Engineered foundation technologyfor fast Telecom Tower build-out!• Speed your sites to market

• Nothing faster than our all-steel piles and guys• No excavation spoils; torque indicates capacity

• Immediately apply loadsNo start/stop delays of formed concrete

• Lower foundation costsLabor-competitive at most sites, simpler, easier

• Utilize “inaccessible” sitesModular system installs by low-psi machines

• Solve weak soil situationsHelical Pulldown® Micropiles developultra-high loads through soft surfaces

Exclusive services —Exclusive services —• Installed-cost estimates• Installer training & certification

• New!New!HeliCAPHeliCAP®®

EngineeringEngineeringSoftwareSoftware

2

Telecom Industry Applicationsof Helical Foundationsand Anchors — for the full range!

®

• Telecom TowersGuyed Towers Self-Supported Monopoles

• Site Augmentations • EquipmentPlatforms & Shelters

For platform piles:• HS Series, page 8• T/C Series, page 8• Non-Extendable Series, page 8

For prefabricatedbuildings:• HS Series, page 8• Helical Pulldown®

Micropiles, page 9

For guy wires:For guy wires:• SS Anchor Series,• SS Anchor Series, page 7 page 7• Adjust-A-Grip• Adjust-A-Grip®®

Deadend Grips,Deadend Grips, page 10 page 10

For center masts:For center masts:• HS Pile Series page 8• HS Pile Series page 8• HS/SS Combo Piles,• HS/SS Combo Piles, page 8 page 8• Helical Pulldown• Helical Pulldown®®

Micropiles, page 9Micropiles, page 9• Grillages, page 10• Grillages, page 10

For leg piles:For leg piles:• HS Pile Series page 8• HS Pile Series page 8

• HS/SS Combo Piles,• HS/SS Combo Piles, page 8 page 8

• Helical Pulldown• Helical Pulldown®®

Micropiles, page 9Micropiles, page 9

For base piles:For base piles:• HS Pile Series page 8• HS Pile Series page 8

• HS/SS Combo Piles,• HS/SS Combo Piles, page 8 page 8

• Helical Pulldown• Helical Pulldown®®

Micropiles, page 9 Micropiles, page 9

• Monopole grillages,• Monopole grillages, page 10 page 10

For radialpiles:• HS Pile Series,

page 8• HS/SS Series,

page 8• Helical Pulldown®

Micropiles,page 9

For outrigger anchors:• SS Anchor Series,

page 7

THEORY OF FOUNDATION ANCHOR DESIGN

Soil mechanics

Throughout this discussion wewill concern ourselves with thetheories of soil mechanics as as-sociated with foundation anchordesign. The mechanical strengthof the foundations will not be con-sidered in this section as we ex-pect foundations with properstrengths to be selected by thedesign professional at the time ofdesign. For this discussion, weassume the mechanical proper-ties of the foundations are ad-equate to fully develop the strengthof the soil in which they are in-stalled. Although this discussiondeals with the foundation anchor,the design principles are basicallythe same for either a tension orcompression load. The designersimply uses soil strength param-eters above or below a helix, de-pending on the load direction.

Bearing capacity theory

This theory suggests that thecapacity of a foundation anchor isequal to the sum of the capacitiesof individual helices. The helix ca-pacity is determined by calculat-ing the unit bearing capacity of thesoil and applying it to the indi-vidual helix areas. Friction alongthe central shaft is not used indetermining ultimate capacity.Friction or adhesion on extensionshafts (but not on lead shafts) maybe included if the shaft is roundand at least 31⁄2" (8.9 cm) in diam-eter.

A necessary condition for thismethod to work is that the helicesbe spaced far enough apart toavoid overlapping of their stresszones. A.B. Chance manufacturesfoundations with three-helix-diam-eter spacing, which has histori-cally been sufficient to preventone helix from significantly influ-encing the performance of another.

The following reflects the state-of-the-art for determining deep

multi-helix foundation capacitiesas practiced by A.B. Chance.

Ultimate theoretical capacityof a multi-helix foundation equals

Load

Graphic representationof individualcompressionbearingpressureson multi-helixfoundation anchor.

Equation A:

Qt = ∑Qh

Where:Qt = total multi-helix anchor

capacityQh = individual helix bearing

capacity

Equation B:

Qh = Ah (9c + q Nq) ≤ Qs

Where:Qh = Individual helix bearing

capacityAh= projected helix areac = soil cohesionq = effective overburden

pressureNq= bearing capacity factor

(from the graph, nextpage)

Qs= upper limit determinedby helix strength

Projected helix area (Ah) isthe area projected by the helixon a flat plane perpendicularto the axis of the shaft.

Qh3

Qh2

Qh1

the sum of all individual helix ca-pacities, see Equation A. To de-termine the theoretical bearingcapacity of each individual helix,use Equation B.

For additional information, seeTechnical Manual, Bulletin 01-9601.

Cohesiveand non-cohesive soils

Shear strength of soils is typicallycharacterized by cohesion (c) andangle of internal friction “phi” (Ø),given in degrees. The designationgiven to soil that derives its shearstrength from cohesion is “cohe-sive” and indicates a fine-grain(e.g., clay) soil. The designationgiven to soil that derives its shearstrength from friction is “non-co-hesive” or “cohesionless” and in-dicates a granular (e.g., sand) soil.

The product “9c” from Equa-tion B is the strength due to cohe-sion in fine grain soils, where 9 isthe bearing capacity factor for co-hesive soils. The product “qNq”from Equation B is the strengthdue to friction in granular, cohe-sionless soils. The bearing capac-ity factor for cohesionless soils(Nq) may be determined from Fig-ure 1. This factor is dependentupon the angle of internal friction(Ø). The curve is based onMeyerhoff bearing capacity fac-tors for deep foundations and hasbeen empirically modified to re-flect the performance of founda-tion anchors. Effective overbur-den pressure (q) is determined bymultiplying a given soil’s effectiveunit weight (γ) times the verticaldepth (d) of that soil as measuredfrom the surface to the helix.

For multiple soil layers abovea given helix, effective overbur-den pressure may be calculatedfor each layer and then addedtogether.

When c and Ø for a given soilare both known, (9c + q Nq) can besolved directly. However, soil re-

4

ports often do not contain enoughdata to determine values for bothc and Ø. In such cases, EquationB must be simplified to arrive at ananswer.

The design professional mustdecide which soil type (cohesiveor cohesionless) is more likely tocontrol ultimate capacity. Once thisdecision has been made, the ap-propriate part of the (9c + q Nq)term may be equated to zero,which will allow solution of theequation. This approach gener-ally provides conservative results.When the soil type or behaviorexpected cannot be determined,calculate for both behaviors andchoose the smaller capacity.

Tension anchor capacities arecalculated by using average pa-rameters for the soil above a givenhelix. Compression capacities maybe calculated similarly, howeversoil strength parameters shouldbe averaged for the soil below agiven helix.

We recommend the use of fieldtesting to verify the accuracy oftheoretically predicted foundationanchor capacities.

Bearing Capacity Factorfor Cohesionless Soils

The patented HelicalPulldown® Micropile is a compos-ite end-bearing/friction pile de-signed to both stiffen the pile shaftand develop additional capacityvia skin friction along its groutedcolumn. It consists of a steel screwanchor with a grout column abovethe helical end-bearing plates.The formation of this pile involvesthe use of circular lead displace-ment discs and extension displace-ment discs. The lead discs haveangled plates that when rotatedduring the installation process dis-place the soil laterally outwardaway from the pile shaft. There isno soil removed during the instal-lation of a Helical Pulldown®

Micropile. The remolded soil atthe outside of the displaced annu-lus would naturally tend to flowback around the lead disc and fillthe void created by the disc. How-ever, the use of high-density,

0

10

20

30

40

50

60

70

80

90

100

Angle of Internal Friction, degrees

Nq —

Val

ues

Theory of the Helical Pulldown® Micropile

flowable grout acting under hy-drostatic pressure prevents thesoil from filling this voided annu-lus. The grout is pulled down asthe installation of the anchor con-tinues, thus forming a cast-in-placeconcrete pile. This concrete col-umn, not only stiffens the pile shaftto allow for the full mobilization ofthe end bearing capacity of thehelices, but also provides addi-tional capacity through the devel-opment of skin friction along theformed concrete column.

Bearing capacity theory

The end bearing capacity of aHelical Pulldown® Micropile is de-termined by the methods as previ-ously described in this article.Namely, the bearing capacity ofeach individual helix is calculatedusing the bearing capacity equa-tion (Equation B). The sum of theseindividual bearing capacities isequal to the ultimate theoreticalbearing capacity of the multi-helixfoundation (Equation A).

Friction capacity theory

Friction piles in clays developtheir capacity via adhesion be-tween the pile and the soil. Theultimate friction capacity (Qf) isassumed to be equal to the unitadhesion times the embeddedarea of the pile. In very soft to softclays, the unit adhesion is nor-mally assumed equal to the cohe-sive strength of the clay. In me-dium and stiff clays, the unit adhe-sion is typically smaller than thecohesive strength of the clay. Theunit adhesion will also vary by thematerial type of pile, i.e., concrete,steel, timber, etc. Various pub-lished tables are available whichprovide unit adhesion valuesbased on the cohesive strength ofthe clay and the material type of

10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44

Figure 1

5

Qh

Qf

Basic theory of the Helical Pulldown® Micropile (continued)

subject is in the paper “UpliftCapacity of Helical Anchors in Soil”by R.M. Hoyt and S.P. Clemence(Bulletin 2-9001). It gives theformula for the torque/anchorcapacity as:

Qu = Kt x TwhereQu = ultimate uplift capacity

[lb. (kN)]Kt = empirical torque

factor [ft.-1 (m-1)]T = average installation

torque [ft.-lb. (kN-m)]

The value of Kt may range

Holding strength relatedto installing torque

The idea that the amount oftorsional force required to install afoundation anchor relates to theultimate capacity of the foundationin tension or compression has longbeen promoted by A.B. Chance.Precise definition of therelationship for all possiblevariables remains to be achieved.However, simple empiricalrelationships have been used fora number of years.

Recommended reading on the

from 3 to 20 ft.-1 (10 to 66 m-1),depending on soil conditions andanchor design (principally the shaftsize). For Type SS foundationanchors, it typically ranges from10 to 12 (33 to 39) with 10 (33)being the recommended defaultvalue. For Type HS foundationanchors, the recommendeddefault value is 7 (23). The samevalues of Kt are used for bothtension and compression loading.Torque monitoring tools availablefrom A.B. Chance provide a goodmethod of production controlduring installation.

0 - 250250 - 500500 - 10001000 - 20002000 - 4000

0 - 250250 - 480480 - 750750 - 950950 - 1300

Very SoftSoft

Medium StiffStiff

Very Stiff

INSTALLATION TORQUE VS. ANCHOR CAPACITY

the pile. For typical adhesion val-ues, refer to the table shown here.

The friction capacity of pilesin sands is a function of theeffective lateral pressures alongthe pile and the effective frictionangle between the sand and pileface. The effective friction angleis dependent on the density ofthe sand and material type ofpile. Two methods are pre-sented to determine the ultimatefriction capacity (Qf) of a pile.The Alternate Method uses theaverage friction resistance alongthe pile. For average frictionreisistance values along a pilegiven the angle of internalfriction of the soil, refer to the

Timber orConcrete

20

AverageOverburden

Pressure(PSF)

Angle of Internal Friction (degrees)

5001000150020002500300035004000

Pile Type Consistency of Soil Cohesion, C (PSF) Adhesion, Ca (PSF)

Recommended Values of Adhesion

S = Average Friction Resistance on Pile Surface Area (PSF)182364546728910109212741456

30

28957786611551443173220212309

25

233466699933

1166139916321865

40

420839125916782098251729373356

35

350700105014001751210024512801

table shown here. These valuesassume a straight (non-tapered)concrete pile.

The tables above were

derived from Department ofNavy Design Manual, “SoilMechanics, Foundations andEarth Structures.”

Composite pile capacity

It is understood that the endbearing and skin friction alongthe different segments of a pilemay not be mobilized simulta-neously. However, the ultimatestatic resistance (Qt) of acomposite pile is normallyconsidered to be the sum of theultimate end-bearing capacityand the ultimate skin friction onthe surface area of the pile.

Composite Pile CapacityEquation:Qt = ∑Qh+Qf

General Equation: Where: D = diameter, grouted columnQf = ∑[πDfs∆Lf] fs = sum of friction & adhesion between

soil & pile∆Lf = incremental pile length over which πD

and fs are taken as constant, ft.For Cohesive Soils: (α Method)Qf = ∑[πDCa∆Lf] Where: Ca = adhesion factor (PSF)For Cohesionless Soils: (α Method)Qf = ∑[πD(qaKtanδ)∆Lf]Where: qa = effective vertical stress on element ∆Lf (PSF)

K = coefficient of lateral earth pressure ranging from Ko to about1.75 depending on volume displacement, initial soil density, etc. Values closeto Ko are generally recommended because of long-term soil creep effects. Asa result, use Ko = 1.

δ = effective friction angle between soil and pile material(Alternate Method)

Qf = ∑[πD(S)∆Lf] Where: S = average friction resistance on pilesurface area (PSF)

6

10,000 ft.-lb.

100,000 lb.

15,000 ft.-lb.

150,000 lb.

20,000 ft.-lb.

200,000 lb.

SS ANCHOR SERIES FOR HEAVY GUYINGJob-matched design

The SS Anchor Series,derives its name from its SquareShaft design. The solid steelround-cornered-square shaftsand precise helical pitches on thebearing plates assure installationease and loading capacities.

Variety of configurationsto serve many applications

Four sizes (or “families”) inthe SS Anchor Series match awide range of soil conditions andload requirements. See theMechanical Ratings table forbasic unit performance ratings.

Within each SS “family,” leadand extension section lengthsrange from 30" to 123". With upto four helices per anchor, helixdiameters range from 6" to 14".Multiple helix diameters areavailable on some SS Anchorsfor specific performance. Exten-sion sections are available plainor with helices and couple by anintegral bolted socket.

To increase product life inaggressive soils, hot-dip galva-nizing to ASTM specifications isnormally supplied.

Choice of terminations

Methods for attaching guys toSS Anchors are nearly unlimited.Hardware available from stockare forged adapters for one tothree guy wires, threaded rods,ovaleye and chain shackles.Socket and clevis ends areamong options for attachingadapters to the anchor shaft.

MechanicalRatingsMaximumInstallation TorqueMinimum UltimateTension Strength

SS 1501.50" Square Shaft

7,000 ft.-lb.

70,000 lb.

SS 1751.75" Square Shaft

SS 2002.00" Square Shaft

SS 2252.25" Square Shaft

Adjust-A-Grip® Deadend Grips(see page 10) terminate towersguys, above and below.

Tower guying examples

(Below) SS Anchors terminatemulti-level tower guys in concertwith fan plates by others andconcrete cap cluster method.

Ideal for Augmentation methods: • Accommodate additional loads on guyed towers!• Outrigger anchors for foundations! • Erect additional towers on a strategic existing site!

7

SINGLEGUY WIRECONNECTSTO AN INDIVIDUALHELICAL ANCHOR

SINGLEGUY WIRECONNECTSTO TWOHELICALANCHORS

MULTIPLEGUY WIRESCONNECTBY A FAN PLATETO INDIVIDUALHELICAL ANCHORS

MULTIPLEGUY WIRESCONNECTBY A SPREADER FANDEVICE TO MULITIPLEHELICAL ANCHORS

MULTIPLE GUYSCONNECTTO A FAN PLATECONNECTED BYCONCRETE CAPTO MULTIPLEHELICAL ANCHORS

HS/SS ComboPile group castin a reinforcedconcrete capform each legsupport for this190-ft. tower.

HS, HS/SS-COMBO and T/C SERIES PILESHeavy-load pipe-shaft piles

Instant Foundation® Pileshave pipe shafts for resistance tobending moments and lateralloads. Non-extendable seriesapply to lesser loads of someequipment platforms. Extendabletypes, based on HS Series, arerated for tower foundations andupgrade retrofits.

The HS/SS Combo and T/C(Tension/Compression) Seriesemploy two graduated shaftdiameters. Their combined effectimparts advantages for applica-tions ranging from single units forplatform legs to multi-elementgroups for ultra-high tower loads.

Terminations for HSand HS/SS Combo Series

Forged coupler at bottomavailable in sizes forSS175 and SS200 Serieshelical leads and extensionshafts, page 7

HS/SS Combo Series31⁄2"-O.D. pipe shaft and13⁄4" or 2"-square shaft11,000 ft.-lb. maximum torque rating100,000 lb. axial load rating

Platform supports: Cap plateassembly with clamps to secure

beam flanges forshelter and equip-ment platforms

Tower foundations:Steel grillages fit ontoa multi-element pilegroup, page 10

Or they may be castintegrated into a rein-forced concrete cap,as at top right

Non-Extendable Piles8,000 to 20,000 ft.-lb. max. torque ratings

HS to SSTransitionSectionTop couples to HS Series31⁄2"-O.D. extensions,above

2, 31⁄2, 4, 6, 8, 10"-O.D. pipe4, 5, 7 ft. nominal lengthswith one 10, 12, 14, 16" helix

These INSTANTFOUNDATION® Pilesfeature top base platesin a range of sizes andbolt circle patterns toserve the attachmentand loading needs forsupporting certain siteequipment platforms

Ideal for Augmentation!As radial piles to reinforceoriginal foundation foradditonal loads:• Cast into concrete collar• Connect by supplemental

outrigger grillage

8

T/C Series Piles11,000 ft.-lb. maximum torque rating

Extension Sections8"-O.D. pipe shaft3, 5, 7, 10 ft. lengths with 14"-diameterhelical couplers top and bottomfor bolt-together connections

Lead Sections31⁄2"-O.D. pipe shaft5, 7, 10 ft. lengths with number andsizes of helices per job requirements

TerminationsBolted or welded for singleelement foundations plusgrillages formulti-elementpile groups,page 10

Lead Sections31⁄2, 5, 7, 10 ft. lengths with upto four helices, diameters from8 to 14 inches, per jobrequirements

HS Series Piles31⁄2"-O.D. pipe shaft11,000 ft.-lb. maximumtorque rating

Extension Sections3, 5, 7 ft. lengths with threebolts and socket coupler withmatching holes at top

Solution for weak soil sites

The Helical Pulldown®

Micropile is a patented compositeend-bearing/friction pile wellsuited for resistance to bendingmoments and lateral loads inpoor soil conditions. This type ofpile transfers load to high end-bearing-capacity helical plates.

It consists of a steel screwanchor with a 4" to 10" groutcolumn around the shaft abovethe helical plates. Pile design isspecified per application and mayconsist of SS or HS Pile Series ortheir combination.

Displacement plates added atextension joints form a cylindricalvoid in the soil filled by the groutreservoir on grade as the anchoris torqued into the soil. The groutcolumn may be sleeved duringinstallation if required.

Connections to the super-structure may be by steel fabri-cated brackets or by integrationinto the rebar gridwork of aconcrete pile cap.

Helical Pulldown® MICROPILES

Helical Pulldown® Micropilesusing HS/SS Combo Piles in-stalled in a group and cast in areinforced concrete cap formeach of the leg supports for this250-ft. tower.

Ultra-high capacity system,tested to 410 kips per pile

Ideal for high capacity com-pression and uplift requirements,the Helical Pulldown® Micropilesystem applies to all types oftower foundations and augmen-tation methods.

Example below shows groutcolumn above the helical plates.Monitoring grout volume andtorque during installation contrib-ute to field production control.

Ideal for Augmentation, too!

9

DEADEND GRIPS FOR TOTAL GUYING PACKAGETerminations for top andbottom of guy wires

In strength ratings higherthan the intended guy wires, thisguy-termination hardwarecomes in types to serve both thetower and anchor connections.Sizes available for galvanized-steel guy strands up to 1" indiameter include ratings forloads up to 104,500 lb. Foraluminum-coated guy strands,sizes range to 1.270" diameterwith a 142,900 lb. load rating.

These patented Adjust-A-Grip® Deadend Grips comprisea helical rod subset to grip theguy wire, wedge componentsthat seat in a socket body and aU-bolt with load and jam nuts.

They are quick and easy toinstall without special tools,eyes, pins, thimbles, clevises ortwisted-loop grips. For the towerconnection, the non-adjustabletype is prescribed. The series forthe anchor end provides up to18" of U-bolt adjustment.

GRILLAGES FOR MULTI-ELEMENT PILE GROUPSReady-made, custom-builtand compatible systems

Available in ratings for 125and 200 kips, Chance® TripodGrillage below fits directly on HSand HS/SS-Combo Series Piles(31⁄2"-O.D. pipe shafts) or T/C

Series Piles (8"-O.D. pipe) withready-made adapters.

Fabricated to the tower sitelayout, grillage below connectsnine HS/SS Series Piles (31⁄2"-O.D. pipe at top with13⁄4"-SquareShaft helical leads).

Monopole grillages in pre-manufactured systems (as atright below) provide compatibleconnections to multi-element pilegroups. This pre-engineereddesign produces foundations withlateral support and resistance toovertuning moments.

10

Rod subset

Socket body

U bolt

Loadnuts

WedgesJam nuts

Spacer bar

CHANCE® – World Leader in Earth Anchors since 1907

Let our experience count for you!History

The earliest known use of ananchor foundation was for thesupport of lighthouses in tidalbasins around England. A blindEnglish brickmaker, AlexanderMitchell, is credited with designof a “screw pile” for this purposein 1833. The use of the “screwpile” was apparently successful,but advancement of the helix-plate foundation did notprogress.

In the 1950s, A.B. Chanceintroduced the Power-InstalledScrew Anchor (PISA®) forresisting tension loads. Theanchor found favorable,widespread acceptance. Thisanchor consists of a plate orplates, formed into the shape ofa helix or one pitch of a screwthread. The plate is attached toa central shaft. The helix platehas its characteristic shape tofacilitate installation. Installationis accomplished by applyingtorque to the anchor andscrewing it into the soil. Theeffort to install the anchor issupplied by a torque motor.

Research and development

With the development of thetension screw anchor, came theuse of the same or similardevices to resist compressionloads. Thus, screw pilefoundations came into greateruse. Various sizes and numbersof helices have been used withshafts of varying sections toprovide foundations for differentapplications. In the past 40years, projects that have utilizedscrew pile foundations includeelectric utility transmissionstructures, Federal AviationAdministration flight guidancestructures, pipeline supports,building foundations, remedialunderpinning, streetlights,

walkways in environmentallysensitive areas and manyothers.

Torque capacities ofavailable installation equipmenthave increased over the pastyears. Hydraulic torque motorsin the 3,000 to 5,000 ft.-lb. (4.0to 6.8 kN-m) range haveincreased to the 12,000 to15,000 ft.-lb. (16 to 20 kN-m)range. Mechanical diggers nowextend the upper range to50,000 ft.-lb. (68 kN-m) or more.“Hand-held” installers haveexpanded the availableequipment in the lower range oftorque, with a capacity up to2,500 ft.-lb (3.4 kN-m). Thoughcalled “hand-held,” theseinstallers are hand-guided whilea torque bar or other device isused to resist the torque beingapplied to the screw pilefoundation.

As suggested earlier, thescrew pile foundation may beutilized in various forms. Thelead section (i.e., the first part to

enter the ground) may be usedwith one or more helices(generally, four is the maximum)with varying diameters in therange from 6 to 14 inches (15 to36 cm). Extensions, either plainor with additional helices, maybe used to reach deep load-bearing strata. Generally, eightis the maximum number ofhelices used on a single screwpile foundation. The shaft sizemay vary from 11⁄2" (3.8 cm)square solid bar material to 10"(25 cm) diameter pipe material.The number and size of helicesand the size and length of shaftfor a given application aregenerally selected based on thein-situ soil conditions and theloads that are to be applied.

Advantages

The screw pile foundationsystem is known for its ease andspeed of installation. Installationgenerally requires no removal ofsoil, so there are no spoils todispose of. Installation causes adisplacement of soils for themost part. However, in the caseof a foundation with a pipe shaft,some soil will enter the interiorof the pipe until it becomesplugged. Installation equipmentcan be mounted on vehicleswhen required. The installationof a screw pile foundation is forpractical purposes vibration free.These features make the screwpile foundation attractive onsites that are environmentallysensitive. Installations nearexisting foundations or footingsgenerally cause no problems.However, the screw pilefoundation generally cannot beinstalled into competent rock orconcrete. Penetration will ceasewhen materials of this nature areencountered.

11

Web: www.abchance.com

NOTE: Because Hubbell has a policy of continuous productimprovement, we reserve the right to change design andspecifications without notice.

®®

POWER SYSTEMS, INC.UNITED STATESHUBBELL POWER SYSTEMS, INC.210 N. AllenCentralia, Mo 65240Phone: 573-682-8414Fax: 573-682-8660e-mail:hpsliterature@hps.hubbell.com

CANADAHUBBELL CANADA, INC.870 Brock Road SouthPickering, Ontario L1W 1Z8Phone: 905-839-1138Fax: 905-831-6353e-mail:infohps@hubbellonline.com

MEXICOHUBBELL DE MEXICO, S.A. DE. CVAv. Coyoacan No. 1051Col. Del Valle03100 Mexico, D.F.Phone: 52-55-9151-9999Fax: 52-55-9151-9988e-mail: vtasdf@hubbell.com.mx

Bulletin 02-0101 rev.5/04 ©Copyright 2004 Hubbell, Inc. Printed in U.S.A. RGS3M5/04

125 Homas Road • Lafayette, LA 70501Phone: (337) 261-3549

(800) 274-3458Fax: (337) 261-3771E-mail: don@htfdistributors.comWeb: www.htfdistributors.com

Distributor to the Telecom Industry:

The only computer program of itskind, Chance® HeliCAP® Engineer-ing Software is an easy-to-useinteractive program that provideshelical anchor solutions for founda-tion and retaining projects. Itsgraphics simulate “virtual anchoring”on screen in a PC Windows environ-ment. It performs powerful, sophisti-cated calculations, based on yourproject parameters, to derive theproper Chance anchor.

Available on CD, it includes Helpscreens and Reference materialsand gives you prompts to maintaincontrol to analyze problems andspecify solutions.

Computer Assisted Foundation and Anchor Design Software

You make these inputs:1. Soil type, layer depths,

strength parameters;2. Anchor length, helixconfiguration, angle ofinstallation, distance todatum;3. Load – magnitude anddirection.

It gives you this output:Bearing capacities in tension

and compression of an anchorin the given soil conditions.

See the FREE demo at www.abchance.com then askHelical Tower Foundations about getting your copy!

Advantages for all Telecom Towerprincipals •Tower owners •Signal carriers•Site developers •Project managers•Contractors •Civil & Structural engineersFor turnkey tower anchoring services, turn toHelical Tower Foundation Distributors

• Layout to plan detail specs

• Construct pile caps as required

• Install pilesand anchors

Helical TowerFoundationDistributors