DL+1.0 -54.01 355.60 74.69 10.06 0.69 5.37Min Mx 4008 1 1.0DL+1.0 53.86 373.98 -68.45 -15.56 0.38 -5.34Max My 1010 1 1.0DL+1.0 -66.54 326.84 56.29 9.57 1.21 10.74Min My 1000 1 1.0DL+1.0 65.95 326.01 56.18 9.55 -1.20 -10.56Max Mz 4010 1 1.0DL+1.0 -73.53 348.00 -63.12 -11.84 -1.16 11.69Min Mz 4000 1 1.0DL+1.0 72.80 346.88 -63.03 -11.83 1.16 -11.49

Maximum values 72.80 541.82 74.69 10.06 1.21 11.69Corresponding values at Fy max 4005 4.33 541.82 67.67 13.58 0.54 1.66

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

Max Fx 4000 1.0WL(+Z)+1 142.09 710.62 -245.18 -69.10 0.89 -22.88Min Fx 4010 1.0WL(+Z)+1 -143.06 712.02 -245.08 -69.04 -0.89 23.16Max Fy 4005 1.0WL(+Z)+1 7.63 906.97 -309.08 -89.44 2.61 2.69Min Fy 1003 0.9DL+1.0W 16.44 -26.42 -161.28 -61.44 -0.88 -2.22Max Fz 1005 1.0WL(-Z)+1 7.63 878.27 297.82 85.68 -2.53 2.49Min Fz 4005 1.0WL(+Z)+1 7.63 906.97 -309.08 -89.44 2.61 2.69Max Mx 1005 1.0WL(-Z)+1 7.63 878.27 297.82 85.68 -2.53 2.49Min Mx 4005 1.0WL(+Z)+1 7.63 906.97 -309.08 -89.44 2.61 2.69

ULTIMATE LIMIT STATE (All Load Combs)

Max My 4005 1.0WL(+Z)+1 7.63 906.97 -309.08 -89.44 2.61 2.69Min My 1005 1.0WL(-Z)+1 7.63 878.27 297.82 85.68 -2.53 2.49Max Mz 1010 1.0WL(-Z)+1 -139.04 689.20 232.82 65.00 0.98 23.37Min Mz 1000 1.0WL(-Z)+1 138.54 688.95 232.99 65.07 -0.98 -23.21

Maximum values 142.09 906.97 297.82 85.68 2.61 23.37Corresponding values at Fy max 4005 7.63 906.97 309.08 89.44 2.61 2.69

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+1.0LL102: 1 4DL 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)

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RIV ACI 2-Pile Cap

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