5pilotes

April 17, 2015

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Company : Designer : Job Number :

on em

Pile Cap N1 Detail Report

Checked By:_____

Sketch

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to

be

tio ra st

T O

x

us

ed

x

1199.797 mm

355.601 mm Dia

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ig es

3

n

z

.85

al

2.4 m

2

n io rs Ve

on si es

n

of Pr

1

se po 4

.85

r Pu

5

.35

.85

.85

.35

609.6 mm

s.

609.6 mm

.35

(SF*D)

2.4 m

r fo

z

450 mm

450 mm

.35 *Dimensions in: m

RISAFoundation Demo Version 4.0.0

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Details

D to

#3@300 mm

Pile Cap Elevation

be

tio ra st

T O

2.4 m

N

187.4 mm

#7@282 mm

609.6 mm

on em z

609.6 mm

x

us

450 mm

ed

al D

: : : : : : : :

75 mm 75 mm 75 mm 112.376 mm 355.601 mm 3.374 1199.797 mm 350 mm

Allow Shear Allow Axial Comp Allow Axial Tens Phi for Flexure Phi for Shear

RISAFoundation Demo Version 4.0.0

0 kg/m^3 21 MPa ACI 318-11 Pile 2 0 kPa

: : : : :

22.241 kN 250 kN 0 kN .9 .75

Steel fy : 420 MPa Minimum Steel : 0.001800 Maximum Steel : 0.007500

s.

Cap Top Bar Cover Cap Bot Bar Cover Ped Long Bar Cover Pile Embedment Pile Dia/Side Dim Pile Spacing Factor Pile Min Spacing Pile Min Edge Dist

Concrete Weight : Concrete f'c : Design Code : Pile Definition : Soil Overburden :

se po

N1 2.413 m 2.413 m 609.601 mm 609.601 mm 450 mm 450 mm

r Pu

: : : : : : :

n

Point Length Width Thickness Ped. Height Ped. X Ped. Z

Pedestal Rebar Plan

ig es

Geometry, Materials and Criteria

75 mm

Bottom Rebar Plan

n io rs Ve

on si es

n

of Pr

: 3491.545 mm^2 (9 #7) : 3491.545 mm^2 (9 #7)

x Dir. Steel z Dir. Steel

4#6

450 mm

r fo

2.4 m

#7@282 mm

Rotation Angle Group Red Fact (V) Group Red Fact (P) Pile Tolerance

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: : : :

0 deg 1 1 0 mm

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Pile Capacity Checks

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Pile Allow Shear : 22.241 kN

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Pile Allow Tens : 0 kN Pile Allow Comp : 250 kN

Shear UC Gov Pile Gov Shear Axial Comp Gov Pile for Gov Axial Axial Tens Gov Pile for Max for Shear LC UC Max Axial Comp Comp LC UC Max Axial Tens 0 NC NC .848 1 1 0 NC Note: See Expanded View for information for each individual pile for each load combination Pile capacity checks are only given for Service LC's

Gov Axial Tens LC NC

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tio ra st

T O

to

Pile Cap Flexural Design

be

As-min x-dir (Top Flexure): As-min z-dir (Top Flexure): As-min x-dir (Bot Flexure) : As-min z-dir (Bot Flexure) :

As-min x-dir (T & S) : 2647.747 mm^2 As-min z-dir (T & S) : 2647.747 mm^2

us

4059.226 mm^2 4059.226 mm^2 3168.943 mm^2 3168.943 mm^2

ed

z-Dir As Required (mm^2) 2328.755

z-Dir As Provided (mm^2) 3491.545

z-Dir As Required (mm^2) 0

z-Dir As Provided (mm^2) 0

Gov Mu-zz LC NC

Mu-zz (kN-m) 0

x-Dir As Required (mm^2) 2328.755

x-Dir As Provided (mm^2) 3491.545

x-Dir As Required (mm^2) 0

x-Dir As Provided (mm^2) 0

s.

UC .707

Mu-zz (kN-m) 342.113

se po

: .75

Gov LC 2

r Pu

Pedestal Punching Shear Check Phi

Mu-zz UC Max 0

n

Mu-xx (kN-m) 0

ig es

Gov Mu-xx LC NC

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Mu-xx UC Max 0

Gov Mu-zz LC 2

n io rs Ve

al

Top Bar Reinforcement

Mu-zz UC Max .677

n

Mu-xx (kN-m) 342.113

on si es

Gov Mu-xx LC 2

of Pr

Mu-xx UC Max .677

r fo

Bottom Bar Reinforcement

Punching Shear Punching Location Shear (kN) INTERIOR 1097.6

Muz (kN-m) 0

Mux (kN-m) 0

Total Stress (MPa) .807

Phi * Vny (MPa) 1.142

Pile Punching Shear Check Phi

: 0.55

Punching Shear Punching Punching Punching Gov LC Gov Pile Location Shear Cap (kN) Shear (kN) Shear UC 2 2 CORNER 419.034 274.4 .655 Note: See Expanded View for information for each individual pile for each load combination Punching shear checks are only given for Strength LC's

Punching Shear Geometry Pedestal Shape : CRECT450X450

Pile Shape

: Round/355.601

Effective Polar Polar Gov Pile/ Depth Moment-xx Moment-zz Pedestal Location (mm) L1 (mm) L2 (mm) (mm^4) (mm^4) Gamma-x Gamma-z Pedestal INTERIOR 400 850 850 1.728e+11 1.728e+11 .4 .4 2 CORNER 497.225 738.257 738.257 0 0 0 0 Note: See Expanded View for information for each individual pile for each load combination

RISAFoundation Demo Version 4.0.0

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One Way (Deep Beam) Shear Check

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w : d : Vu : Mu-xx:

Phi

: .75

623.384 mm 400 mm 548.8 kN 342.113 kN-m

w : d : Vu : Mu-zz:

Vc(x-Dir Cut) : 734.54 kN

623.384 mm 400 mm 548.8 kN 342.113 kN-m

Vc(z-Dir Cut) : 734.54 kN

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x-Dir Cut z-Dir Cut UC Vu (kN) Gov LC UC Vu (kN) Gov LC .996 548.8 2 .996 548.8 2 Note: One way (beam) shear failures associated with the pile locations are not considered.

to

be

tio ra st

T O

us

Pedestal Design

ed

r fo

of Pr

Vs 71.018 71.018

Vu 0 0

Vu/phi*Vn 0 0

phi .75 .75

on si es

n

Shear Check Results (Envelope): Vc Shear Along x Direction: 121.899 Shear Along z Direction: 121.899 Pedestal Ties : #3@300 mm

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ig es

n io rs Ve

al

Bending Check Results (Envelope): PCA Load Contour Method (for biaxial) Unity Check : .648 Phi : .65 Parme Beta Pu : 1372 kN Mux : 0 kN-m Muz Pn : 3258.492 kN Mnx : NC Mnz Governing LC :2 Mnox : NC Mnoz Pedestal Bars : 4 #6 % Steel : .563

: : : :

.65 0 kN-m NC NC

n

r Pu

se po

s.

RISAFoundation Demo Version 4.0.0

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