LC CP40 Design Guide 04 07 07

FIBERGLASS/CONCRETE COMPOSITE MARINE PILING

FIBERGLASS/CONCRETE COMPOSITE MARINE PILINGLANCASTER

CP40 PILE

DESIGN GUIDE

Lancaster Composite Inc. • 717-872-8999 • www.lancastercomposite.com • e-mail: [email protected]

TABLE OF CONTENTSTABLE OF CONTENTS

1. Introduction1.1 Piling and Material Design1.2 Benefits of CP40

2. Applications2.1 Structural Piles2.2 Fendering Piles2.3 Approach Walls2.4 Foundations and Other Applications

3. Materials3.1 Fiberglass (FRP) tube3.2 Protective Coating3.3 Concrete Core3.4 Bond

4. Superior Physical Characteristics,Properties and Benefits4.1 Corrosion Resistance4.2 Strength/Materials4.3 Environmental4.4 Sizes and Lengths4.5 Splices4.6 Availability4.7 Quality Controls

5. Fabrication5.1 Production Process

6. Installation6.1 Driving6.2 Splices 6.3 Connections

6.4 Other Connections 6.5 Handling6.6 Cut-Off Procedures

7. Product Data7.1 Product Data — CP407.2 Product Data — CP40 Plus

8. Design Examples8.1 Case 1 (Fixed-Free)8.2 Case 2 (Fixed-Hinged)8.3 Case 3 (Fixed-Fixed)8.4 Case 4 (Structural Example)8.5 Case 5 (Fender Example)

9. Field and Laboratory Testing9.1 Axial Compression9.2 Bending9.3 Combined Loading

10. Select Installations

11. Specifications11.1 Abbreviated Specification11.2 United Facilities Guide

Specification Format

For full references, specifications and standards,see Lancaster Composite CP40 Pile EngineeringSupport Document.

Pier 5000, Sub Base, San Diego, CA

1. INTRODUCTION


here is an increasing demand for piling made of materials that exhibit more beneficialcharacteristics than are available in traditionalpiling. Over the past decade Lancaster CompositeInc. has focused its resources on the successfuldesign, development and commercialimplementation of a marine piling that iseconomical, corrosion resistant, environmentallysafe and readily available. Our Precast FRP

Composite Pile is commercially available asComposite Pile 40 (CP40).

Thousands of CP40 piling have been installednationally as the BEST VALUE design solution fora variety of public and private projects. The CP40pile is resistant to decay, marine borer attack andconsistently demonstrates reliable strength, whileproviding marine structures with longer servicelives, and lower life cycle costs.

1.1 PILING AND MATERIAL DESIGN

Lancaster CP40 marine piles are a composite of a fiber reinforced polymer (FRP) tube and a highstrength concrete core. The core, a Portland-based expanding concrete, prevents crush/buckleof the FRP tube under bending, providing bendingstrengths equal to steel for the same diameter.

The FRP tube, possessing substantial longitudinaland circumferential reinforcement, provides hightensile strength. The core expands and sets withpermanent positive stress against the inside wallof the FRP tube. The FRP fully protects the entirecolumn from corrosive agents in the environment.The FRP tube and the concrete core work in asynergistic fashion, providing superior benefits ofthe two materials. The FRP tube, with its uniquefiber architecture, provides unprecedentedcontainment of the concrete core, enablingcompressive strength up to three times the testedPSI of the concrete core.

1.2 BENEFITS OF CP40

Lancaster CP40 Piling delivers three essentialelements of design criteria in the selection of anappropriate marine piling:

• UNEQUALED CORROSION RESISTANCE

• GOOD STRENGTH

• POSITIVE ENVIRONMENTAL IMPACT.

T

1.2.1 Corrosion Resistance

The fiberglass tube jacket was developed bypetrol-chemical engineers to transport gas and oilthrough the extreme environments of oil fieldproduction, namely through tropical and polar saltwater environments. The FRP tube is also coatedwith a two part marine grade coating that assuresprotection from UV derogation.

1.2.2 Strength

Lancaster CP40 piling has high axial load andbending moment capacity in addition to beneficialstiffness characteristics.

Bending: The CP40 pile is as strong in bendingmoment capacity as a steel pipe of the samediameter. CP40 is about 40% stronger than woodpiles of the same diameter.

Stiffness: The CP40 pile is not as stiff as a steelpipe pile (12″–16″) but is stiffer than wood piles.The combination of good moment capacity andflexibility makes the CP40 pile an outstandingselection for heavy duty fender pile applications aswell as pier construction.

Axial: The concrete core,when confined by thestrong FRP tube, allowsfor exceptional loadbearing capacity. Thoughdependent upon the soil,it is not unusual toachieve 100 ton serviceload with a 14″ CP40 pile.

1.2.3 Environmentally Friendly

There is no harmful leaching of protectivechemicals with a Lancaster pile, as is the casewith CCA and creosoted wood piles. The coatingsystem does not use environmentally harmfulheavy-metal based material. Instead the two-partcoating is environmentally friendly and has noharmful effect in sensitive tidal waters.

2


2. APPLICATIONS

he Lancaster CP40 pile can be used in alltraditional applications in lieu of wood, concrete orsteel pipe, as a corrosion resistant solution to rot,spalling and rust. CP40 piles have been usedsuccessfully in a variety of marine applicationsand provide owners with a long term, pragmaticand commercially viable marine piling.

2.1 STRUCTURAL PILES

• Piers • Docks• Wharves• Boardwalks• Deep Foundations for Buildings• Jetty and Breakwater Walls


T

Naval Station Ingleside, Corpus Christi, TX

2.2 FENDERING PILES

• Fender piles Energy absorption is the essence and maincriteria of a fender pile. Lancaster CP40 pilesprovide exceptional energy absorption, oftendelivering two to three times the energyabsorption of traditional piles of similar diameter.

• Mooring piles• Dolphin clusters• Monopole dolphins

4


Dock

Wale

PileChock

Belmar Municipal Marina, Belmar, NJ

2.3 APPROACH WALLS Piles and dolphins can also be used to createprotective structures for bridge piers and to guide vessels into the channel and away frombridge supports.

2.4 FOUNDATIONS AND OTHER APPLICATIONS

• Foundation piles • Stay-in-place forms• Columns• Cassions • Navigational Aids

5


3. MATERIALS

3.1 FIBERGLASS (FRP) TUBE

The FRP tubes are manufactured utilizing acontinuous hybrid filament winding process in anISO 9001 accredited production facility.

The production process uses E-glass reinforcementin the form of continuous twine (roving) asmanufactured by Owens Corning, PPG orCertinteed. The preferred resin matrix is structuralepoxy as produced by Shell Chemical or Dow.

The tube production process is capable ofproducing FRP tubes in continuous lengths. Acylindrical mandrel is rotated on its axis andwound with a continuous filament of E-glassrovings, which are passed through an epoxy orpolyester resin bath immediately before contactwith the mandrel. The process is based onwrapping alternating layers, first in thecircumferential direction and then in thelongitudinal orientation. The process is repeateduntil the required number of layers are wrapped toprovide the specified wall thickness and strength.The rovings are wrapped under controlledpressure (10 psi) to prevent loose fibers which aredetrimental to achieving full tensile strength.

3.2 PROTECTIVE COATING

In the last step of the production process, a two-part, state of the art, marine grade coating isapplied. The coating material is an engineeredsiloxen, a special blend of silicon and epoxy, andis applied to a dried film thickness of 3 mils.

3.3 CONCRETE CORE

The concrete used to fill the FRP jacket isdesigned to a compressive strength of 5,000 psiand a tensile strength of 500 psi. In addition, themix design calls for a slight expansion of theconcrete core to induce a forced fit and to secure


FRP tubes ready for casting operations

7

Lancaster Composite Inc. • 717-872-8999 • www.lancastercomposite.com • e-mail:

[email protected]

and engage the core within the FRP tube. This isachieved by adding secondary state expansiveagents to the concrete mix. The core expandsslightly and hardens with a permanent positivestress of 35 psi against the inside wall of the shell,producing a chemically prestressed concrete corewithin the FRP tube.

There is a synergy between the composite tubeand the concrete core that improves the designvalue of each. The tube confines the concreteunder axial compressive stresses, whichincreases its available strength and ductility. Theconcrete core supports the FRP tube andprevents premature local buckling failure, whichallows the tube to reach its full tensile capacity.

3.4 BOND

The FRP tube is designed to become an integralstructural element of the CP40 pile. It is essentialthat the FRP tube, which is the reinforcingelement, is bonded to the concrete core, thecompressive element, to form a truly compositesection. Without sufficient bond, excessiveslippage between the two structural memberstakes place, which results in loss of strength andpremature failure.

Three methods of bond are available to secureand engage the FRP tube with the concrete core,namely, pressure fit, mechanical lock andchemical adhesion. A combination of two methodsis used to create this bond between the tensileand the compressive members in the CP40 pile.

Mechanical interlock: Thistype of bond is accomplished bythe forming of circumferentialridges on the inside of the FRPtubular member. These slightsurface ridges provide for amarginal lock between theconcrete and the FRP tube.

Shrinkage reducingadmixtures: The primarymethod of assuring a bondbetween the concrete core andthe FRP tube in the CP40 pile iswith the use of secondary stateexpansion admixtures. Thiscementatious admixture isknown as a shrinkagecompensating component (SCC) and is manufactured byInternational Admixtures Inc.(IAI), Ft. Lauderdale, FL underthe trade name of CONEX. Thisproduct creates a slightexpansion of the unconfinedconcrete mix. When theconcrete is confined by the FRPtube, it creates a permanentpositive stress against the insidewall of the tube. This chemicalprestressing provides a reliable35 psi pressure bond betweenthe FRP tube and the core.

Coating

Veil

Structural Tube

Liner

Solid Core• 5000 psi expanding concrete• prevents crush/buckle of the FRP tube during lateral loading• provides compressive strength for axial loading

• polymer moisture barrier• prevents all environmental contact with the concrete core

• fiber reinforced epoxy or polyester resin pipe• provides tensile strength in bending• provides confinement of the concrete core in compression• provides corrosion resistance

• protective cloth saturated with resin• provides an additional moisture barrier• prevents UV degradation

• two part marine grade coating made from a special blend of epoxy and silicone• provides additional UV protection

4. SUPERIOR PHYSICALCHARACTERISTICS, PROPERTIES AND BENEFITS

The Lancaster Composite CP40 piling is theBEST VALUE selection for piling in a corrosiveenvironment. The composite design utilizes themost appropriate materials available and bringsthem together in a synergistic fashion thatexemplifies design efficiency. Never before hasthe marine designer had such a strong durablepile for use in sensitive tidal waters. Availablethroughout North America and in many overseaslocations, the Lancaster CP40 pile is the mostcost efficient piling selection in virtually anycorrosive environment.

4.1 CORROSION RESISTANCE Fiberglass shell provides an impervious barrieragainst corrosive agents.

Not subject to damage by marine boars andother biological attack.

Impervious to anodic/cathodic corrosion andelectrolysis degradation.

Two-part marine grade coating providessuperior UV protection in full sunlight, splash zoneand total submersion in salt water

Doesn’t rust, rot, spall or decay in any fashion.


Degraded concrete pile

Corroded steel pile

Deteriorated timber pile

9


4.2 STRENGTH/MATERIALS Bending moment capacity of steel pipe pile ofthe same diameter.

High axial load capacity due to confinement ofthe concrete core by the FRP shell.

Good stiffness characteristics. Stiffer than woodbut not quite as stiff as steel for piles of the samediameter.

Excellent energy absorption for fender pileapplications.

Roughened surface available to create skinfriction for additional load capacity or upliftresistance.

Non-conductive. Ideal for electromagneticallysensitive installations.

Roughened and smooth surfaces available

High moment and deflection capacities

4.3 ENVIRONMENTAL Positive environmental impact. Materialscomply with all State, Local and Federalenvironmental regulations.

Contains no toxins that can leech into sensitivetidal waters such as CCA, creosote or heavymetal coatings.

Withstands harsh climate extremes, both highand low temperatures. No effect from aggressivefreeze/thaw cycles.

Most large using agencies, such as the Navy(NAVFAC), Army (USACOE), Port Authorities,Municipal piers, and DOTs, have recentlydeveloped a commitment and leadership role inthe selection of non- toxic materials for use insensitive tidal water environments. It has nowbeen verified that heavy metal based anti-foulingcoatings do have a harmful effect on theenvironment. CCA and creosoted treated woodleach into the environment and kill sensitivemarine life. Any treatment that protects wood from rotting (biological attack) is harmful to thenatural environment.

Coincidentally these sensitive environments arealso very corrosive (salt laden waters withaggressive biological attack agents). This shouldpreclude the use of materials for waterfrontinfrastructure projects, that do not exhibittremendous corrosion resistant properties. It isdifficult to rationalize the continued use of coatedsteel, wood and unprotected concrete productswhen affordable low tech composite (fiberglass)materials are readily available. Durable materialsthat are reasonably priced, require little or nomaintenance, provide good Life-Cycle-Cost valueare accordingly the most efficient selection. TheLancaster CP40 pile personifies the incorporationof these critical criteria into an affordable andreliable piling.

4.4 SIZES AND LENGTHSStandard Sizes are 6″, 8″, 10″, 12″, 14″, and16″ diameter, nominal.

Pile lengths are job specific. Single continuouslengths are available through 90′ whentransporting over roadways and up to 115′ singlelengths where railwaytransport is available.

Custom sizes anddesigns are availableup to 12 feet indiameter for specialmonopole or dolphinapplications.

4.5 SPLICES

Mechanical splices are available with full momentconnections that allow the CP40 pile to be usedfor very deep foundations.

4.6 AVAILABILITY

Piles are available for shipment throughout NorthAmerica, Europe, Middle East, Far East andSouth America. Typically lead times are aminimum of 4–6 weeks. Call to verify lead times.

Piles are available at several plant locationsthroughout the US or can be fabricated on or nearthe project site.

It is recommended that large orders be shippedvia barge from waterfront fabrication sites.Handling and shipping costs are a major costconsideration.

4.7 QUALITY CONTROLS

All fiberglass (FRP) tubes are manufactured inplants with ISO 9001 accreditation.

Concrete core material is mixed and delivered inaccordance with nationally accredited PlantCertification Procedures and PCI MNL-116-99. Onor near site fabrication facilities use State DOTcertified concrete batch plants.

10


Non Standard sizes are available

5. FABRICATION

5.1 PRODUCTION PROCESS

The production of CP40 piles is simple and fast.CP40 is precast according to PSI/PCI MNL116-85.

The tubes are placed in an inclined position on asteel frame. Ready mix concrete is pumped fromthe upper end of the tube until it is totally filled.External vibrators are attached to the supportingframe to consolidate the concrete and prevent theforming of air pockets inside the concrete core.Steel caps are used to close the ends of the tube.The caps are connected to the composite tubeusing steel screws.

Detailed QC procedures assure a 100% filled andconsolidated concrete core. Immediately after thepour process and before the concrete begins toset the piles are hoisted off of the pour tower andplaced on a flat casting bed. The piles arehandled by large cranes with multiple pick pointsto assure that the FRP tube is not stressed and/ordamaged. Nylon slings prevent abrasive damageto the pile during the fabrication and subsequentload-out procedure.

Full cure of the pile is assured within 28 days.Piles may be driven earlier where the compressivestrength and cure can be assured with the testingof samples. Normally piles can be handled in 3days and driven in three weeks.


Pile being hoisted onto casting table for cure and storage

6. INSTALLATION

6.1 DRIVING

The Lancaster CP40 pile can be driven withconventional equipment safely and without anydamage to the pile. Both air and diesel hammersare recommended for driving in all soils. Vibratoryhammers tend to damage the FRP jacket of thepile and accordingly are not recommended.Normal driving helmets as are used for wood,steel and concrete piles are recommended for theLancaster piles.

A driving cushion of plywood 6 to 8 thick isrecommended. This cushion may be reduced toincrease production or to reach specified tipelevation BUT ONLY with the approval of the piledrive inspector. Consult with Lancaster’sengineers before reducing pile driving cushion.

Where steel cradles or templates are used toposition piles, it is recommended that all sharpedges be covered with wood to avoid damage tothe piles FRP jacket.

Geotechnical engineers familiar with the CP40piling are available for consultation. Waveequation analysis and a test pile program isrecommended where feasible, to avoid damage tothe pile and develop efficient driving techniques.

6.2 SPLICES

There are generally two types of splices, fullmoment (laterally loaded) and compression(axially loaded). Full moment splices may be usedfor both applications and this type of splice isstandard and recommended for the CP40 piling.Less expensive sleeve or ring connector typesplices may be used efficiently in purecompression applications. The designer shouldconsult with our engineers when specifying splicesother than our full moment splice. Detailed projectspecific drawings are available upon request.(Splice detail drawing is available in the Appendix.)

The mechanically locking moment splice isfabricated with steel. An appropriately sized rebarcage is thread connected to a steel cap plate andimbedded within the last 6′– 8′ of the pile’sconcrete core. Then identical steel splice plateends are locked together, with a series of “I” locksplice keys. The splice plates are manufacturedby Sure Lock Pile Splice, Sausalito, CA.

The Lancaster CP40 pile, utilizing the Sure Locksplice, has been thoroughly tested in the field withPDA and full static load test procedures. Thesetests were conducted by the Port Authority of NewYork and New Jersey in cooperation with theNYSDOT Geotechnical Division, FHWA andBrooklyn Polytechnic University.

In another test pile program, conducted by ISISCanada in cooperation with the University ofManitoba, spliced Lancaster CP40 piles weredriven with PDA monitoring and later tested bymeans of full scale static loading. These pileswere then carefully extracted and returned to thelaboratory for full scale bend/break tests tocompare against control tests on piles notsubjected to pile drive abuse. The spliceconnections were found to be slightly strongerthan the CP40 pile itself. (A report of these tests isavailable in the Appendix.)


Splice connection

13


6.3 PILE CAP CONNECTIONS

The connection of a driven pile to an appropriatepile cap requires consideration of many differentissues. Load forces such as lateral, compressiveand uplift, both dead and live, must beconsidered. Soils and environment are also ofconcern. Different conditions will require differentconnection designs. Engineers and owners mayhave professional comfort in specific tried andproven designs. Many, if not all standardconnection methods are easily adapted for usewith the CP40 pile. Among these methods are:

Full Pile Imbedment — Full imbedment of theLancaster pile into a prestressed, precastconcrete pile cap is the preferred method ofconnection. It is best to imbed the pile to a depthequal to twice the diameter of the pile. In thismethod it is recommended that a steel rod(s) befixed to the pile and extended into or mechanicallyconnected to the pile cap.

Rebar Cage — cast into the top 12′–15′ of theCP40 pile and then cut or munched off to thefinish elevation.

Rebar Ells — grouted into vertical holes, drilledinto the top of the pile after driving and cut-off tofinish elevation. Verified by ASTM E 488.

Rebar Ells — grouted into vertical casting voidsformed with corrugated galvanized conduit placedinto the core of the CP40 pile.

A modification of the last method is the use ofthreaded bar cast into the preformed conduitvoids, grouted and then secured with a nut,washer and pressure plate, in a pocket, on the topside of the pile cap. ASTM E 488.

6.4 OTHER CONNECTIONS

The CP40 pile easily drillable with hand heldhammer drills. System connections can be madeby traditional methods such as through bolting, lag bolting, expansion bolt type connectors andvarious means of collaring. The integrity of theCP40 pile is not compromised by connections any more than piles made of traditional materials.Connectors should be selected with matchingservice life, such as stainless steel or 2.8 oz. zinc coated steel.

Lancaster’s technical support team and consultingengineers are pleased to assist with the design of all construction details involving the use of ourpiling products. Geotechnical design assistance isalso available.

6.5 HANDLING

CP40 piling can be handled easily and safely byconventional means. It is recommended that steellift slings not be used to handle Lancaster piles,but instead use only nylon slings. Double slingsare recommended on all picks to avoid slippage.

Lift point locations are marked for each pile priorto delivery to the job site. The longer the pile themore pick points are needed. Standard pick pointcharts are available and are shown on project shopdrawings. Pick point locations generally followDOT standards for prestressed concrete piles.

6.6 CUT-OFF PROCEDURES

It is recommended thatpiles be driven to thespecified tip elevation, so that cutting of the pileis unnecessary. Wherethis is not possible, aspecific portion of thepiles’ butt-end will need to be removed.

The Lancaster pile is easily cut off. The FRP shellmust first be cut cleanly through the entire wallthickness and completely around thecircumference of the pile. It is recommended thatthis cut be made with an abrasive masonry sawblade. These blades and saws are readilyavailable, from a 7.5″ diameter Skil saw up to an18″ diameter, hand held demolition chop saw.

After the FRP shell has been severed, theconcrete core of the pile is easily broken and thebutt removed from the driven portion of the pile.Some spalling of the concrete core will occur asthe pile is broken. Spalling of the concrete core iscontrolled by the depth of the original cut andscoring of the core. A deep clean cut into the corewill reduce the uncontrolled portion of the corebreak and accordingly less spalling will occur.

The core will spall either up or down on theremaining portion of the driven pile. A convex spallis easily chipped away with hand held hammerdrills. A concave spald can be filled with non shrinkgrout and troweled flush with the original cut.


7.1 PRODUCT DATA — CP40

The CP40 marine piles are available in five standard sizes. The followingtables and graphs provide mechanical properties of the standard CP40finished product including moment capacity, axial load capacity, flexuralstiffness and beam-column interaction curves.

[

0

20

40

60

80

100

120

140

160

180

200

220

0 0.005 0.01 0.015 0.02 0.025 0.03

Curvature (1/ft.)

Mom

ent (

kips

-ft.)

10.75″

12.70″

14.43″

16.47″

Flexural Behavior of CP 40 Composite Piles

0

200

400

600

800

1000

1200

1400

1600

1800

2000

0 0.002 0.004 0.006 0.008 0.01 0.012

Axial strain

Axia

l loa

d (k

ips)

10.75 "

12.70 "

14.43 "

16.47 "

Axial Compression Behavior of CP 40 Composite Piles

Axial Load – Bending Moment Interaction Diagrams of CP 40 Composite Piles

0

200

400

600

800

1000

1200

1400

1600

1800

2000

0 50 100 150 200 250 300 350

Moment (kips-ft.)

Axia

l loa

d (k

ips)

10.75 "

12.70 "

14.43 "

16.47 "

PROPERTIES OF THE STANDARD CP 40 COMPOSITE PILESUltimate Strength CP 40 Standard Sizes

of the Composite Piles 8 in. 10 in. 12 in. 14 in. 16 in.

Ultimate moment capacity, ft-kips 39 72 122 151 200

Ultimate axial load capacity as short column, kips 515 790 1115 1406 1727

Flexural stiffness (EI), kips-ft2 1436 3305 6556 9206 13748

1 - The given flexural and axial strengths are allowable ultimate values. The designer should apply theappropriate safety factors.

2 - The given axial strengths are based on “short column” behavior and include 15 percent reduction inaccordance with ACI 218-02 (10.3.5.1) to account for minimum eccentricities.

3 - EI values reflect a cracked section.

7. PRODUCT DATA

15


7.2 PRODUCT DATA — CP40 PLUS

The CP40 PLUS marine piles are available in five standard sizes. Thefollowing tables and graphs provide details and mechanical properties of thestandard CP40 PLUS finished product including moment capacity, axial loadcapacity, flexural stiffness and beam-column interaction curves.

Flexural Behavior of CP 40 Plus Composite Piles

0

50

100

150

200

250

300

0 0.005 0.01 0.015 0.02 0.025 0.03 0.035

Curvature (1/ft.)

Mom

ent (

kips

-ft.)

10.84 "

12.82 "

14.54 "

16.56 "

Axial Compression Behavior of CP 40 Plus Composite Piles

0

200

400

600

800

1000

1200

1400

1600

1800

2000

0 0.002 0.004 0.006 0.008 0.01 0.012

Axial strain

Axia

l loa

d (k

ips)

10.84 "

12.82 "

14.54 "

16.56 "

Axial Load – Bending Moment Interaction Diagrams of CP 40 Plus Composite Piles

0

500

1000

1500

2000

2500

0 50 100 150 200 250 300 350 400

Moment (kips-ft.)

Axia

l loa

d (k

ips)

10.84 "

12.82 "

14.54 "

16.56 "

PROPERTIES OF THE STANDARD CP 40 PLUS COMPOSITE PILESUltimate Strength CP 40 Plus Standard Sizes

of the Composite Piles 8 in. 10 in. 12 in. 14 in. 16 in.

Ultimate moment capacity, ft-kips 82 104 181 211 273

Ultimate axial load capacity as short column, kips 746 952 1366 1595 1969

Flexural stiffness (EI), kips-ft2 3500 4751 9582 12913 19186

1 - The given flexural and axial strengths are allowable ultimate values. The designer should apply theappropriate safety factors.

2 - The given axial strengths are based on “short column” behavior and include 15 percent reduction inaccordance with ACI 218-02 (10.3.5.1) to account for minimum eccentricities.

3 - EI values reflect a cracked section.

8. DESIGN EXAMPLES

oil type, water depth, water currents, vesselsize and speed, and dock configuration affect theperformance characteristics of the CP40composite marine piles. Proper design of a pilingsystem for fendering purposes should beperformed by an engineer familiar with the marineenvironment and with waterfront design.

Fender piles absorb energy through bendingstrain; therefore, the boundary conditions of thepile, which are greatly affected by the type of docksupport, have a great impact on the flexuralperformance of the pile. The associated strainenergy is used to determine a maximumequivalent static load for a given impact energy.Subsequently, the maximum bending stress, dockreaction force, and pile deflection can be determined.


Fixed-Free Fixed-Hinged Fixed-Fixed

Point of Fixity

ImpactLoad

Wale

Point of Fixity

ImpactLoad

Dock

Point of Fixity

ImpactLoad

82 foot long pile, 12 inch diameter pile

S

17


8.1 CASE 1 (FIXED-FREE)

Represents a cantilever pile located away fromthe structure it is to protect. Single mooring piles,dolphins, and guiding piles for floating docks couldbe modeled with this system.

With no dock support, there is only onecomponent of strain energy “UTotal” associatedwith the dimension “a”. If the amount of energytransferred from a vessel to the pile (via impact) isknown “UTotal”, the equivalent static load “F” canbe determined as follows:

Conversely, if the static load is known, theresultant strain energy in the pile can becalculated as follows:

There is no dock reaction force, and thedeflections at both the load point “∆F” and at thefree end “∆end” can be calculated as follows:

Stiffness Comparison

( )EI6

al3FaÄ

2

end

−=

EI3

FaÄ

3

F =

EI6

aFU

32

Total =

3

Total

a

UEI6F =

Point of Fixity

ImpactLoad

a

b

l

F

Where: a = Distance from point of fixity to load pointb = Distance from load point to end of pilel = Length (a+ b)EI = Flexural rigidity of the CP40

Steel Pipe Pile

CP-40 Pile

Steel Pipe orRebar Cage

CP40 Pile

∆

∆

18


8.2 CASE 2 (FIXED-HINGED)

Represents a fender pile that is laterally supportedat the deck of the structure to reduce deflection.As long as the pile is not rigidly fixed or built in thestructure, this system can be used in modeling.

There are two components of strain energy in thepile in this case, one associated with thedimension “a” and one with dimension “b”:

Where:

Where:

and

If the amount of energy transferred from a vesselto the pile (via impact) is known “UTotal”, theequivalent static load “F” can be determined as follows:

The deflections at the load point “∆F” can becalculated as follows:

The dock reaction force “R” can be calculated as follows:

( )3

2

l2

al3FaR

−=

( )3

23

F lEI12

bl3bFaÄ

+=

21

Total

CCU

F+

=

( )blaln +=

( )( ) alblalm +++=

( )226

34

2 ala6l9lEI24

baC +−=

√√↵

��

+−=3am

mnaanlEI8

bC

3222

6

2

1

222 FCU =

211 FCU =

21Total UUU +=

Wale

Point of Fixity

ImpactLoad

Where: a = Distance from point of fixity to load pointb = Distance from load point to end of pilel = Length (a+b)EI = Flexural rigidity of the CP40

a

b

l

F

∆

19


8.3 CASE 3 (FIXED-FIXED)

Represents a fender pile built in to the structure itis to protect. A pile attached to the structure at twoor more separate points can also be modeledusing this system.

There are two components of strain energy in thepile in this case, one associated with thedimension “a” and one with dimension “b”:

Where:

Where:

and

If the amount of energy transferred from a vesselto the pile (via impact) is known “UTotal”, theequivalent static load “F” can be determined as follows:

The deflections at the load point “∆F” can becalculated as follows:

The dock reaction force “R” can be calculated as follows:

( )3

2

l

b2lFaR

+=

3

33

F lEI3

bFaÄ =

21

Total

CCU

F+

=

( )blaln +=

( )( ) alblalm +++=

( ) ( ) √√↵

��

+++−= 23

323

6

4

2 b2l3

bb2lblb

lEI2a

C

( ) ( ) √√↵

��

+++−= 23

332

6

4

1 a2l3l

a2lallalEI2

bC

222 FCU =

211 FCU =

21Total UUU +=

Dock

Point of Fixity

ImpactLoad

Where: a = Distance from point of fixity to load pointb = Distance from load point to end of pilel = Length (a+b)EI = Flexural rigidity of the CP40

a

b

l

F

∆

20


8.4 CASE 4 (STRUCTURAL EXAMPLE)

CP40 pile used in a braced pile bent. Check pilefor combined compression and bending.

STD. 12″″ ∅∅ CP40 COMPOSITE PILE

OD = 12.70 in.

ID = 12.50 in.

Structural Wall Thickness = .175 in.

f 'c Conc. Core = 6,000 psi

Compute Radius of Gyration

r = .25 × Dia. of Conc. Core

= .25 (12.50) = 3.125 in.

Effective Length Factor = K

K = .80

l = 12.117'

l' = 12.117 × .8 = 9.69 ft.

kl'/r = .8(9.69) = 37.223.125

kl' > 34 – 12 (M1/M2)r

37.22 > 34 – 12 (0/29.5)

37.22 > 34 ∴ Slenderness effects must be considered.

Reduce moment of inertia by the Factor 1 + Bd

For this Example, Bd – .75

EI' = 6556 × 144 = 539465 kip-in2(1 + .75)

continued…

• Axial compression stress carried by the concretecore only. Follow ACI-02, Section 10.11.2 todetermine radius of gyration. The CP40 GFRPshell provides lateral buckling stiffness.

• ‘K’ is determined by design engineer. For thisexample, ‘K’ is determined to be .80.

• ACI Section 10.12.2 determines slendernesseffects.

• ACI Section 10.11.1

CP40 12″ ∅GFRP Tube

Concrete Core

21


FREEBODY OF PILE USED FOR DESIGN P-Critical = Pcr

Pcr = π2 EI' = π2 (539465)(kl)2 (.8 × 145.4)2

= 394 kips

Cm

ςns = 1 – Pu.75 Pcr

1ςns = 1 – 3(29.21) = 1.421

.75 (394)

Mc = Mu (ςns) – 88.5 (1.42)

= 125.75 kip-ft.

Use bending moment interaction diagrams fromSection 7 for 12″ CP40

Pu = 88 kips

MuMAX = 142 > 125.75 kip-ft.

Pile okay

• ACI 10.12.3 determines moment amplifier.

• For this example, a safety factor of 3.0 isutilized.

� ∴ Pu = 3(29.21)= 87.63 kips

• For this example, a safety factor of 3.0 isutilized.

� Mumln = Pu (0.6 + .03h)= 87.6 (.6 + .03 × 12.5)= 85.4 kip-ft.

� ∴ Mu = 3 (29.5)= 88.5 kip-ft.

.67k

29.21k

29.21k

29.21k

29.5k8′

- 0″

TOP OF PILEEL. + 1.617′

.67k 29.5k – FT

.67k

MUDLINEEL. – 2.50′

ASSUMED POINTOF FIXITYEL. – 2.50′

12.1

17′

22


8.5 CASE 5 (FENDER EXAMPLE)

CP40 Secondary Fender Pile Design

.67k

F

HINGED SUPPORT

MARINE SRTRUCTURE(Ex. Pier, Wharf, Dolphin, etc.)

MUDLINE

ASSUMED POINTOF FIXITY

SECONDARY FENDER PILE

LATERAL FORCE ATPOINT OF VESSEL IMPACT. Fendering device employ to distribute the vessel impact load across multiple piles. (example camel with a rigid substructure)

56′ -

0″

10′ -

0″

42.1

2′ @

LW

52.3

3′ @

HW

11.8

8′ @

LW

3.67

′ @

HW

Safety Factor for fender piles ranges from 2.0 to 2.5. Use SF = 2.0 for Example 2.

∴ Ultimate Moment = 91.4 × 2= 183 kip-ft.

Allowed Ultimate Moment = 181 kip-ft.∴ 4 Piles okay for bending

• Check deflection at high water.

∆F = 27.6(52.333)(3.67)2(3 × 56 + 3.67)(1728) = 5.43″12(9582)(144)(56)3

∆F = 27.6(3.67)1728 27.6(3.67)1728 = 14.58″3(9582)(144) 3(9582)(144)

∆F = Deflection at Point of Load

• Check low water case.

a = 44.12 ft. C1 = .04024b = 11.88 ft. C2 = .01374l = 56 ft. Fpile = 10.75 kipsm = 9267 ft.2 Rpile = 7.39 kipsn = 167,712 ft.2M (at point of load) = 7.39 (11.88)

= 87.75 kip-ft.

∴ Ultimate Moment = 87.75 × 2= 175.5 < 181 okay

∆MAX = 10.75(11.88)(1728) (562 – 11.882)3= 16.67″

3(9582)(144) 3(56)2 – 11.882)2

Given the fender pile/dock configuration shownhere, the following shall apply:

• For this example, the kinetic energy transferat impact equals 25 kip-ft.

• Use 12″ ∅ CP40 Plus Composite Pile

• CP40 Plus Product Data:� Ultimate Moment Capacity

Mn = 181 kip-ft.� Flexural Stiffness

EI = 9582 kip-ft.2

• Use elastic strain energy equation case 2(Fixed-Hinged) from Section 8.2 DesignExample for fendering piles.

• Divide total kinetic energy at impact bynumber of fendering piles. Example 2assumes a camel and the camel is stiffenough to distribute impact forces over 4 piles equally.

• U-pile = 25 kip-ft./4 = 6.25 kip-ft./pile

• Check high water case.

a = 52.33 ft. C1 = .00751b = 3.67 ft. C2 = .00069l = 56 ft. Fpile = 27.60 kipsm = 9394 ft.2 Rpile = 24.90 kipsn = 174,862 ft.2M (at point of load) = 24.90 (3.67)

= 91.4 kip-ft.

9. FIELD AND LABORATORY TESTING

Full scale laboratory tests of the CP40 piling havebeen conducted in bending, under axial load andcombined axial/bending loads. Dozens of fullscale destructive tests have been performed onthe Lancaster CP40 product. Tests have beenconducted by ISIS Canada at the University ofManitoba, Lehigh, Rutgers, VATech, the US ArmyCorps of Engineers Cold Facilities Laboratory andothers. (Full test reports are available in theAppendix.)

9.1 AXIAL COMPRESSION TESTS

At the University of Manitoba, a 12.7”, 26” longCP40 composite pile wastested to failure under axialcompression load. Thespecimen was tested understroke control, using a 2million pounds testingmachine. The load, axialstrains and circumferentialstrains were monitoredcontinuously until failure.

At Lehigh University, a 12.7″ diameter and 36′long CP40 pile was tested under increasing axialload until failure. The pile supported over 500 kipsbefore it finally buckled. A 10.7 diameter CP40 pile36′ long carried 375 kips before failure.

Test results showed that the axial compressivestrength is more than twice the strength of theplain concrete core. This behavior demonstratesthe significant contribution of the composite tube,which provides confinement of the concrete coreand increases its strength and ductility. CP40eventually fails by fracture of the composite tubeas shown in the picture at bottom left.


0

200000

400000

600000

800000

1000000

1200000

0 1000 2000 3000 4000 5000 6000 7000

Axia

l loa

d (L

bs.)

Axial strain (micro)

CP40 (12.7 in. O.D.)

Plain concrete

core

Performing pile drivinganalysis (PDA)

Axial failure mode

24


9.2 BENDING TESTS

At the University of Manitoba, a 12.7 in. diameterCP40 composite pile was tested to failure using asimple beam configuration and four-point bending.The span was 18 ft. and the distance between thetwo loads was 4.9 ft. The load, mid-spandeflection and axial strains in tension andcompression were continuously monitored.

Other bending tests have been performed atvarious facilities as noted above, with atremendously high level of consistency in theultimate failure. That is to say, the CP40 pile, withits well maintained QC program, fails within 2–5%of the capacity of previous failures. The failuremode is consistent, repeatable and accordinglyvery reliable for all applications.

The CP40 specimen behaved linearly in bendingand showed significant deflection before failure.The specimen failed by rupture of the tube in thetension side.

Non standard sizes of the composite piles, up to 3ft. diameter, are also available upon request andhave been tested to failure in bending.

9.3 COMBINED LOADING

Combined axial and lateral loading tests whereperformed on our standard Lancaster CP40 pileby ISIS Canada at the University of Manitoba. Theresults of these trials are plotted on the interactioncurves found in the Product Data Section 7.

Mom

ent (

kips-

ft.)

Deflection (in.)

0

20

40

60

80

100

120

140

0 2 4 6 8 10 12

CP40 (12.7 in. O.D.)

Bending test of CP40

10. SELECT INSTALLATIONS

10.1 NEW YORK STATE THRUWAY — ERIE CANAL, NY

Axial and Laterally Loaded — Skin Friction

The New York State Canals, a division of the New YorkState Thruway, is currently rehabilitating the ErieCanal, in a program focused on making the Canalmore user friendly for pleasure craft. This programincludes the construction of additional pier and dockingfacilities. Flint, Allen, White & Radley PC, of Henrietta,NY designed the dock facility at Brewertown, at LockE-23. Construction and pile driving was performed bySlate Hill Contractors.

The design was challenged by unique subsoilconditions. The drivable soils were only 20 to 25 ft. in

depth before rock was encountered. Even though the soils were stiff enough to support the finishedstructure, there was concern that ice could heave thepiles out of the soil and ruin the structure in the process.

The unique skin friction capability of the roughenedsurface of CP40 pile was the best selection, in order tostay with traditional designs and within budget. In thiscase the CP40 piles were produced with a roughenedsurface over the bottom 25 ft. of the pile for ultimateskin friction capabilities. The top of the pile wasproduced with a smooth slick surface to allow the iceto slide up and down the pile, minimizing the likelihoodof the pile heaving up with ice movement. Four coldwinters have passed, and the engineering team is ableto report to the owners that the structure is in goodshape without any movement of the piles.

10.2 BROOKLYN NAVY YARD, NY

Easy Handling — Resists Biological Attack

The New York and New Jersey waterfront is infestedwith not less than three different types of marineborers, all of which are capable of eating through eventhe most heavily treated wood piles. As tidal watersbecome cleaner, pollution has diminished and theperfect breeding environment for ship borers hasreappeared. Thousands of existing wooded structuresare now even more vulnerable to marine borer attackthen they were in the past.

As state and local environmental agencies outlaw theuse of toxic wood treatments, CP40 piles are theperfect alternative. On this project the CP40 piles wereused in a structural application to support a wharfextension in the Brooklyn Navy yard. Standards andspecifications have been established for the pilingmaterials that are acceptable to the owners and codeenforcement agencies, and the CP40 pile has beenselected for these projects. McLaren Engineers Nyack,NY designed this project and has been instrumental inforwarding the use of composites on waterfrontinfrastructure projects throughout the NYC area and ona national level through workshops and ASTMcommittee work.

The NY/NJ waterfront infrastructure is in serious needof repair and the CP40 pile is leading the way towardefficient design with tremendous durability, corrosionresistance, strength, and a positive environmental impact.


26


10.3 BELMAR MUNICIPAL MARINA, NJ

Lateral Load — Mooring Piles — Floating Docks

The Municipal Marina for the City of Belmar, NewJersey, is located on the Shark River, near the oceaninlet along the South Jersey shore. The marina whichhouses pleasure craft of all sizes and commercial headboats is in a rebuilding process. The use of CP40piling has allowed for the transition from fixed piers tofloating concrete piers as their reliable strength ismuch greater then wooden piles of the same diameter.

The structural engineers for the project, BirdsallEngineering, are located in Belmar and are one of themost respected marine-engineering firms in NewJersey. Birdsall selected Bellingham Marine concretefloating docks and Composite CP40 piles to hold thedocks in place.

The high lateral capacity and corrosion resistance ofthe CP40 piles were the perfect choice in a tidal basin,where five foot tides bring fresh ocean water into theRiver. This type of tidal movement coupled with highfreeze thaw cycles make for a harsh climate in thewinter months and temperatures in the mid-ninetiesare not unusual in the summer.

The CP40 piles were not protected with any sort of rubstrip connected to the pile. However, the floating docksare fitted out with UHMW pads attached to the floats,to eliminate friction between the pile and the concretedeck. The skin friction coefficients of the two materialsmakes this design preferable to the older style rubberroller assemblies.

10.4 NAVAL STATION INGLESIDE, TX

Structural Piles — Fender Piles — Dolphin Clusters

US Naval Station Ingleside is the home of the EMRFacility Pier in the Gulf of Mexico region. It is here thatthe Navy’s mine sweeper class vessels come forroutine Degaussing, a process that removes electronicfuzz and static from the very sensitive detectionequipment on board.

At such facilities it is extremely important that steel/ironare eliminated from the design of the pier. The CP40product was clearly the most cost-efficient pile that metall of the strength and corrosion resistancerequirements. The engineers of record were Gee &Jenson, who were assisted in the composite pile andpier design by Whitney, Bailey, Cox and Magnani,Lancaster’s consultants. Southern Division NAVFACcoordinated the design and the project was built byOrion Construction.

The project utilized CP40 pile in four differentapplications including fender piles with UHMW rubstrips, structural battered piles, vertical structural pilesand dauphin clusters with UHMW rub strips.

The project is now five years old, weathered a majorhurricane two years ago and held up without damage,a testament of good design, proper materials andquality construction.

27


10.5 LAKE PONTCHARTRAIN, NEW ORLEANS, LA

Full Production Rates — Fendering Wall System — Design Capabilities

Our in-house designers, with strong engineeringsupport from Whitney, Bailey, Cox and Magnani,Baltimore, MD have completed the technical drawingsand design for the project. The project consists of selfsupporting fender walls that sweep in and out of thedraw bridge bascule under the Lake Ponchartrain Bridge.

The three and five pile support clusters will be spacedeight feet on center and are connected with tenhorizontal wales that run the length of the fender walls.Recycled plastic lumber wales are spaced twentyinches on center and act as the fender element. All istied together with stainless steel cable and fittings.

The piles were fabricated locally by Boh Brothers, NewOrleans, at a rate of 50 piles per day. Lancaster’s QCpersonnel were on site at all times during fabrication ofthe piles. Lancaster management has opted toproduce the CP40 pile at PCI certified plants and/orwith PCI certified field personnel to enhance QCprocedures. The project was competitively bid as apackage, with the US Army Corps of Engineers actingas owner and the technical review team. The materialsand design were both provided by Lancaster. TheGreater New Orleans Expressway Commission willoversee the final design package and be responsiblefor the construction of the fender approach walls.Completion is scheduled for Spring 2003.

10.6 NAVAL SUBMARINE BASE, SAN DIEGO, CA

Fender Piles

As the Navy moves to consolidate the Pacific Fleet atNaval Station San Diego and the surrounding supportactivities, there has been a need to upgrade waterfrontstructures. Many piers and wharves have beenrepaired and/or replaced. Lancaster Composite hasplayed an ever-expanding role as the Navy is makingevery effort to incorporate Best Value design criteriainto this new wave of construction. Life cycle value,one of the corner stones to Best Value procurement, isevident in the selection of the fender piling.

Pier 5000, located at Point Loma, at the southern tip ofthe San Diego Bay, is one of four major piers thatserve as home base for several attack submarines.The Lancaster style pile was specified for theintermediate fender piles and for the corner clusters onthis pier. The Lancaster pile has superior energyabsorption when compared to steel, wood or concretepiles and also has a durable FRP jacket that providesfor extensive corrosion resistance.

The Lancaster pile, when used in aggressive fenderingapplications, needs to be fitted out with an abrasiveresistant rub strip. At pier 5000, the engineer, BlaylockEngineering called for a 2” thick wall HDPE pipe to beslid over the Lancaster pile, to serve as a rub stripwhere the berthing vessel comes in direct contact withthe fender pile, thus protecting the pile from abrasiveabuse.

28


10.7 PORT HADLOCK, WA

Long Fender Piles

The Navy has recently renovated the ammunition pierat Port Hadlock, on Indian Island, Washington. Deepdraft transport ships utilize this facility and accordinglylong fender piles are necessary to protect the pier. TheCP40 piles required for this project are 16.5 in. diameterand 93 ft. long. The pilings were fabricated at the pro-duction yard of Bellingham Marine, a PCI certified plant.

Lancaster QC personnel were present at all timesduring the pour process. The piles were transported tothe job site by way of barge to minimize costs andaccordingly the waterfront facility in Bellingham madethe loadout most efficient. The CP40 piles wereselected for their durability and exceptional energyabsorption properties needed for a fender pile. Specialhigh yield FRP tubing was developed to meet the

loading criteria for these long fenders piles. The pileshave been fitted out with a 1.25 in. think HDPE sleeveto protect the pile from abrasion abuse. BlaylockEngineering were the consultants for the Navy andOceaneering International was the general contractorthat organized the project.

10.8 PIER BRAVO, SAN DIEGO, CA

On Site Production — Fender Piles

As the Navy continues to consolidate the Pacific fleetin San Diego many piers and wharves are goingthrough significant rehabilitation. Many of the repairprojects involve an upgrade of the fendering system.As budgets are always tight, it is a challenge to selectthe most efficient components available.

Several different design criteria are considered in theselection of the most efficient fender system. Inparticular life cycle value evaluation has become agenuine priority for these major maintenance projects.CP40 is the fender pile that provides the lowest initialprice with no need for maintenance, while providingthe durability to serve for several decades.

No other piling delivers the cost to benefit ratio that isfound in the Lancaster pile. No other fender pile in themarket today has the energy absorption capacity of theLancaster CP40. The function of a fender pile is toabsorb energy.

Blaylock Engineering were the consultants for theNavy on this project at Pier Bravo, located onCoronado Island in the San Diego Bay. MarathonConstruction was the marine contractor who performedthe extensive repairs to the pier.

In order to meet very tight scheduling demands andalso to eliminate transportation costs, the fender pileswere fabricated (filled with concrete) at the job site.PCI certified engineers and QC personnel fromLancaster Composite were present throughout theproduction process. Though it is more convenient androutine to produce CP40 piling at a PCI certified plant,it can be more efficient to fabricate on site, as was thecase on this project.

11.1 ABBREVIATED SPECIFICATION

PRECAST COMPOSITE PILES(Abbreviated Specification)

Piles to be produced from unsaturated polyesteror epoxy resin reinforced with Eglass andappropriate filler material to form a rigid structuralsupport member. Eglass shall be incorporated inthe form of continuous rovings. Reinforcementrovings (E-glass) will be set in resin under tension(minimum of 10 lbs.) during the fabricationprocess. Tensile modulus of FRP tube to be notless than 4 × 106 psi. Core material to have aminimum compressive strength of 5,000 psi andminimum tensile strength of 500 psi. Concretecore materials to be secured and engaged to theFRP tube by means of a shrinkage compensatingcomponent (scc) add mixture that reduces thecore to harden with a permanent positive stress(minimum 25 psi at 28 days) against the inner wallof the FRP tube.

Piles to exhibit superior corrosion and ultravioletresistance as demonstrated when exposed toaccelerated environmental test chamber for notless than 3,600 hours. The pile will show nostructural failure (i.e., >10% loss of strength) as aresult of exposure to moisture and lamps requiredin ASTM G-23, G-26 and G-53. Piles will bewrapped in a protective veil for further moistureand U.V. protection.

Where color is specified it will be permanent. Pileswill be coated with not less than a 6 mil dry filmthickness that when cured meets the followingrequirements after 3,600 hours exposure, incompliance with ASTM G-23, G-26, and G-53:90% adhesion, ASTM-4541, Maximum colorchange of 25, Delta-E.

Piling to be manufactured by LancasterComposite, Inc., Lancaster, PA, USA. (717) 872-8999.

11.2 UNITED FACILITIES GUIDESPECIFICATION FORMAT

Design Guide and Engineering SupportDocuments are available on CD-ROM.

29


11. SPECIFICATIONS11. SPECIFICATIONS

LANCASTER COMPOSITE, INC.–USAP.O. Box 27

Millersville, PA 17551Tel: 717-872-8999Cell: 717-951-3745

Contact: Robert Harrison Greene, PresidentEmail: [email protected]

TECHNICAL ASSISTANCETel: 717-872-8999Fax: 717-872-4328

[email protected]

LANCASTER COMPOSITE–MIDDLE EASTP.O. Box 96111Abu Dhabi, UAE

Tel: 971-50-641-3336Contact: Abdullah Al Sayed Al Hashemi, Partner

Email: [email protected]

www.lancastercomposite.com

The information contained in this document is furnished pursuant to certain requirements of specific contract specifications and may be reviewed for the sole purpose of evaluating Lancaster Composite Inc. products for acceptability for use on specific contracts. All information contained herein

and its use, disclosure or duplication by any means is prohibited without the express written permission of Lancaster Composite Inc. USA

Lancaster Composite Inc. products are produced only by recognized and licensed manufacturers. All others are expressly prohibited from making, using or selling Lancaster Composite Inc. products.

Descriptions of these products are found in USPTO Patent #5,770,276, #5,800,889, #5,587,035, #6,083,589, #6,284,336 and #6,048,594.

© 2006 Lancaster Composite, Inc.

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