Pondasi Conveyor C-1_rev a (02!12!2011)

PROJECT : INDONESIA INTEGRATED STEEL MILL

BLAST FURNACE PROJECT

OWNER : KRAKATAU POSCO

LOCATION : CILEGON , INDONESIA

DOCUMENT NO. : BF810-EC222-0009

JOB. NO. 2713

A FOR APPROVAL 02-12-2011

VIVIT RRK WEN

REV.

DESCRIPTION DATE PREPARED

CHECKED APPROVED

APPROVED BY OWNER

CALCULATION SHEET OF

CONVEYOR C-1 B/C FOUNDATION

SHEET : 2 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



REVISION HISTORICAL SHEET

REVISION DATE DESCRIPTION

A 02-12-2011 FOR APPROVAL

SHEET : 3 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



T A B L E O F C O N T E N T

1. BASIS OF CALCULATION..................................................................................................4

1.1 Standard..............................................................................................................................4

1.2 Material Specification..........................................................................................................4

2. LOADING..............................................................................................................................4

2.1 Live Load.............................................................................................................................4

2.2 Support Load.......................................................................................................................4

3. CALCULATION SHEET.......................................................................................................5

3.1 Calculation Unit...................................................................................................................5

3.2 Geometry............................................................................................................................5

3.3 Ultimate Pile Capacity.........................................................................................................5

3.4 Pile Capacity.......................................................................................................................5

3.5 Foundation Design for Type 1.............................................................................................8

3.5.1 Loading Data.............................................................................................................8

3.5.2 Checking for Pile Capacity.......................................................................................10

3.5.3 Pile Cap Design.......................................................................................................14

3.5.4 Pedestal Design.......................................................................................................17

3.5.5 Tie Beam Design.....................................................................................................18

3.5.6 Checking Pile Head due to Horizontal & Moment Load..........................................23

3.6 Foundation Design for Type 2...........................................................................................26

3.6.1 Loading Data...........................................................................................................26

3.6.2 Checking for Pile Capacity.......................................................................................28

3.6.3 Pile Cap Design.......................................................................................................31

3.6.4 Pedestal Design.......................................................................................................34

3.6.5 Tie Beam Design.....................................................................................................35

3.6.6 Checking Pile Head due to Horizontal & Moment Load..........................................37

SHEET : 4 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



1. BASIS OF CALCULATION

1.1 STANDARD

SNI T-03 -2847-2002

American Concrete Institute ACI 318 - 1998

Principles of Foundation Engineering – BRAJA M. DAS

Civil & Architectural Design Criteria PT. KRAKATAU POSCO

1.2 MATERIAL SPECIFICATION

CONCRETE

Pile Cap : K – 30210 Kg/cm2 (fc = 24.9 Mpa)

Concrete Density : γconcrete = 2400 kg /m3

REINFORCEMENT

Deform Bar : D > 13 mm, BJTD 40 ( Fy = 390 Mpa)

Plain Bar : Ø < 10 mm, BJTP 24 ( Fy = 240 Mpa)

2. LOADING

2.1 Dead Load

Self weight :

Concrete = 2400kg/m3

Soil = 1546kg/m3

2.2 Support Load

Support Load is taken from Output Reaction of Structure Calculation by SAP 2000

SHEET : 5 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



soil 7.92 fsy 240MPa SF2 2.5

Dpile.300 300mm wpile.300 113kg

m Apile.300 452cm

2 soil 1546

kg

m3

3.3 Ultimate Pile Capacity

A. Axial Load Spun Pile Diameter 300mm Class A2

Pult300 72.60ton

B. Momen Capacity Spun Pile Diameter 300mm Class A2

Mult.300 3.75tonm

3.4 Pile Capacity

Efficiency pile factor :

s1 3 Dpile distance pile to pile

Eg 1( ) s1 3 Dpileif

1 n2 1( ) m2 m2 1( ) n2[ ]

90 m2 n2

otherwise

Eg 1

3. CALCULATION SHEET

3.1. Calculation Unit

N 0.1kg kgpm 1kg

m ton 1000kg MPa 106Pa

kN 1000N kgm 1 kg m tonm 1 ton m MPa 1N

mm2

kN 100kg kgpcm2 1kg

cm2

tonm 1000 kg m

3.2 Geometry

concrete 24kN

m3

fc' 24.9MPa fy 390MPa SF1 3

0.85

SHEET : 6 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Ep 33167.4841MPa

(young's modulus of the pile)Ep 4700 fc'pile MPa

Ip 39760.782cm4

(moment inertia of the pile)Ip1

64

Dpile.300

4

(young's modulus of the soil type sandy clay) >>> Braja M.DAS S page 161Es 10.35103kN

m2

(poison ratio of the soil)s 0.3

(diameter of pile)Dpile.300 0.3m

fc'pile 49.8MPa

fc'pile 0.83 60 MPa

Pile's Concrete : K-600

Allowable Horizontal Load

Qpull 165.6kNQall 668.6667kN

QpullQpu

SF2Qall

Qu

SF1

Qpu 414kNQu 2006kN

Pull capacity :Compression capacity :

End Bearing value (eb) is taken minimum value of = 40 * NSPT * L / D and < 400 * NSPT * Area

Friction value (fr) is taken minimum value of = 2 * NSPT * Perimeter * L

For type of soil sandy clay :

local cumm cumm0.0 Sand - - 0 0 0 0 0 0 0-1.0 Sand - - 0 0 0 0 0 0 0-2.0 Sand - - 0 0 0 0 0 0 0-3.0 Sand - - 0 0 0 0 0 0 0-4.0 Sand - - 60 60 905 965 42 0 42-5.0 Sand - - 60 121 905 1025 84 0 84-6.0 Sand - - 94 215 1414 1629 150 0 150-7.0 Sand - - 94 309 1414 1723 216 0 216-8.0 Sand - - 94 403 1414 1817 282 0 282-9.0 Sand - - 94 498 1414 1911 348 0 348-10.0 Sand - - 94 592 1414 2006 414 0 41450 66

50 6650 66

Depth (m)

Soil Properties Compression Capacity (kN) Pull Capacity (kN)

Layer NSPT cu (kN/m2) αFriction

End QuFriction

Wp Qpulocal

0 00 00 00 032 4232 4250 6650 66

Lp' 11.5mQ allowable based on BH 102 (at Blast Furnace Area) : for deepth

For Pile Diameter 300mm :

SHEET : 7 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Qhor1all.300 3.99tonQpu1all.300 13.3tonQc1all.300 53.2ton

Qhor1all.300 1.33Qhorall.300Qpu1all.300 1.33Qpuall.300Qc1all.300 1.33Qcall.300

Lateral capacity :Pull capacity :Compression capacity :

For Temporary Load :

Qhorall.300 3tonQpuall.300 10tonQcall.300 40ton

Lateral capacity :Pull capacity :Compression capacity :

nh 9000kN

m3

Constand of modulus of horizontal subgrade reaction By soil type Submerged sand (dense)

xz 10 mm Allowable displacement at the top of the pile

T''

5Ep Ip

nh characteristic length of the soil - pile system

T'' 1.0794m

Lp'

T''10.654

Lp'

T''5 So this is a long pile

Given : xz = 10 mm, at z = 0.00, Ax = 2.435

Ax 2.435 (Table 8.12 Braja M.Das)

Qhorxz Ep Ip

Ax T''3

Qhor 43.0639kN

So Based we can take :

For Permanent Load :

SHEET : 8 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



length of pile Ltb1 1.38m length of tie beam 1

He 3.5m height of embankment btb2 0.3m width of tie beam 2

Lp' 11.5m lenght effective of pile htb2 0.45m height of tie beam 2

Pped 0.2m length of pedestal Ltb2 5.28m length of tie beam 2

Lped 0.2m width of pedestal X 3m distance pedestal to pedestal

3.5 Foundation Design For Type 1

3.5.1 Loading Data

T1 0.85m thickness of pile cap h1 0.3mheight of pedestal

P 0.72m length of pile cap h2 0.22m

L 0.72m width of pile cap btb1 0.25m width of tie beam 1

npile 1 number of pile (for 1 pile cap) htb1 0.4m height of tie beam 1

Lp 15m

SHEET : 9 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



My1 0kN m

Mx1 0kN mMoment :

Fy1 0.01 kN

Fx1 0.12 kN Horisontal load :

V1 23.50kNVertical load :

1. Permanent Load (COMB 1DL + 1LL)

Output Reaction of Structure from SAP 2000 (Not Factored) :

B. Support Reaction Loads

Vfound 45.1759kN

Vfound Vcap 1.5Vped 0.5Vtiebeam Vpile Vsoil

Vsoil 6.6922kN

Vsoil P L Pped Lped h1 soil btb1 h1 0.5 Ltb1 soil btb2 h1 0.5 Ltb2 soil

A.5 Soil Weight

A. Foundation Loads

A.1 Pile Cap Weight

Vcap P L T1 concrete

Vcap 10.5754kN

A.2 Pedestal Weight

Vped Pped Lped h1 h2 concrete

Vped 0.4992kN

A.3 Tie Beam Weight

Vtb1 btb1 htb1 Ltb1 concrete

Vtb1 3.312kN

Vtb2 btb2 htb2 Ltb2 concrete

Vtb2 17.1072kN

Vtiebeam Vtb1 Vtb2

Vtiebeam 20.4192kN

A.4 Pile Weight

Vpile Lp wpile.300 npile

Vpile 16.95kN

SHEET : 10 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Pile coordinate from centre of pile cap : npile 1

Pile Coordinat :

x1_ 0m y1_ 0m

x2 1 x1_2

x2 0m2

y2 1y1_2

y2 0m2

A. Axial Load Capacity

1. Analysis For Permanent Load (COMB 1DL + 1LL)

Vfound 45.1759kN

Vertical load : V1 23.5kN

Horisontal load : Fx1 0.12 kN

Fy1 0.01 kN

Moment : Mx1 0kN m

My1 0kN m

2. Temporary Load 1 (COMB 1DL + 1LL + 1QX + 0.3QY)

V2 25.26kNVertical load :Fx2 3.85 kN

Horisontal load :Fy2 1.02 kN

Mx2 0kN mMoment :

My2 0kN m

3. Temporary Load 2 (COMB 1DL + 1LL + 0.3QX + 1QY)


Horisontal load : Fx3 1.46kN

Fy3 3.39 kN

Moment : Mx3 0 kN m

My3 0 kN m

Vtot Vfound V1

Vtot 68.6759kN

3.5.2 Checking for Pile Capacity

SHEET : 11 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Vtotal 8.3066ton

Vtotal Vfound 1.5 V2

My2 0kN m

Mx2 0kN mMoment :

Fy2 1.02 kN

Fx2 3.85 kNHorisontal load :


Vfound 45.1759kN

2. Analysis For Temporary Load 1 (COMB 1DL + 1LL + 1 QX + 0.3QY)

AxialFoundation1 "Ok"

AxialFoundation1 "Ok" Ppilemin1 0if

"Not Ok" otherwise

Ppilemin1 8.0426ton

Ppilemin1Vtotal

npile

My x1_

x2

Mx y1_

y2


AxialFoundation1 "Ok" Qcall.300 Ppilemax1if

"Not Ok" otherwise

Ppilemax1 8.0426ton

Ppilemax1Vtotal

npile

My x1_

x2

Mx y1_

y2

Pile Reaction :

My 0.1644 kN m

My My1 Fx1 T1 h1 h2

Mx 0.0137kN m

Mx Mx1 Fy1 T1 h1 h2

Moment :

SHEET : 12 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Vtotal 8.8481ton

Vtotal Vfound 1.5 V3

My3 0kN m

Mx3 0kN mMoment :

Fy3 3.39 kN

Fx3 1.46kNHorisontal load :


Vfound 45.1759kN

3. Analysis For Temporary Load 2 (COMB 1DL + 1LL + 0.3 QX + 1QY)



"Not Ok" otherwise

Ppilemin2 8.3066ton

Ppilemin2Vtotal

npile

My x1_

x2

Mx y1_

y2


AxialFoundation2 "Ok" Qc1all.300 Ppilemax2if

"Not Ok" otherwise

Ppilemax2 8.3066ton

Ppilemax2Vtotal

npile

My x1_

x2

Mx y1_

y2

Pile Reaction :

My 5.2745 kN m

My My2 Fx2 T1 h1 h2

Mx 1.3974kN m

Mx Mx2 Fy2 T1 h1 h2

Moment :

SHEET : 13 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Hpile 3.85kN

HpileHult

npile

Hult 3.85kN

Hult max Fx Fy

Fy 3.39kNFx 3.85kN

Fy max Fy1 Fy2 Fy3( )Fx max Fx1 Fx2 Fx3( )

Horizontal Load : (due to temporary load)

Qhor1all.300 39.9kN


B. Horizontal Load Capacity



"Not Ok" otherwise

Ppilemin3 8.8481ton

Ppilemin3Vtotal

npile

My x1_

x2

Mx y1_

y2



"Not Ok" otherwise

Ppilemax3 8.8481ton

Ppilemax3Vtotal

npile

My x1_

x2

Mx y1_

y2

Pile Reaction :

My 2.0002kN m

My My3 Fx3 T1 h1 h2

Mx 4.6443kN m

Mx Mx3 Fy3 T1 h1 h2

Moment :

SHEET : 14 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Shear Diagram :

Modeling in STAAD PRO {COMB 1 x (1.2DL + 1.6LL)} :

Vdistributed 75.2932kN

m

Vdistributed 1.2Vfound

L

Vfound 45.1759kN

Vmax 32.46kN

Vmax V1'

Loading :

My1' 0kN m

Mx1' 0kN mMoment :

Fy1' 0.01 kN

Fx1' 0.17kN Horisontal load :

V1' 32.46kNVertical load :

Output Reaction of Structure from SAP 2000 (Factored) :

a 0.36m

a 0.5 L

Reinforcement for X and Y direction (Bottom) :

A. Pile Cap Reinforcement

3.5.3 Pile Cap Design

HorizontalFoundation "Ok"

HorizontalFoundation "Ok" Qhor1all.300 Hpileif

"Not Ok" otherwise

SHEET : 15 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Used As D13-200 (As=6.637cm2)Asused 5.912cm2

Asused ' 1m d

' 0.0008

Reinforcement for X and Y direction (Top) :


Asused used 1m d

used min 0.025( )if

min minif

min 0.001 0

0.85 fc'

fy1 1

2 Rn

0.85 fc'

Rn 18.2474kN

m2

RnMn

0.8 L d2

Mn 5.74kN m

MnMu

0.85

L 0.72m

d 0.739m

d T1 100mm 11mm

Foundation actual height (for assumption use D22mm)

Mu 4.879kN m

Moment Diagram :

SHEET : 16 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



PunchingShear "Ok"

PunchingShear "Ok" Vu Vpcif

"Not Ok" otherwise

Vpc 238.4545ton

Vpc1

6

fc'

MPa MPa bo1 d

bo1 3.8877m

bo1 Dpile d

Allowable shear pile cap :

Vu 11.7975ton

VuPpilemax

0.75

Ppilemax 88.4809kN

Ppilemax max Ppilemax1 Ppilemax2 Ppilemax3

Maximum load by pile =

d 737.5mm

Dpile.300 0.3md T1 0.1m 0.0125mEffective height of pile cap =

T1 0.85m

Punching Shear Due to Pile Compress

B. Checking Pile Cap Shear Capacity

SHEET : 17 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Load supported by Reinforcement :

P''u Fzu P'u

P''u 471.51 kN

Concrete can accounts axial load, was not required again reinforcement but in execution in applies use minimum reinforcement.

So use reinforcement : Asped g Pped Lped dia 13 mm

Asped 4cm2

As_131

4 dia

2

As_13 1.3273cm2

nAsped

As_13

n 3.0136 Used As 4D13 (As=5.309m2)

Shear Reinforcement :

Shear Capacity of concrete :

Vxu 0.01kN

0.75

fsy 240N

mm2

3.5.4 Pedestal Design

Vxu Fy1' Vu 1.4 Vxu Fzu 1.4 V1'

Vxu 0.01kN Vu 0.014kN Fzu 45.444kN

Assumed : g 0.01 Ratio of reinforcement

0.65 Strenght reduction factor

Ag Pped Lped

Ag 40000mm2

Load supported by concrete area :

P'u 0.8 0.85 fc' Ag Ag g fy Ag g SK SNI T - 15 - 1991 03 ( 3.3-2 )

P'u 516.95kN

SHEET : 18 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



BW 1.38m

BW Ltb1

qult.tb1 4.9833kN

m

qult.tb1 1.4 qtb1

qtb1 3.5595kN

m

qtb1 btb1 htb1 concrete btb1 h1 soil

Dead Load (DL) :

Load of tie beam :

htb1 0.4m

Ltb1 1.38mbtb1 0.25m

Dimension of tie beam :

A.Tie Beam 1

3.5.5 Tie Beam Design

Used minimum shear reinforcement Ø10-150

ShearReinforcement "Used minimum shear reinforcement"

ShearReinforcement "Used minimum shear reinforcement" vc vnif

"Need shear reinforcement" otherwise

vn 0.0133kN

vnVxu

vc 22.2055kN

vc1

6fc' MPa b d

b 0.2m

b Lped

d 133.5mm

d Lped 50 mm 10 mm13 mm

2

fsy 240N

mm2

SHEET : 19 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Vu 3.4385kN

Vu 0.5 qult.tb1 Ltb1


Used As 2D16 (As=4.021cm2)Asused 1.5457cm2

Asused used btb1 d

used min 0.025( )if

min minif

min 0.0018 0.0001

0.85 fc'

fy1 1

2 Rn

0.85 fc'

Rn 0.0335N

mm2

RnMu

0.8 btb1 d2

d 0.3435m

d htb1 40 mm 10 mm13 mm

2

Mu 0.7908kN m

Mu1

12

qult.tb1 BW2

22

SHEET : 20 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



qult.tb2 5.5577kN

m

qult.tb2 1.2 qtb2

qtb2 4.6314kN

m


Dead Load (DL) :

Load of tie beam :

htb2 0.45m

Ltb2 5.28mbtb2 0.3m


B.Tie Beam 2





vn 0.0133kN

vnVxu

vc 71.1074kN

vc1

6fc' MPa b d

b 0.25m

b btb1

d 342mm


2

fsy 240N

mm2

0.75

SHEET : 21 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Super Dead Load (SDL from support reaction) :

V1' 32.46kN


Shear Diagram :

Moment Diagram :

Mu 34.335kN m


2

d 0.3935m

RnMu

0.8 btb1 d2

Rn 1.1087N

mm2

0.85 fc'

fy1 1

2 Rn

0.85 fc'

0.0029 min 0.0018

SHEET : 22 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009







vn 0.0133kN

vnVxu

vc 97.8038kN

vc1

6fc' MPa b d

b 0.3m

b btb2

d 392mm


2

fsy 240N

mm2

0.75

Vu 30.902kN



Asused used btb1 d

used min 0.025( )if

min minif

SHEET : 23 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Ddp = diametre of pile Dpile.300 0.3m

Pxn = maximum horizontal load

Mx = maximum pile momen capacity




Fy1 0.01 kN

Moment : Mx1 0kN m

My1 0kN m

X direction : Y direction :

Hloadx Fx1 Hloady Fy1

Hloadx 0.12kN Hloady 0.01kN

3.5.6. Checking Pile Head due to Horizontal & Moment Load

Joint Pile to Pile Cap (L2)

Compressive concrete strength (K-300) : fc' 24.9MPa

Yield steel strength: fy 390MPa

Allowable bearing pressure: f_cb 0.33 fc'

f_cb 8.217MPa

Bearing Force:H

Apcf_cb

h 0.175m

hpc h 0.075m

hpc 0.25m

Where : Apc = bearing area Apc Dpile.300 hpc Apc 0.075m2

SHEET : 24 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Moment : Mx2 0kN m

My2 0kN m




f_bx

Hloadx

Apc

6 Mx2

Dpile hpc2

npile f_by

Hloady

Apc

6 My2

Dpile hpc2

npile

f_bx 0.0513MPa f_by 0.0136MPa

Hloadx

Apc0.0513MPa

Hloady

Apc0.0136MPa

f_cb 8.217MPa f_cb 8.217MPa

Checkx1 "Ok" f_bx f_cbif

"Not Ok" otherwise

Checky1 "Ok" f_by f_cbif

"Not Ok" otherwise

Checkx1 "Ok" Checky1 "Ok"

f_bx

Hloadx

Apc

6 Mx1

Dpile hpc2

npile f_by

Hloady

Apc

6 My1

Dpile hpc2

npile


Hloadx

Apc0.0016MPa

Hloady

Apc0.0001MPa



"Not Ok" otherwise


"Not Ok" otherwise


Checkx2 "Ok"Hloadx

Apcf_cbif

"Not Ok" otherwise

Checky2 "Ok"Hloady

Apcf_cbif

"Not Ok" otherwise


2. Temporary Load 1 (COMB 1DL + 1LL + 1 QX + 0.3QY)



Fy2 1.02 kN

SHEET : 25 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



f_bx

Hloadx

Apc

6 Mx3

Dpile hpc2

npile f_by

Hloady

Apc

6 My3

Dpile hpc2

npile


Hloadx

Apc0.0195MPa

Hloady

Apc0.0452MPa



"Not Ok" otherwise


"Not Ok" otherwise


Checkx2 "Ok"Hloadx

Apcf_cbif

"Not Ok" otherwise

Checky2 "Ok"Hloady

Apcf_cbif

"Not Ok" otherwise


So Distance Joint Pile to Pile Cap: L2 hpc

L2 0.25m

Checkx2 "Ok"Hloadx

Apcf_cbif

"Not Ok" otherwise

Checky2 "Ok"Hloady

Apcf_cbif

"Not Ok" otherwise


3. Temporary Load 2 (COMB 1DL + 1LL + 0.3 QX + 1QY)



Fy3 3.39 kN

Moment : Mx3 0kN m

My3 0kN m




SHEET : 26 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Ltb1 3.78m length of tie beam (the longest tie beam)

He 3.5m height of embankment

Lp' 11.5m lenght effective of pile

Pped 0.47m length of pedestal

Lped 0.24m width of pedestal

A. Foundation Loads

A.1 Pile Cap Weight

Vcap P L T1 concrete

Vcap 10.5754kN

A.2 Pedestal Weight

Vped Pped Lped h1 h2 concrete

Vped 1.4077kN

A.3 Tie Beam Weight

Vtiebeam btb1 htb1 Ltb1 concrete

Vtiebeam 9.072kN

3.6 Foundation Design For Type 2

3.6.1 Loading Data

T1 0.85m thickness of pile cap h1 0.3mheight of pedestal

P 0.72m length of pile cap h2 0.22m

L 0.72m width of pile cap btb1 0.25m width of tie beam

npile 1 number of pile (for 1 pile cap) htb1 0.4m height of tie beam

Lp 15m length of pile

SHEET : 27 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



V2 166.97kNVertical load :Fx2 0.23kN

Horisontal load :Fy2 19.24 kN

Mx2 0kN mMoment :

My2 0kN m

3. Temporary Load 2 (COMB 1DL + 1LL + 0.3QX + 1QY)



Fy3 26.24 kN

Moment : Mx3 0 kN m

My3 0 kN m

Vtot Vfound V1

Vtot 185.2117kN

A.4 Pile Weight

Vpile Lp wpile.300 npile

Vpile 16.95kN

A.5 Soil Weight

Vsoil P L Pped Lped h1 soil btb1 h1 0.5 Ltb1 soil

Vsoil 4.0726kN

Vfound Vcap Vped 0.5Vtiebeam Vpile Vsoil

Vfound 37.5417kN

B. Support Reaction Loads

Output Reaction of Structure from SAP 2000 (Not Factored) :




Fy1 15.76 kN

Moment : Mx1 0kN m

My1 0kN m

2. Temporary Load 1 (COMB 1DL + 1LL + 1QX + 0.3QY)

SHEET : 28 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Ppilemax1 18.5212ton

Ppilemax1Vtotal

npile

My x1_

x2

Mx y1_

y2

Pile Reaction :

My 0.0137kN m

My My1 Fx1 T1 h1 h2

Mx 21.5912kN m

Mx Mx1 Fy1 T1 h1 h2

Moment :

Vtotal 18.5212ton

Vtotal Vfound V1

My1 0kN m

Mx1 0kN mMoment :

Fy1 15.76 kN



Vfound 37.5417kN

1. Analysis For Permanent Load (COMB 1DL + 1LL)

A. Axial Load Capacity

y2 0m2

y2 1y1_2

x2 0m2

x2 1 x1_2

y1_ 0mx1_ 0m

Pile Coordinat :

npile 1Pile coordinate from centre of pile cap :

3.6.2 Checking for Pile Capacity

SHEET : 29 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009





"Not Ok" otherwise


Ppilemax2Vtotal

npile

My x1_

x2

Mx y1_

y2

Pile Reaction :

My 0.3151kN m

My My2 Fx2 T1 h1 h2

Mx 26.3588kN m

Mx Mx2 Fy2 T1 h1 h2

Moment :

Vtotal 20.4512ton

Vtotal Vfound V2

My2 0kN m

Mx2 0kN mMoment :

Fy2 19.24 kN



Vfound 37.5417kN

2. Analysis For Temporary Load 1 (COMB 1DL + 1LL + 1 QX + 0.3QY)



"Not Ok" otherwise

Ppilemin1 18.5212ton

Ppilemin1Vtotal

npile

My x1_

x2

Mx y1_

y2


AxialFoundation1 "Ok" Qcall.300 Ppilemax1if

"Not Ok" otherwise

SHEET : 30 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009





"Not Ok" otherwise


Ppilemin3Vtotal

npile

My x1_

x2

Mx y1_

y2



"Not Ok" otherwise


Ppilemax3Vtotal

npile

My x1_

x2

Mx y1_

y2

Pile Reaction :

My 0.1233kN m

My My3 Fx3 T1 h1 h2

Mx 35.9488kN m

Mx Mx3 Fy3 T1 h1 h2

Moment :

Vtotal 23.9552ton

Vtotal Vfound V3

My3 0kN m

Mx3 0kN mMoment :

Fy3 26.24 kN



Vfound 37.5417kN

3. Analysis For Temporary Load 2 (COMB 1DL + 1LL + 0.3 QX + 1QY)



"Not Ok" otherwise


Ppilemin2Vtotal

npile

My x1_

x2

Mx y1_

y2

SHEET : 31 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Vfound 37.5417kN

Vmax 204.66kN

Vmax V1'

Loading :

My1' 0kN m

Mx1' 0kN mMoment :

Fy1' 21.83 kN

Fx1' 0.02kN Horisontal load :

V1' 204.66kNVertical load :

Output Reaction of Structure from SAP 2000 (Factored) :

a 0.36m

a 0.5 L

B. Horizontal Load Capacity


Qhor1all.300 39.9kN

Horizontal Load : (due to temporary load)

Fx max Fx1 Fx2 Fx3( ) Fy max Fy1 Fy2 Fy3( )

Fx 0.23kN Fy 26.24kN

Hult max Fx Fy

Hult 26.24kN

HpileHult

npile

Hpile 26.24kN

HorizontalFoundation "Ok" Qhor1all.300 Hpileif

"Not Ok" otherwise

HorizontalFoundation "Ok"

3.6.3 Pile Cap Design

A. Pile Cap Reinforcement

Reinforcement for X and Y direction (Bottom) :

SHEET : 32 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009




Asused used 1m d

used min 0.025( )if

min minif

min 0.001 0

0.85 fc'

fy1 1

2 Rn

0.85 fc'

Rn 15.1656kN

m2

RnMn

0.8 L d2

Mn 4.7706kN m

MnMu

0.85

L 0.72m

d 0.739m

d T1 100mm 11mm

Foundation actual height (for assumption use D22mm)

Mu 4.055kN m

Moment Diagram :

Shear Diagram :


Vdistributed 62.5696kN

m

Vdistributed 1.2Vfound

L

SHEET : 33 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



PunchingShear "Ok"

PunchingShear "Ok" Vu Vpcif

"Not Ok" otherwise

Vpc 238.4545ton

Vpc1

6

fc'

MPa MPa bo1 d

bo1 3.8877m

bo1 Dpile d

Allowable shear pile cap :

Vu 31.9402ton

VuPpilemax

0.75

Ppilemax 239.5517kN

Ppilemax max Ppilemax1 Ppilemax2 Ppilemax3

Maximum load by pile =

d 737.5mm

Dpile.300 0.3md T1 0.1m 0.0125mEffective height of pile cap =

T1 0.85m

Punching Shear Due to Pile Compress

B. Checking Pile Cap Shear Capacity


Asused ' 1m d

' 0.0008

Reinforcement for X and Y direction (Top) :

SHEET : 34 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



P''u Fzu P'u

P''u 1171.27 kN

Concrete can accounts axial load, was not required again reinforcement but in execution in applies use minimum reinforcement.

So use reinforcement : Asped g Pped Lped dia 16 mm

Asped 11.28cm2

As_161

4 dia

2

As_16 2.0106cm2

nAsped

As_16

n 5.6102 Used As 6D16 (As=12.064m2)


Shear Capacity of concrete :

Vxu 21.83kN

0.75

fsy 240N

mm2

d Lped 50 mm 10 mm13 mm

2

d 173.5mm

3.6.4 Pedestal Design

Vxu Fy1' Vu 1.4 Vxu Fzu 1.4 V1'

Vxu 21.83kN Vu 30.562kN Fzu 286.524kN

Assumed : g 0.01 Ratio of reinforcement

0.65 Strenght reduction factor

Ag Pped Lped

Ag 112800mm2

Load supported by concrete area :

P'u 0.8 0.85 fc' Ag Ag g fy Ag g SK SNI T - 15 - 1991 03 ( 3.3-2 )

P'u 1457.8kN

Load supported by Reinforcement :

SHEET : 35 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



BW 3.78m

BW Ltb1

qult.tb1 4.9833kN

m

qult.tb1 1.4 qtb1

qtb1 3.5595kN

m


Dead Load (DL) :

Load of tie beam :

htb1 0.4m

Ltb1 3.78mbtb1 0.25m


3.6.5 Tie Beam Design





vn 29.1067kN

vnVxu

vc 34.6305kN

vc1

6fc' MPa b d

b 0.24m

b Lped

SHEET : 36 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



fsy 240N

mm2

0.75

Vu 9.4184kN

Vu 0.5 qult.tb1 Ltb1



Asused used btb1 d

used min 0.025( )if

min minif

min 0.0018 0.0006

0.85 fc'

fy1 1

2 Rn

0.85 fc'

Rn 0.2514N

mm2

RnMu

0.8 btb1 d2

d 0.3435m


2

Mu 5.9336kN m

Mu1

12

qult.tb1 BW2

22

SHEET : 37 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009


CONVEYOR C-1 B/C FOUNDATIONfsy 240

N

mm2


2

d 342mm

b btb1

b 0.25m

vc1

6fc' MPa b d

vc 71.1074kN

vnVxu

vn 29.1067kN





3.6.6. Checking Pile Head due to Horizontal & Moment Load

Joint Pile to Pile Cap (L2)

SHEET : 38 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



Fx1 0.01kN

Fy1 15.76 kN

Moment : Mx1 0kN m

My1 0kN m




f_bx

Hloadx

Apc

6 Mx1

Dpile hpc2

npile f_by

Hloady

Apc

6 My1

Dpile hpc2

npile


Hloadx

Apc0.0001MPa

Hloady

Apc0.2101MPa



"Not Ok" otherwise


"Not Ok" otherwise


Compressive concrete strength (K-300) : fc' 24.9MPa

Yield steel strength: fy 390MPa

Allowable bearing pressure: f_cb 0.33 fc'

f_cb 8.217MPa

Bearing Force:H

Apcf_cb

h 0.175m

hpc h 0.075m

hpc 0.25m

Where : Apc = bearing area Apc Dpile.300 hpc Apc 0.075m2

Ddp = diametre of pile Dpile.300 0.3m

Pxn = maximum horizontal load

Mx = maximum pile momen capacity



Horisontal load :

SHEET : 39 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



f_by 0.2565MPa

Hloadx

Apc0.0031MPa

Hloady

Apc0.2565MPa



"Not Ok" otherwise


"Not Ok" otherwise


Checkx2 "Ok"Hloadx

Apcf_cbif

"Not Ok" otherwise

Checky2 "Ok"Hloady

Apcf_cbif

"Not Ok" otherwise


3. Temporary Load 2 (COMB 1DL + 1LL + 0.3 QX + 1QY)



Fy3 26.24 kN

Moment : Mx3 0kN m

My3 0kN m

Checkx2 "Ok"Hloadx

Apcf_cbif

"Not Ok" otherwise

Checky2 "Ok"Hloady

Apcf_cbif

"Not Ok" otherwise


2. Temporary Load 1 (COMB 1DL + 1LL + 1 QX + 0.3QY)



Fy2 19.24 kN

Moment : Mx2 0kN m

My2 0kN m




f_bx

Hloadx

Apc

6 Mx2

Dpile hpc2

npile f_by

Hloady

Apc

6 My2

Dpile hpc2

npile

f_bx 0.0031MPa

SHEET : 40 of 40

REV. : A

DATE : 02-12-2011

DOC NO. : BF810-EC222-0009



L2 0.25m

L2 hpcSo Distance Joint Pile to Pile Cap:

Checky2 "Ok"Checkx2 "Ok"

Checky2 "Ok"Hloady

Apcf_cbif

"Not Ok" otherwise

Checkx2 "Ok"Hloadx

Apcf_cbif

"Not Ok" otherwise

Checky1 "Ok"Checkx1 "Ok"


"Not Ok" otherwise


"Not Ok" otherwise

f_cb 8.217MPaf_cb 8.217MPa

Hloady

Apc0.3499MPa

Hloadx

Apc0.0012MPa

f_by 0.3499MPaf_bx 0.0012MPa

f_by

Hloady

Apc

6 My3

Dpile hpc2

npilef_bx

Hloadx

Apc

6 Mx3

Dpile hpc2

npile

Hloady 26.24kNHloadx 0.09kN

Hloady Fy3Hloadx Fx3

Y direction :X direction :

Pondasi Conveyor C-1_rev a (02!12!2011)

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