mathcad - pon 86m 5ton minipile-bekasi rev1

8/13/2019 Mathcad - Pon 86m 5ton Minipile-bekasi Rev1

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TOWER 86 m 5 Ton SITE : BEKASI

MINI PILE FOUNDATION ANALYSIS

TOWER 86 m 5 Ton BEKASI

1) ALLOWABLE SOIL PRESSURE at 1.5 m

qc S1

qc1 27.5kgf

cm2

:=

qc S2

qc2 12.5kgf

cm2

:=

qc S3

qc3 22.5kgf

2:=


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2) LOAD (from Structural Design Calculation )

Tension Force (Uplift)T 1085.031kN:= Fzmax T:=

Compression Force C 1247.115kN:= Fzmax1 C:=

Fx 96.919kN:= Fx 9882.988 kgf ⋅= Horizontal Force

Fy 96.951kN:= Fy 9886.251 kgf ⋅=

Fa max Fx Fy,( ):= Fa 96951N= Fa 9886.251 kg⋅=Maximum Horizontal Force

3) DIMENSION FOUNDATION

Concrete

Height of the top of pedestal to bottom pad h 1.80m:=

Height of pedestal above ground level ht 0.30m:=

Pad

Thickness of pad at the face of pedestal hm 0.5m:=

Width of Pad B 2.1m:=

Length of Pad L 3m:=

Pedestal

Width of pedestal bb 0.60m:= bt bb:=Height of pedestal at the bottom

hts h hm−:= hts 1.3m=

Tie Beam

btb 0.3m:=Width of Tie Beam

Height of Tie Beam htb 0.50m:=

hg 0.15m:=Depth of Tie Beam under ground level

Length of Tie Beam Wbase 10.00m:= overlaps

hs 0m( ) h ht hg+ htb+ hm+( )− 0


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4) MATERIAL SPECIFICATION

Specified Yield Strength of Steel

f y1 240N

mm2

:= for diameter < φ 12 mm (undeformed rebar)

f y2 390N

mm2

:= for diameter > φ 13 mm (deformed rebar)

Specified Compressive Stregth of Concrete

K 22.5N

mm2

:= f c 0.83K:= f c 18.675N

mm2

⋅=

Unit weight of Water

γw 9810 N

m3

:=

Unit weight of Concrete

γc 24000N

m3

:=

Unit weight of Steel

γs 78500N

m3

:=

Unit weight of Soil

γsoil 15000N

m3

:=

β1 0.85:=Concrete strength of factor

Minimum Reinforcement ratio

ρmin1.38

f y2mm

2

N⋅

:= ρmin 0.00354=


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5) CHECK STABILITY

WEIGHT OF CONCRETE

Weight of Foot Plate

Wfp B L⋅ hm⋅ γc⋅:= Wfp 7709.055 kgf ⋅=

Weight of Pedestal

Wped bb bt⋅ hts⋅ γc⋅:= Wped 1145 kgf ⋅=

Weight of tie Beam

Wtb btb htb⋅ Wbase( )⋅ γc⋅:= Wtb 3671 kgf ⋅=

Weight of Concrete

Wcon Wfp Wped+ Wtb+:= Wcon 12525 kgf ⋅=

Volume of Concrete

Vcon

Wcon

γc

:= Vcon 5.118 m3

⋅=

VOLUME of CONCRETE

Vpadd

Wfp

γc

:= Vpadd 3.15 m3

⋅=

Vpedestd

Wped

γc

:= Vpedestd 0.468 m3

⋅=

Vtiebmd

Wtb

γc:= Vtiebmd 1.5 m

3

⋅=

VOLUME of CONCRETE Actual

Vconcrtd Vpadd Vpedestd+ Vtiebmd+:= Vconcrtd 5.118 m3

⋅=

VOLUME of CONCRETE Ground Water Table Effect


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VOLUME of SOIL

VOLUME of SOIL Ground Water Table Effect

Vsoild hdepth B⋅ B⋅( ):= Vsoild 6.615 m3

⋅=

Vbfd Vsoild Vpadd−:= Vbfd 3.465 m3

⋅=

VOLUME of SOIL ActualVsoilw 0.000m

3:=

WEIHGT of SOIL

Wsoil γsoil Vsoild⋅ γsoil γw−( ) Vsoilw⋅+:= Wsoil 10118.134 kgf ⋅=Wbf γsoil Vbfd⋅:= Wbf 5299.975 kgf ⋅=

DATA REQUIRED for CALCULATION BORE PILES CAPACITY

DATA BORED PILES

Quantity of Pile npile 6:= Piles

Maximum distance of pile from center of mass

xmax 0.45m:= ymax 0.45m:=

xmax 0.45m= ymax 0.45m=

Number of Piles in the direction

npilex 3:= npiley 3:=

Total Quadratic distance for number of piles in the direction :

ΣX npile xmax( )2

⋅:= ΣX 1.215 m2

=

ΣY npile ymax( )2

⋅:= ΣY 1.215 m2

=

Center distance of pile to pile: sp 0.90m:=

Diameter of pile ∆pile 0.6m:=

Cross section Area of pile:

Apile1

4π ∆pile⋅ ∆pile⋅:= Apile 0.283m

2=

Circumference of pile:

C ∆ C 1 885m


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A) ALLOWABLE BEARING CAPACITY PER PILE - COMPRESSIVE

Total Compression Force :

Ptotcomp Wconcrt npileWpile+ C+ Vpadd γsoil⋅−:= Ptotcomp 186774.792 kgf ⋅=

End Bearing Capacity Based on DCPT at -16.00 m:

qce1 165kgf

cm2

:= qce2 180kgf

cm2

:= qce3 125kgf

cm2

:=

Average Allowable Soil Pressure at -16.00 m

qend

qce1 qce2+ qce3+

2

20

⎛

⎜⎝

⎞

⎟ ⎠

∆pile

1m⋅ 1

Ldepth

∆pile

⎛

⎝

⎞

⎠+

⎡

⎣

⎤

⎦⋅

⎡

⎢

⎣

⎤

⎥

⎦3

:= qend 57.183kgf

cm2

⋅=

End Bearing Capacity

Qend qend Apile⋅:= Qend 161682.066 kgf ⋅=

Skin Friction Capacity Based on CPT for -16.00 m (Meyerhof) :

qstot

444 568+ 560+( )

3

kgf

cm

5:=

Skin Friction Capacity per pile

Qskin qstot( ) Cpile⋅:= Qskin 19754.335 kgf ⋅=

Skin Friction Capacity All pile

Qskint npile Qskin⋅:= Qskint 118526.008 kgf ⋅=

Maximum Allowable Bearing Capacity per pile :

Qut Qend Qskin+:= Qut 181436.401 kgf ⋅=

Maximum Allowable Bearing Group Capacity per pile :

Qug Qut npile⋅( ):= Qug 1.089 106

× kgf ⋅=

Q 1 089 106

× kgf⋅= Must be > OK!!!!Pt t 1 868 105

× kgf⋅=


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B) ALLOWABLE BEARING CAPACITY PER PILE - TENSION

Total Tension Force :

PtotTens T:= PtotTens 1.106 105

× kgf ⋅=

Skin Friction Capacity

Qskint 1.185 105

× kgf ⋅= Must be > OK!!!!PtotTens 1.106 105

× kgf ⋅=

SFtens

Qskint Wconcrt npileWpile+ Wbf +( )+PtotTens

:=

SFtens 1.701= Must be > 1.5 OK!!!!

C) F ACTOR SAFETY for SLIDING

Total Lateral Force :

Fxy Fx2

Fy2

+:= Fxy 13978.963 kgf ⋅=

Friction Coeffecient : ϕfr 0.45:=

SFsliding ϕfr

Wcon C+( )Fxy

⋅:=

SFsliding 4.497= Must be > 1.5 OK!!!!

D) FACTOR SAFETY for PUNCHING SHEAR

Magnified for structute under 213 m μf 1.30:=

Factored shear force at section

Fzcmax μf C Wcon+( )⋅ Wfp−:= Fzcmax 1.739 105

× kgf ⋅=

Strenght reduction factor for shear ϕsh

0.85:=

Ratio of long side to short side

βcB

B:= βc 1=

Normal diameter of Bar dbpad 19mm:=


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Shear strenght of concrete

ϕsh * Fzcpsh = Fzcpsh1 but not greater than Fzcpsh2

For two direction punch shear

Fzcpsh1 ϕsh 12

βc

+⎛

⎝

⎞

⎠

⋅

f cN

mm2

⋅

6

⋅ bo⋅ dpad⋅

⎡

⎢

⎣

⎤

⎥

⎦

:= Fzcpsh1 3.653 105

× kgf ⋅=

But not greater than

Fzcpsh2 ϕsh

f cN

mm2

⋅

3⋅ bo⋅ dpad⋅

⎛

⎜

⎝

⎞

⎟

⎠:= Fzcpsh2 2.435 10

5× kgf ⋅=

Shear strenght of concrete

Fzcpsh min Fzcpsh1 Fzcpsh2,( ):=Fzcpsh 2.435 10

5× kgf ⋅=

SFpshear

ϕsh Fzcpsh⋅

Fzcmax:=

SFpshear 2.381= Must be > 1.5 OK!!!!

E) DETERMINE the REINFORCEMENT in EACH DIRECTION

Top and Bottom Reinforcement

Factor Uniform Load

qbot

μ

f

W

con

Fzcmax+

( )⋅

B2

:= qbot 0.539 Nmm

2⋅=

Critical section for moment is at the face of pedestal

B b( )⎡ ⎤2⎡ ⎤


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ρmin

1.38

f y2mm2

N⋅

:= ρmin

0.00354=

Balanced Reinforcement ratio

ρbal

0.85 f c⋅ β1⋅( )f y2

600N

mm2

600N

mm2

f y2+

⋅:= ρbal 0.021=

Maxmum Reinforcement ratio

ρmax3

4ρbal⋅:= ρmax 0.016=

Nominal Moment strenght

Mnbot

Mbot

ϕflex

:= Mnbot 353662.504 N m⋅⋅=

Rnbot

Mnbotmm

2

N⋅

B dpad( )2

⋅:= Rnbot 0.796=

mf y2

0.85 f c⋅:= m 24.569=

Required reinforcement ratio

ρreqbot1

m1 1

2 m⋅ Rnbot⋅

f y2mm

2

N⋅

−⎛ ⎜

⎝

⎞⎟

⎠

−⎡⎢

⎣

⎤⎥

⎦

⋅:= ρreqbot 0.002095=

Use reinforcement ratio


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Abar

1

4π⋅ d

bpad

2⋅:= A

bar 2.835 cm

2⋅=

Number of Bar

n

barbot

round Areqbot

Abar

1+⎛

⎝

⎞

⎠0,

⎡

⎣

⎤

⎦:= n

barbot

13=

Spacing of Bar

SbarbotB

nbarbot 1−

⎛

⎝

⎞

⎠:= Sbarbot 175 mm⋅=

Used Spacing

S1B

nbarbot 1−:= S1 175 mm⋅=

Use nbarbot 13= with diameter dbpad 19 mm⋅= Or with spacing S1 175 mm⋅=

for Foot p late used D19 - 150 mm


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F) REINFORCEMENT for PEDESTAL

Magnified for structure under 213 m μf 1.30:=

Tension

Factored maximum tension forces

FZTmax μf T⋅:= FZTmax 1410540.3N=

Factored moment forces

Mytm μf Fy hts⋅( )⋅:= Mytm 163847.19 m N⋅=

CompressionFactored maximum compression forces

FZC1max μf C⋅:= FZC1max 1621249.5 N=

Factored moment forces

Mxtm μf Fx hts⋅( )⋅:= Mxtm 163793.11 m N⋅=

From the Interaction Diagram, Use Reinforcement as follow :

REINFORCEMENT for Pedestal used 22 D19

Stirrups for Pedestal used 10 - 150 mm


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x

y

600 x 600 mm

f'c = 23 MPa

fy = 390 MPa

Confinement: Tied

clr cover = 51 mm

spacing = 61 mm

22 N-19 at 1.73%

As = 6226 mm^2

Ix = 1.080e+010 mm^4

Iy = 1.080e+010 mm^4

Xo = 0 mm

Yo = 0 mm

PCACOL V2.30

Pn k

N

Mn (0°) (kN-m)

6436

5149

-2185

620

1

2

1993 PCAc

Licensed To: Licensee name not yet specified.

File name: G:\DOCYUD~1\DATA\MASTER\PCACOL~1\TWR86 COL 08/21/13 PCACOL(tm)V2.30 Proprietary Software of PORTLAND CEMENT ASSN. Page 109:41:54 Licensed to: Licensee name not yet specified.


14/20

y p

OOOOOOO OOOOO OOOOO OOOOO OOOOO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OO OOOOOOO OO OO OO OO OOOOOOO OO OO OO OO OO OO OO OO OO

OO OO OO OO OO OO OO OO OO OOOO OOOOO OO OO OOOOO OOOOO OOOOO (TM)

======================================================================== Computer program for the Strength Design of Reinforced Concrete Sections ========================================================================

Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program.

08/21/13 PCACOL(tm)V2.30 Proprietary Software of PORTLAND CEMENT ASSN. Page 209:41:54 Licensed to: Licensee name not yet specified.


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General Information: ==================== File Name: G:\DOCYUD~1\DATA\MASTER\PCACOL~1\TWR86.COL Project: ZYDHI Code: ACI 318-89 Column: TOWER 86 m Units: SI Metric Engineer: Yudhy Date: 08/21/13 Time: 09:25:03

Run Option: Investigation Short (nonslender) column Run Axis: Biaxial Column Type: Structural

Material Properties: ==================== f'c = 22.5 MPa fy = 390 MPa Ec = 23981.5 MPa Es = 199955 MPa fc = 19.125 MPa erup = 0 mm/mm eu = 0.003 mm/mm

Stress Profile: Block Beta1 = 0.85

Geometry: ========= Rectangular: Width = 600 mm Depth = 600 mm

Gross section area, Ag = 360000 mm^2 Ix = 1.08e+010 mm^4 Xo = 0 mm Iy = 1.08e+010 mm^4 Yo = 0 mm

Reinforcement:

============== Rebar Database: User-defined Size Diam Area Size Diam Area Size Diam Area ------------------------------------------------------------------- 10 11 100 15 16 200 19 19 283 20 20 300 25 25 500 30 30 700 35 36 1000 45 44 1500 55 56 2500

Confinement: Tied; phi(c) = 0.7, phi(b) = 0.9, a = 0.8 N-10 ties with N-30 bars, N-10 with larger bars.

Layout: Rectangular Pattern: Equal Bar Spacing [Cover to transverse reinforcement (ties)]

Total steel area, As = 6226 mm^2 at 1.73%

22N-19 Cover = 40 mm

08/21/13 PCACOL(tm)V2.30 Proprietary Software of PORTLAND CEMENT ASSN. Page 309:41:54 Licensed to: Licensee name not yet specified.


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Applied Loads Computed Strength Computed/ P Mx My P Mx My Applied Pt. (kN) (kN-m) (kN-m) (kN) (kN-m) (kN-m) Ray length ---------------------------------------------------------------- 1 1621 176 0 4116 459 -0 2.539 2 -1411 176 0 -1478 186 -0 1.048

Program completed as requested!


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G) REINFORCEMENT for TIE BEAM

Total Compression Force

Ctot

2 C⋅

1.40

⎛

⎝

⎞

⎠:= Ctot 1.782 106

× N⋅=

Length of Tie Beam Ltie Wbase:= Ltie 10 m=

Uniform Load for Tie Beam

qtb

Ctot

Ltie

:= qtb 178159.2861

mN⋅=

qtb

Ltie

M A Mtbmax M A

Ltie 2x1−x1 x1

Maximum Moment forces

Mtbmax

qtb Ltie2

⋅

24:= Mtbmax 742330.357m N⋅=

Moment forces at fix side


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Concrete Coverppad 40mm:=

Effective depth of Tie Beam

dtie htb ppad−:= dtie 46 cm⋅=

Rn

Mntie

ϕm btb⋅ dtie2

⋅

⎛

⎝

⎞

⎠

mm2

N

⎛

⎝

⎞

⎠⋅:=

Rn 12.993=

m1

f y2

0.85 f c⋅:= m1 24.569=

Required Reinforcement ratio

ρreq1

m1

1 12 m1⋅ Rn⋅

f y2mm

2

N⋅

⎛

⎜

⎝

⎞

⎟

⎠

−−⎡

⎢

⎣

⎤

⎥

⎦

⋅:=

ρreq 0.028=

Used Reinforcement ratio

ρused ρmin ρmin ρreq≥if

ρreq ρreq ρmin≥if

:=

ρused 0.028=

Required Area for Reinforcement

Atiereq ρused btb⋅ dtie⋅:= Atiereq 3864 mm2

⋅=

Ause Atiereq:=

Normal diameter of Bar dbpad 16mm:=

Area of Bar

Abar 1

4π⋅ dbpad

2⋅:= Abar 201.062 mm

2⋅=


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Shear Reinforcement

Nominal diameter for stirrups dstr 10mm:=

Quantity of section nstr 2:=

For Shear Reinforcement, use minimum steel shear reinforcement

Avtie1 nstr 1

4⋅ π⋅ dstr

2⋅:=

Avtie1 157.08 mm2

⋅=

Required Stirrup Spacing

Stie

3 Avtie1⋅ f y2⋅mm

2

N⋅

btb

:= Stie 612.611 mm⋅=

Maximum Stirrup Spacing

Stie2

htb ppad−

2:= Stie2 230 mm⋅=

So, Using dstr 10 mm⋅= with Stie2 230 mm⋅=

Tie Beam Reinforcement :

for Top and bottom used 4 D16

for Middle used 2 10

Stirrup used 10 - 200 mm


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mathcad - pon 86m 5ton minipile-bekasi rev1

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