pile design guide

7/29/2019 Pile Design Guide

1/46

PRESTRESSED PILI

TECHNICAL DETAILS AND SAMPLE CALCULATIONS


2/46

Prestressed Piling

Prestressed concrete piling are vital elements in the foundaons of buildings, bridges and marine structures

throughout the world. They vary in size from 10 in. (254 mm)

square piles used in building foundaons to the 66 in. (1676

mm) diameter cylinder piles used in marine structures

and bridges. Many areas of North America have poor soilcondions requiring pile foundaons for even relavely light

structures. In such areas, prestressed concrete piling have

come to be the usual method of construcon, having been

proven the logical choice of materials where permanence,

durability and economy must be considered. Heavy marine

structures oen rely on prestressed concrete piling driven

through deep water or through deep layers of unsuitable

material for their support. Prestressed concrete piling can

be designed to safely support these heavy loads as well as

lateral loads caused by wind, waves and earthquakes. In marine environments

these piles can resist corrosion caused by salt water and by thousands of cycles

of weng and drying.1

The following pages contain the

specicaons and service load

interacon diagrams for the majority

of the standard pile sizes for Heldenfels

Enterprises, Inc. This informaon is

to be used to assist engineers in the

design of their projects. This manual is

not intended to replace the necessityof a profession engineered design.

1 Recommended Pracce for Design, Manufacture and Installaon of Prestressed Concrete Piling, PCI Commiee on Prestressed Concrete Piling, Mar-Apr 1993


3/46


4/46

Precast/PrestressedPiling:ServiceLoadInteractionDiagram

200

100

0

100

200

300

400

500

0.0 10.0 20.0 30.0 40.0 50.0 60.0

Serv

iceAxialLoad

(kips)

ServiceBendin Moment ki *feet

ServiceLoadInteractionDiagram

PileSize= 12 " x 12 "PrestressingStrand

NormalWeight Type= 270 ksi,Lolax

6000 psi Size=

4000 psi Qty.= 4

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

200

100

0

100

200

300

400

500

0.0 10.0 20.0 30.0 40.0 50.0 60.0

Serv

iceAxialLoad

(kips)

ServiceBendingMoment(kip*feet)


DATE

6/9/2010BY SHEET

cK Structural 12x12A

5700IH 35South,Sa nMarcos,TX 78666,phone,512.396.2376,www.heldenfels.com

Heldenfels Enterprises, Inc.

EngineeringDepartment 12"x12"Pile,TypeASTANDARD PILING


5/46

DesignCriteria

1)ServiceLoadDesign.

2)Allowable

Compressive

Stress

=0.45f'c

for

SUSTAINED

LOADS.

3)AllowableTensionStress=0forSUSTAINEDLOADS.

4)ForTEMPORARYLOADS,AllowableCompressiveStress=0.60f'c.

5)ForTEMPORARYLOADS,AllowableTensionStress=0.

6)Assumeasustainedcompressionserviceloadequalto: 100 kips.

7)UsePCImethodforestimatingprestresslosses.

8)BendingisaboutprincipleaxesANDonlyoneaxisatatime.

9)Slendernessisnotconsidered.

10)Ultimatecapacitymustbecheckedtoensuretherequiredfactorof

safetyisachievedinaccordancewithACI318.

DesignInput

SectionSize:

h= 12 inches

b= 12 inches

SectionArea(accountingforchamfers,radii,etc.):

Ag= 142 squareinches

Precast/PrestressedPiling:DesignCriteriaandInput

PrestressingStrand:

Type= 270 ksi,Lolax

Size=

1/2"(std.)

Qty.= 4

Area= 0.153 squareinchesperstrand

Pull= 75% (initial)

Concrete:

wc= 145 pcf(concreteweight)

f'c= 6000 psi(28dayConcreteCompressiveStrength)

f'ci= 4000 psi(RequiredConcreteReleaseStrength)

Ec= 4,463,151 psi(concretemodulusofelasticityat28days)

Eci= 3,644,147 psi(concretemodulusofelasticityattransferofprestress)

DATE

6/9/2010BY SHEET

cK Structural 12x12A - info.

5700I H35South,Sa nMarcos,TX 78666,phone,512.396.2376,www.heldenfels.com


Engineering Department 12"x12"Pile,TypeASTANDARDPILING


6/46


7/46

DesignCriteria


2)Allowable

Compressive

Stress

=0.45f'c

for

SUSTAINED

LOADS.










DesignInput

SectionSize:

h= 12 inches

b= 12 inches




PrestressingStrand:

Type= 270 ksi,Lolax

Size=

1/2"(std.)

Qty.= 8


Pull= 75% (initial)

Concrete:






DATE

6/9/2010BY SHEET

cK Structural 12x12B - info.

5700IH35South,SanMarcos,TX 78666,phone,512.396.2376,www.heldenfels.com


EngineeringDepartment 12"x12"Pile,TypeBSTANDARDPILING


8/46


200

100

0

100

200

300

400

500

0.0 10.0 20.0 30.0 40.0 50.0 60.0

Serv

iceAxialLoad

(kips)





7000 psi Size=

4000 psi Qty.= 8

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

200

100

0

100

200

300

400

500

0.0 10.0 20.0 30.0 40.0 50.0 60.0

Serv

iceAxialLoad

(kips)



DATE

6/9/2010BY SHEET

cK Structural 12x12B

5700IH35South,SanMarcos,TX 78666,phone,512.396.2376,www.heldenfels.com




9/46


10/46

DesignCriteria


2)Allowable

Compressive

Stress

=0.45f'c

for

SUSTAINED

LOADS.










DesignInput

SectionSize:

h= 14 inches

b= 14 inches




PrestressingStrand:

Type= 270 ksi,Lolax

Size=

1/2"(std.)

Qty.= 4


Pull= 75% (initial)

Concrete:






DATE

6/9/2010BY SHEET




Engineering Department 14"x14"Pile,TypeASTANDARDPILING


11/46


200

100

0

100

200

300

400

500

600

0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0

Serv

iceAxialLoad

(kips)





6000 psi Size=

4000 psi Qty.= 4

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

200

100

0

100

200

300

400

500

600

0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0

Serv

iceAxialLoad

(kips)



DATE

6/9/2010BY SHEET






12/46


13/46

DesignCriteria


2)Allowable

Compressive

Stress

=0.45f'c

for

SUSTAINED

LOADS.










DesignInput

SectionSize:

h= 14 inches

b= 14 inches




PrestressingStrand:

Type= 270 ksi,Lolax

Size=

1/2"(std.)

Qty.= 8


Pull= 75% (initial)

Concrete:






DATE

6/9/2010BY SHEET




Engineering Department 14"x14"Pile,TypeBSTANDARDPILING


14/46


300

200

100

0

100

200

300

400

500

600

700

0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0

Serv

iceAxialLoad

(kips)





7000 psi Size=

4000 psi Qty.= 8

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

300

200

100

0

100

200

300

400

500

600

700

0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0

Serv

iceAxialLoad

(kips)



DATE

6/9/2010BY SHEET




EngineeringDepartment 14"x14"Pile,TypeBSTANDARD PILING


15/46


16/46

DesignCriteria


2)Allowable

Compressive

Stress

=0.45f'c

for

SUSTAINED

LOADS.










DesignInput

SectionSize:

h= 16 inches

b= 16 inches




PrestressingStrand:

Type= 270 ksi,Lolax

Size=

1/2"(std.)

Qty.= 8


Pull= 75% (initial)

Concrete:






DATE

2/12/2010BY SHEET


5700IH35South,SanMarcos,TX 78666,phone,512.396.2376,www.heldenfel s.com


EngineeringDepartment 16"x16"Pile,TypeASTANDARDPILING


17/46


300

200

100

0

100

200

300

400

500

600

0.0 20.0 40.0 60.0 80.0 100.0

Serv

iceAxialLoad

(kips)





5000 psi Size=

4000 psi Qty.= 8

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

300

200

100

0

100

200

300

400

500

600

0.0 20.0 40.0 60.0 80.0 100.0

Serv

iceAxialLoad

(kips)



DATE

2/12/2010BY SHEET


5700IH35South,SanMarcos,TX 78666,phone,512.396.2376,www.hel denfels.com




18/46

DesignCriteria


2)Allowable

Compressive

Stress

=0.45f'c

for

SUSTAINED

LOADS.










DesignInput

SectionSize:

h= 16 inches

b= 16 inches




PrestressingStrand:

Type= 270 ksi,Lolax

Size=

1/2"(std.)

Qty.= 12


Pull= 75% (initial)

Concrete:






DATE

2/12/2010BY SHEET






19/46


300

200

100

0

100

200

300

400

500

600

700

800

0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0

Serv

iceAxialLoad

(kips)





7000 psi Size=

4000 psi Qty.= 12

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

300

200

100

0

100

200

300

400

500

600

700

800

0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0

Serv

iceAxialLoad

(kips)



DATE

2/12/2010BY SHEET






20/46


21/46


22/46

DesignCriteria


2)Allowable

Compressive

Stress

=0.45f'c

for

SUSTAINED

LOADS.










DesignInput

SectionSize:

h= 18 inches

b= 18 inches




PrestressingStrand:

Type= 270 ksi,Lolax

Size=

1/2"(std.)

Qty.= 10


Pull= 75% (initial)

Concrete:






DATE

2/12/2010BY SHEET






23/46


300

200

100

0

100

200

300

400

500

600

700

800

0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0

Serv

iceAxialLoad

(kips)





5000 psi Size=

4000 psi Qty.= 10

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

300

200

100

0

100

200

300

400

500

600

700

800

0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0

Serv

iceAxialLoad

(kips)



DATE

2/12/2010BY SHEET






24/46


25/46

DesignCriteria


2)Allowable

Compressive

Stress

=0.45f'c

for

SUSTAINED

LOADS.










DesignInput

SectionSize:

h= 18 inches

b= 18 inches




PrestressingStrand:

Type= 270 ksi,Lolax

Size=

1/2"(std.)

Qty.= 12


Pull= 75% (initial)

Concrete:






DATE

2/12/2010BY SHEET






26/46


400

200

0

200

400

600

800

1,000

1,200

0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0

Serv

iceAxialLoad

(kips)





7000 psi Size=

4000 psi Qty.= 12

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

400

200

0

200

400

600

800

1,000

1,200

0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0

Serv

iceAxialLoad

(kips)



DATE

2/12/2010BY SHEET






27/46


28/46

DesignCriteria


2)Allowable

Compressive

Stress

=0.45f'c

for

SUSTAINED

LOADS.










DesignInput

SectionSize:

h= 20 inches

b= 20 inches




PrestressingStrand:

Type= 270 ksi,Lolax

Size=

1/2"(std.)

Qty.= 16


Pull= 75% (initial)

Concrete:






DATE

2/12/2010BY SHEET






29/46


400

200

0

200

400

600

800

1,000

1,200

0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0

Serv

iceAxialLoad

(kips)





6000 psi Size=

4000 psi Qty.= 16

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

400

200

0

200

400

600

800

1,000

1,200

0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0

Serv

iceAxialLoad

(kips)



DATE

2/12/2010BY SHEET






30/46


31/46

DesignCriteria


2)Allowable

Compressive

Stress

=0.45f'c

for

SUSTAINED

LOADS.










DesignInput

SectionSize:

h= 20 inches

b= 20 inches




PrestressingStrand:

Type= 270 ksi,Lolax

Size=

1/2"(std.)

Qty.= 16


Pull= 75% (initial)

Concrete:






DATE

2/12/2010BY SHEET






32/46


400

200

0

200

400

600

800

1,000

1,200

1,400

1,600

0.0 40.0 80.0 120.0 160.0 200.0 240.0 280.0

Serv

iceAxialLoad

(kips)





8000 psi Size=

4500 psi Qty.= 16

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

400

200

0

200

400

600

800

1,000

1,200

1,400

1,600

0.0 40.0 80.0 120.0 160.0 200.0 240.0 280.0

Serv

iceAxialLoad

(kips)



DATE

2/12/2010BY SHEET






33/46


34/46

DesignCriteria


2)Allowable

Compressive

Stress

=0.45f'c

for

SUSTAINED

LOADS.










DesignInput

SectionSize:

h= 24 inches

b= 24 inches




PrestressingStrand:

Type= 270 ksi,Lolax

Size=

1/2"(std.)

Qty.= 20


Pull= 75% (initial)

Concrete:






DATE

2/12/2010BY SHEET






35/46


600

400

200

0

200

400

600

800

1,000

1,200

1,400

1,600

0.0 40.0 80.0 120.0 160.0 200.0 240.0 280.0 320.0 360.0

Serv

iceAxialLoad

(kips)





6000 psi Size=

4000 psi Qty.= 20

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

600

400

200

0

200

400

600

800

1,000

1,200

1,400

1,600

0.0 40.0 80.0 120.0 160.0 200.0 240.0 280.0 320.0 360.0

Serv

iceAxialLoad

(kips)



DATE

2/12/2010BY SHEET






36/46


37/46

DesignCriteria


2)Allowable

Compressive

Stress

=0.45f'c

for

SUSTAINED

LOADS.










DesignInput

SectionSize:

h= 24 inches

b= 24 inches




PrestressingStrand:

Type= 270 ksi,Lolax

Size=

1/2"(std.)

Qty.= 20


Pull= 75% (initial)

Concrete:






DATE

2/12/2010BY SHEET






38/46


600

200

200

600

1,000

1,400

1,800

2,200

0.0 40.0 80.0 120.0 160.0 200.0 240.0 280.0 320.0 360.0 400.0 440.0 480.0

Serv

iceAxialLoad

(kips)





8000 psi Size=

4500 psi Qty.= 20

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

600

200

200

600

1,000

1,400

1,800

2,200

0.0 40.0 80.0 120.0 160.0 200.0 240.0 280.0 320.0 360.0 400.0 440.0 480.0

Serv

iceAxialLoad

(kips)



DATE

2/12/2010BY SHEET






39/46


40/46

Sample Calculations


41/46

Precast/PrestressedPiling:PointsforServiceLoadInteractionDiagram SustainedLoads

EffectiveForceinStrand,Feff

Feff= 24,729 lbs

EffectivePrestressinPile, eff

fpc = 779 psi

Point1 UpperBoundary(CompressionOnly,NoBending M1=0)

P1/A+M1/S+fpc=0.45f'c

A= 254 squareinches

M1= 0

S= 683 inches^3

P1= 373,666 lbs

Point2 CompressionwithMinimumEccentricity(5%)


emin= 0.80 (minimumeccentricity)

M2= 0.80 P lb*inches

P2= 287,955 lbs

M2= 19.2 kip*feet

Point3 CrossoverFromCompressiontoTensionControls

PartA: P3/A+M3/S+fpc=0.45f'c

PartB: P3/A M3/S+fpc=0 OR P3=A[(M/S) fpc]

RewritePartA: A[(M3/S) fpc]/A+M3/S+fpc=0.45f'c

SolveforM3:

M3= 768,000 kip*inches

M3= 64.0 kip*feet

SolveforP3:

P3=A[(M3/S) fpc]

P3= 87,916 lbs

Point4 TensionControlsandM=0

P4/A 0/S+fpc=0

P4= 197,834 lbs

DATE

2/12/2010BY SHEET

cK Structural 16x16A_02




Sample Calculations


42/46

Precast/PrestressedPiling:PointsforServiceLoadInteractionDiagram Sustained+TemporaryLoads

EffectiveForceinStrand,Feff

Feff= 24,729 lbs

EffectivePrestressinPile, eff

eff= 779 psi

Point1 UpperBoundary(CompressionOnly,NoBending)


A= 254 squareinches

M1= 0

S= 683 inches^3

P1= 564,166 lbs

Point2 CompressionwithMinimumEccentricity(5%)


emin= 0.80 (minimumeccentricity)

M2= 0.80 P lb*inches

P2= 434,758 lbs

M2= 29.0 kip*feet

Point3 CrossoverFromCompressiontoTensionControls

PartA: P3/A+M3/S+fpc=0.60f'c

PartB: P3/A M3/S+fpc=0 OR P3=A[(M/S) fpc]

RewritePartA: A[(M3/S) fpc]/A+M3/S+fpc=0.60f'c

SolveforM3:

M3= 1,024,000 kip*inches

M3= 85.3 kip*feet

SolveforP3:

P3=A[(M3/S) fpc]

P3= 183,166 lbs

Point4 TensionControlsandM=0

P4/A 0/S+fpc=0

P4= 197,834 lbs

DATE

2/12/2010BY SHEET





Sample Calculations


43/46

DiagramPoints Sustained+Temp.Loads

P1= 373,666 lbs P1= 564,166 lbs

M1=

0.0 kip*feet M1=

0.0 kip*feet

P2= 287,955 lbs P2= 434,758 lbs

M2= 19.2 kip*feet M2= 29.0 kip*feet

P3= 87,916 lbs P3= 183,166 lbs


P4= 197,834 lbs P4= 197,834 lbs


Standard Building Code Equation for Maximum Axial Loa

Pmax= (0.33f'c 0.27fpc)Ag

Pmax= 365,685 lbs

Precast/PrestressedPiling:PointsforServiceLoadInteractionDiagram

DiagramPoints SustainedLoads

DATE

2/12/2010BY SHEET





Sample Calculations


44/46


300

200

100

0

100

200

300

400

500

600

0.0 20.0 40.0 60.0 80.0 100.0

Serv

iceAxialLoad

(kips)





5000 psi Size=

4000 psi Qty.= 8

Area= 0.153 in2

Pull= 75%

Concrete

1/2"(std.)

300

200

100

0

100

200

300

400

500

600

0.0 20.0 40.0 60.0 80.0 100.0

Serv

iceAxialLoad

(kips)



DATE

2/12/2010BY SHEET





Sample Calculations


45/46

PCI6thEd.Handbook4.7.3

PrestressLosses

TL=ES+CR+SH+RE TL=TotalLosses(psi)

PCIEq.4.7.3.1 ES=ElasticShortening(psi)

CR=CreepofConcrete(psi)

SH=ShrinkageofConcrete(psi)

RE=RelaxationofTendons(psi)

ElasticShortening(ES)

ES=KesEpsfcir/Eci Kes = 1.0 forpretensionedmembers

PCIEq.4.7.3.2 Eps= 28,500,000 psi

Eci= 3,644,147 psi

fcir=Kcir*[Pi/Ag

+Pi*e2/Ig]

Mg*e/Ig

(PCI

Eq.

4.7.3.3)

Kcir= 0.9 forpretensionedmembers

Pi= 247,860 lbs


e= 0 inches

Ig= 5,461 inches4

M = 0 ki *inches

Precast/PrestressedPiling:PrestressLossCalculations

fcir= 878 psi

ES= 6,869 psi

Creepof

Concrete

(CR)

CR=Kcr(Eps/Ec)(fcir+fcds) Kcr= 2.0 NormalWeightConcrete

PCIEq.4.7.3.4 Ec= 4,074,281 psi

fcds= Pd/Ag+Msd(e)/Ig PCIEq.4.7.3.5

Msd= 0 kip*inches

fcds= 984 psi

CR= 26,057 psi

ShrinkageofConcrete(SH)

SH=(8.2x106

)KshEps(1 0.06V/S)(100 R.H.)

PCIEq.

4.7.3.6 Ksh= 1.0 forpretensionedmembers

V/S= 4.00 inches

R.H.= 75 % PCIFig.3.10.12

SH= 4,440 psi

DATE

2/12/2010BY SHEET





Sample Calculations


46/46

PCI6thEd.Handbook4.7.3

PrestressLosses(continued)

Relaxationof

Tendons

(RE)

RE=[Kre J(SH+CR+ES)]C Kre= 5,000 for270ksi,LolaxStrand

PCIEq.4.7.3.7 PCITable4.7.3.1

J= 0.040 for270ksi,LolaxStrand

PCITable4.7.3.1

fpi/fpu= 0.75

C= 1.00

SeeTableBelow

RE= 3,505 psi

fpi/fpu CValue

0.80 1.28

0.79 1.22

0.78 1.16

0.77 1.11

0.76 1.05

0.75 1.00

0.74 0.95

Precast/PrestressedPiling:PrestressLossCalculations

For

Lolax

Strand

. .

0.73 0.90

0.72 0.85

0.71 0.800.70 0.75

0.69 0.70

0.68 0.66

0.67 0.61

0.66 0.57

0.65 0.53

0.64 0.49

0.63 0.45

0.62 0.41

0.61 0.37

0.60 0.33

TotalLosses,TL

TL= 40,871 psi


Sample Calculations

pile design guide

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