Magnum Helix Manual 1.15.10 -Web Version

Helical Pile

Technical Reference Manual

HelicalPile

TechnicalReferenceManualThe informationcontained inthisdocument isthe intellectualpropertyofMagnumPiering,Inc.and isdisclosedsolely for thepurposeofprovidingdesign toolsandguidance inspecifyingMagnumPieringproducts. All material contained herein and designs based on the information herein should bereviewed and approved by the Engineer of Record prior to construction. Copying, distributing, ordisclosingthisinformationforanypurposeotherthanprojectbiddingisexpresslyforbidden.

MagnumPiering,Inc.6082SchumacherParkDrive

WestChester,OH450698008227437

www.magnumpiering.com

Table of Contents

SECTION 1000 INTRODUCTION Page

Introduction Letter from Dr. Howard Perko 1000-1

About Magnum Piering 1000-2

About Magnum Geo 1000-3

Why Specify Magnum Piles 1000-4

SECTION 2000 - SPECIFING HELICAL PILES

GUIDE SPECIFICATIONS 2000-1

Checklist for Foundation Drawings 2000-2

CSI Prescriptive Specifications 2000-4

State DOT Performance Specifications 2000-20

SAMPLE CAD DRAWINGS 2000-25

Foundation Repair & Augmentation Examples 2000-26

Slope Stabilization Examples 2000-45

New Construction Examples 2000-54

Excavation & Shoring Examples 2000-86

EXAMPLE SOILS REPORT 2000-89

Sample Soils Report 2000-90

INSTALLATION & TESTING 2000-102

Sample Installation Records 2000-103

Sample Axial Load Test Log 2000-104

Sample Lateral Load Test Log 2000-109

SECTION 3000 - DESIGN TOOLS

DESIGN BASICS 3000-1

Pros and Cons of Different Foundation Types 3000-2

1 2 3s of Helical Pile Foundations 3000-3

DESIGN CHARTS 3000-7

Magnum Piering Helical Pile Specification Chart 3000-8

Helical Pile Sizing Charts for MH3 Series 3000-9

Helical Pile Sizing Chart for MH4 Series 3000-12

Helical Pile Sizing Chart for MH6 Series 3000-15

Lateral Performance for MH3 Series 3000-18



TECHNICAL PAPERS 3000-32

Energy Method for Predicting Installation Torque 3000-33

Uplift Capacity of Helical Anchors in Soil 3000-44

Summary of Earth Retaining Methods 3000-48

Lateral Capacity and Buckling 3000-56

Helical Anchor Piles Under Lateral Loading 3000-64

Introduction to Corrosion and Galvanizing 3000-84

Helical Pile Bibliography 3000-91

SECTION 4000 - PRODUCT QUALITY

ICC-ES Draft Report 4000-1

SECTION 1000

INTRODUCTION

MAGNUM HELICAL PILES TECHNICAL REFERENCE MANUAL

Introduction

by Howard A. Perko, Ph.D., P.E.

Director of Engineering

Magnum Geo-Solutions, LLC Product Support and Design Solution Center for Magnum Piering, Inc.

The Magnum Helical Pile Technical Reference Manual was developed specifically for architects,

geotechnical engineers, and structural engineers. It contains considerable details regarding the use and

specification of helical anchors and helical piles. The guide contains introductory information as well as advanced concepts so that it may serve as a useful reference for the unfamiliar and the experienced.

Information regarding the pullout and bearing capacity of helical piles, corrosion rates, lateral resistance,

and connection to structures is provided herein. Sample details, plans, reports, inspections, and specifications are included. Technical specifications for the Magnum Helical Pile product line are

supplied, as well as the test procedures and results used to obtain these specifications.

Helical piles and anchors have an established heritage of over 150 years and have been used to support

structures throughout the United States, Canada, Europe, Australia, Japan and many other countries of the

World. The frequency of their application for repairing existing foundations and for new foundations has increased dramatically in the last 25 years. Their present popularity is due to a number of factors

including capacity determination through torque correlations, economics of rapid installation,

applicability to a wide range of soil and subsurface conditions, and the quality assurance of a factory

manufactured product.

There are presently over 50 different helical pile and anchor manufacturers throughout the world. Product

quality varies significantly between manufacturers. Depending on the requirements of a particular project, an engineer or architect may specify minimum product quality standards such as hot-dip

galvanizing, minimum structural section modulus, and/or minimum number and size of helical bearing

plates. However, to ensure you are getting the best products available, it is imperative to specify a

Magnum Helical Piles.

Howard A. Perko, Ph.D., P.E.

Director of Engineering Magnum Geo-Solutions, LLC

Copyright 2000-10 Magnum Piering, Inc. All Rights Reserved

Page 1000-1 Rev. 12-09


Page 1000-2 Rev. 12-09

About Magnum Geo-Solutions

Magnum Geo-Solutions is the technical support group associated with Magnum Piering. Our staff

consists of professional engineers licensed in 18

states. Our office is located in Fort Collins, Colorado.

Magnum Geo-Solutions will assist engineers, architects, installers, contractors, Magnum dealers,

home owners, and business owners.

Magnum Geo-Solutions provides: Technical Seminars

Project Submittal Support

Preliminary Design Support

Sample Specifications

CAD Plans and Details

Load Test Observations

Torque Motor Calibration

Design/Build Support

Design tools and aids

With more than 20 years combined engineering experience, we have

provided engineering services and support for projects across the U.S.

and Canada.

We are ready to assist you. Call us at:

800.822.7437 x 250


Page 1000-3 Rev. 12-09

Why Specify Magnum

OVER 25 YEARS OF EXPERIENCE

Magnum Piering was founded in 1981; we have gained the expertise that newer

companies just dont have. We have provided engineering support, foundation

products, installation observation and load testing for a variety of diverse

projects. Our projects range from residential tract homes to high-rise commercial

developments, industrial gas compressors, deep excavation shoring, membrane

tension structures and NASA launch pads. Our experience has resulted in an

extensive and encompassing product line to meet the diverse needs of our

clients.

MODERN FACILITY

Magnum operates a state of the art 30,000 sf facility boasting overhead cranes,

robotic welding, and CNC laser cutting system. With an in-house CAD design

department we have the capability to produce specialty items and large orders

with a quick turnaround time.

LEADERS IN THE HELICAL PILE INDUSTRY

We have employees who are setting the trends in helical pile manufacturing

through improved helical pile designs and by setting the standards by which

helical piles are rated. Our marketing director Bill Bonekemper served as

chairman of the Ad Hoc Committee of Helical Foundation Manufactures that

created ICC-ES document AC358. Our director of engineering, Dr. Howard

Perko, authored the only book currently available on helical pile installation and

design, issued by a world-renowned publisher, John Wiley & Sons. Dr. Perko

also authored helical pile additions to the 2009 IBC and was an expert consultant

on writing of the NYC DOB code on helical piles. Having Magnums experts on

your team will give you piece of mind.

MEETING MODERN STANDARDS

Magnum is one of the first manufacturers to apply for ICC-ES evaluation under

the new AC358 criteria. Magnums products have been have been designed to

meet or exceed ICC-ES AC358 criteria and have been tested by an IAS

accredited laboratory in accordance with AC358. The ICC-ES evaluation under

the new AC358 criteria means that you will be specifying products that meet or

exceed the most up-to-date industry standards, which gives you a high level of

assurance that the product will perform as designed.


Page 1000-4 Rev. 12-09

QUALITY CONTROL

Along with ICC-ES evaluation and quality standards, Magnums manufacturing

quality control system is in substantial compliance with ISO 9001: 2008 certified.

Due to the high level of quality control, our customers frequently comment that

Magnums products meet or exceed manufacturer ratings more often than other

manufacturers products.

PATENTED DUAL CUTTING EDGE HELIX

Magnums patented dual cutting edge (DCE) helix out performs standard circular

helical bearing plates in difficult soil and bedrock conditions. The DCE helix

offers a truer installation, tracks better, cuts through difficult soils such as gravel,

cobbles, construction debris, or trash, and will penetrate medium hard bedrock

formations with an SPT blow count up to 100 blows per foot, or 50 for 6 inches.

The DCE helix gives you a better chance of getting through tough soil and

bedrock situations without the need for pre-drilling.

HIGH STRENGTH ROUND SHAFTS

Magnum offers only round high-strength structural steel tube shafts with rigid

couplings because round shafts generally have greater torsional capacity,

greater buckling capacity, and greater lateral capacity than square or rectangular

shafts. This means that helical piles can be used in new construction for

structures with lateral wind and seismic loads. It also means that you can

compute buckling conventionally and can use helical piles in soft soils without the

need for grout around the shaft.

EXPERT TECHNICAL SUPPORT

Magnum Piering understands the importance of providing excellent technical

support so we created an engineering support group that can assist you with

technical questions. Magnum Geo-Solutions, LLC was established in early 2009.

So whether you have questions about the suitability of helical piles for a

particular project or you need assistance in engineering the piles, Magnums

technical support group can help. Having an excellent technical support group

will save you time and money on your project.


Page 1000-5 Rev. 12-09

SECTION 2000

SPECIFYING HELICAL PILES

Guide Specifications


Page 2000-1 Rev. 12-09

Magnum Piering

Model Specifications Helical Piles and Helical Anchors

CHECKLIST FOR FOUNDATION DRAWINGS

HELICAL PILES AND HELICAL ANCHORS

The following list describes items that should be included in engineering drawings

involving helical piles or anchors.

Helical Pile and Helical Anchor Elevations, Locations, Spacing, Orientations, and

Inclinations

Bracket Assembly Type, Elevation, and Orientation

Bracket Assembly minimum concrete cover or connection to structure

Minimum concrete cover is governed by concrete shear, punching, and reinforcing steel location and can be determined by typical ACI pile cap calculations. Connection of brackets to wood can be determined by NDS codes considering crushing, bolt bearing, and shear. Due to the uncertainties associated with existing structures, the connection of repair Bracket Assemblies to existing structures can be made by the contractor. The contractor and the engineer should require each of these connections to be load tested to 1.5 times the required allowable load shown on the drawings.

Helical Pile and Helical Anchor Allowable Capacity

Allowable capacity should be the allowable dead load plus live load combinations with building code live load reductions.

All Known Public and Private Utilities

Requirements for Quality Assurance Observations

The Drawings should contain a schedule of required quality assurance observations. Helical Pile and Helical Anchor inspections may be part-time (10% to 30% of installations observed) or full-time (100% of installations observed) depending on local practice, building codes, and the experience level of the contractor.

Maximum Plausible Bearing Capacity (Optional)

Maximum Plausible Bearing Capacity is used to place minimum constraints on helical bearing plate sizing. It is important not to be overly conservative when sizing helical bearing plates to reduce the risk of refusal prior to the minimum length, if any.

Recommended Bearing Stratum

The bearing stratum should be the most stable soil or bedrock layer that is within practical depth limits for the project. Helical piles generally exhibit less than 1 inch of deflection at the allowable load in soils with a standard penetration resistance blow count greater than 15 blows/ft. Deflections are typically less than inch at the allowable load when bearing directly on competent bedrock. When bearing in softer material with blow count less than 15 blows/ft, excessive deflections must be accounted for in the design. One alternative for accounting for excessive deflections is pre-loading. Another alternative is to use a higher factor of safety between ultimate and allowable load.

Minimum Depth

For axial compression, the minimum depth is the frost depth, depth to planned bearing stratum, depth of unknown fill, depth of the active zone in expansive soils, or depth of soft soils, whichever is greater, as applicable. For axial tension, the minimum depth is 5 times the maximum helical bearing plate diameter in clay soils, 10 times the maximum helical bearing plate diameter in sand soils, or the depth of the bearing stratum, whichever is greater.

Number of Load Tests and Proof Load Tests Required (optional)

Generally, load tests and proof load tests are not required for Magnum Helical Piles and Helical Anchors when capacity is verified through installation torque and a factor of safety of 2.0 is used. If load tests are performed and installation torque is used to verify capacity, a factor of safety of 1.5 can be considered. In the later case, at least 2 piles/anchors should be tested for each pile/anchor configuration in each bearing stratum. If installation torque is not used to verify capacity or if products are used that do not have a known capacity to torque ratio, then at least 10% of all anchors/piles should be load tested and a factor of safety of 3.0 should be considered.


Page 2000-2 Rev. 12-09

Magnum Piering

Model Specifications Helical Piles and Helical Anchors

Allowable Deflection for Load Testing (optional) Locations of Load Tests and Proof Load Tests (optional)

Post Tensioning of Helical Anchors (optional)

Post tensioning is used to reduce deflection by pre-loading a structure. It is beneficial for designing earth retention structures and can reduce the required flexural strength of a wall facing.

Requirements for Design Calculations (optional)

If desired, the Engineer can request design calculations for the supplied helical anchor or helical pile system. This is sometimes useful when downdrag, buckling, lateral loading, corrosion or other items are a concern.

Number and Size of Helical Bearing Plates (optional)

In most cases, the number and size of helical bearing plates will be determined by the contractor. If desired, the Engineer can specify a combination of helical bearing plates based on experience or individual bearing calculations. An example would be specifying a single helical bearing plate with a minimum pile length equal to the depth of the bedrock if the helical pile is to bottom on hard bedrock rather than in the overburden.

Maximum Length (optional)

Specifying a maximum length is used to prevent the contractor from generating excessive fees for helical pile or anchor installation using too few or undersized helical bearing plates. It is also used in cases where helical piles are to be supported in a stronger upper bearing stratum. For helical anchors, it may be necessary to specify a maximum length due to property line or right-of-way geometric site restrictions.

Planned Length (optional)

The planned length is specified when the Contract payment is based on unit length so that all Contractors bid the same length. A planned length specification is not necessary when payment terms will be based upon a per unit basis where one unit is a Helical Pile or Helical Anchor. In order to ensure similar bids, planned length might be used with a planned helical bearing plate configuration specification.

Final Installation Torque (optional)

Final installation torque is typically determined by the contractor using the allowable capacity shown on the plans and Magnum's recommended capacity to installation torque ratio. In some cases, the Engineer may elect to specify the final installation torque perhaps to reduce mathematical errors in the field or for other reasons.

Special Considerations

Helical Piles and Helical Anchors can penetrate most soil and sedimentary bedrock stratum provided the Standard Penetration Test blow count is less than 50 blows/6 inch increment. Installation of Helical Piles and Helical Anchors is difficult in soils with blow count greater than 50/6 inches or soils with excessive cobble, boulders, and or large debris.

Dual cutting edge helical bearing plates are recommended on sites with occasional cobble, debris, or thin layers of cemented material. Dual cutting edge (DCE) helical bearing plates are also recommended for projects using hand installation equipment because they tend to track better and require less crowd for proper installation.

A corrosion engineer should be consulted and special corrosion protection should be used in soils with resistivity below 2,000 ohm-cm, with pH below 5, with organic content above 100 ppm, in mine or industrial waste, or other severely corrosive soils.


Page 2000-3 Rev. 12-09

Magnum Piering

CSI Format Model Specifications for Magnum Helical Piles and Helical Anchors

31 66 15-1

Revised 11/10/09

SECTION 31 66 13 HELICAL PILES AND HELICAL ANCHORS

PART 1 GENERAL 1.01 Description This work pertains to furnishing and installing Helical Piles, Helical Anchors, and Bracket Assemblies shown in the Contract in accordance with the Drawings and this specification. Each Helical Pile and Helical Anchor shall be installed at the location and to the elevation, minimum length, installation torque, and allowable capacities shown on the Plans or as established. This work also pertains to load testing and pre-loading Helical Piles and Helical Anchors (if required on the Drawings). 1.02 Related Work Section 31 23 33 Trenching, Backfilling and Compacting Section 31 23 00 Excavation and Fill 1.03 Referenced Codes and Standards This specification is based on nationally recognized codes and standards including the references listed below. In case of a conflict between the reference and this specification, this specification shall govern. A. American Society for Testing and Materials (ASTM):

1. ASTM A36/A36M Structural Steel 2. ASTM A123-02 Standard Specification for Zinc (Hot-Dip Galvanized)

Coatings on Iron and Steel Products 3. ASTM A153-05 Standard Specification for Zinc Coating (Hot Dip) on Iron

and Steel Hardware 4. ASTM A513/A513M-07 Standard Specification for General Requirements

for Carbon and Low Alloy Steel Tubes 5. ASTM D1143/D1143M-07 Standard Test Method for Piles Under Static

Axial Compressive Load 6. ASTM D3689 Standard Test Method for Individual Piles Under Static Axial

Tensile Load 7. ASTM D3966-07 Standard Test Method for Piles Under Lateral Loads

B. American Society of Mechanical Engineers (ASME):

1. ANSI/ASME Standard B18.2.1-1996, Square and Hex Bolts and Screws, Inch Series

C. Occupational Safety and Health Administration (OSHA): 1. Excavation Safety Guidelines


Page 2000-4 Rev. 12-09

Magnum Piering


31 66 15-2

Revised 11/10/09

D. ICC-Evaluation Services, Inc.: 1. AC358 Acceptance Criteria for Helical Foundation Systems and Devices E. American Welding Society 1. ANSI/AWS B2.1-00 Standard for Welding Procedure and Performance

Qualification 1.04 Definitions A. Helical Pile: Manufactured steel foundation with one or more helical bearing

plates that is rotated into the ground to support structures. B. Helical Anchor: Same as a Helical Pile. Term generally used when axial tension

is the primary service load.

C. Engineer: Individual or firm retained by Owner or General Contractor to verify Helical Pile and Helical Anchor quality assurance with the Contract, the Drawings, and this specification.

D. Allowable Bearing Capacity: Ultimate bearing capacity of the bearing stratum

divided by a factor of safety. E. Lead Section: The first section of a Helical Pile or Helical Anchor to enter the

ground. Lead Sections consist of a central shaft with a tapered end and one or more helical bearing plates affixed to the shaft.

F. Extension Section: Helical Pile or Helical Anchor sections that follow the Lead

Section into the ground and extend the Helical Lead to the appropriate depth. Extension Sections consist of a central shaft and may have helical bearing plates affixed to the shaft.

G. Brackets: Cap plate, angle, thread bar, or other termination device that is bolted

or welded to the end of a Helical Pile or Helical Anchor after completion of installation to facilitate attachment to structures or embedment in cast-in-place concrete.

H. Augering: Rotation of the shaft with little or no advancement. It can occur when

the helical bearing plates pass from a relatively soft material into a comparatively hard material. Augering can also result from insufficient crowd or downward pressure during installation. In some cases, augering may be (temporarily) necessary in order to grind through an obstruction.

I. Pile Design Professional: Individual or firm responsible for the design of Helical

Piles, Helical Anchors, and Brackets.


Page 2000-5 Rev. 12-09

Magnum Piering


31 66 15-3

Revised 11/10/09

1.05 Qualifications A. Due to the special requirements for manufacture and quality control of Helical

Piles, Helical Anchors, and Brackets, all Helical Piles, Helical Anchors, and Brackets shall be obtained from Magnum Piering, Inc.

A request to substitute any other manufactured Helical Pile and Helical Anchor products for use on this project must be submitted to the Engineer for review not less that seven (7) calendar days prior to the bid date. The request must include: 1. A product catalog and all necessary technical data sufficient to qualify the

proposed product substitution. 2. Evidence showing manufacturer has at least ten (10) years experience in

the design and manufacture of Helical Piles and Helical Anchors. 3. Current ICC-ES product evaluation report or complete description of

product testing and engineering calculations used to assess product capacity.

4. Current ISO9001 certificate or manufacturing quality assurance program documentation showing methods used to asses and maintain product quality.

B. Due to the special requirements for installation of Helical Piles, Helical Anchors,

and Brackets, all Helical Piles, Helical Anchors, and Brackets shall be installed by an organization specializing in the installation of those products. Contractor shall be an authorized Magnum Piering Installer and shall have completed training from Magnum Piering, Inc. in the proper methods of installation of Helical Piles and Helical Anchors and the mounting of Brackets.

Any Contractor desiring to bid as the Helical Pile and Helical Anchor installer for this project that is not trained and authorized by Magnum Piering, Inc. shall submit a request to the Engineer for review not less than seven (7) calendar days prior to the bid date. The request must include:

1. A recent company brochure indicating experience in this type of work. 2. Evidence of having installed Helical Piles and Helical Anchors on at least

ten (10) projects, including project name, number and type of Helical Piles or Helical Anchors, project location, and client contact information.

3. Resume of Contractors foreman including experience in the oversight of Helical Pile and Helical Anchor installation on at least five (5) projects in the last five (5) years, including project name, number and type of Helical Piles or Helical Anchors installed, project location, and client contact information.

4. List of installation and testing equipment and detailed description of proposed method of installation and load testing Helical Piles and Helical Anchors (if testing is required).

5. Current ANSI/AWS welding certificate and documentation of welder experience within the last 5 years (if welding is required).


Page 2000-6 Rev. 12-09

Magnum Piering


31 66 15-4

Revised 11/10/09

C. Due to the special requirements for design of Helical Piles, Helical Anchors, and

Brackets, all Helical Piles, Helical Anchors, and Brackets shall be designed by Magnum Geo-Solutions, LLC.

Contractors desiring to use other Pile Design Professionals shall submit a request to the Engineer for review not less than seven (7) calendar days prior to the bid date. The request must include:

1. The curriculum vitae of the designated Pile Design Professional indicating

at least ten (10) years experience in this type of work as well as graduate education in structural and/or geotechnical engineering.

2. Evidence of Pile Design Professional having designed Helical Piles and Helical Anchors on at least ten (10) projects, including project name, number and type of Helical Piles or Helical Anchors, project location, and client contact information.

3. Professional errors and omissions liability insurance certificate. 4. Evidence of current license to practice engineering in the project state.

D. Prior to bidding by any installer that is not trained and authorized by Magnum

Piering, Inc., using a manufactured Helical Pile and Helical Anchor system that is not produced by Magnum Piering, Inc., or using a Pile Design Professional that is not Magnum Geo-Solutions, LLC, written approval to bid must be received from the Engineer. Engineer shall grant approval based on compliance with specific criteria herein. The Engineers decision is final.

1.06 Submittals A Contractor shall prepare and submit to the Engineer for review and approval,

Shop Drawings and specifications for the Helical Piles and Helical Anchors intended for use on the project at least 14 calendar days prior to planned start of installation. The Shop Drawings shall include the following:

1. Helical Pile and Helical Anchor product identification number(s) and

designation(s) 2. Maximum allowable mechanical compression and tensile strength of the

Helical Piles and Helical Anchors 3. Number of Helical Piles and Helical Anchors and respective design

allowable capacities from the Drawings 4. Planned installation depth and the number of lead and extension sections 5. Preliminary helical configuration (number and diameter of helical bearing

plates) 6. Manufacturers recommended capacity to installation torque ratio 7. Minimum final installation torque(s) 8. Product identification numbers and designations for all Bracket

Assemblies and number and size of connection bolts or concrete reinforcing steel detail


Page 2000-7 Rev. 12-09

Magnum Piering


31 66 15-5

Revised 11/10/09

9. Corrosion protection coating on Helical Piles, Helical Anchors, and Bracket Assemblies

B. Contractors Pile Design Professional shall submit to the Engineer design

calculations for the Helical Piles, Helical Anchors, and Brackets intended for use on the project at least 14 calendar days prior to planned start of installation. The Shop Drawings shall include the following:

1. Reduction in shaft dimension and strength by the sacrificial thickness

anticipated based on corrosion loss over the design life for project soil conditions.

2. Considerations for downdrag, buckling, and expansive soils (as appropriate).

3. Minimum installation depth to reach bearing stratum and to achieve pullout capacity (if required).

4. Soil bearing and pullout capacity. 5. Lateral resistance of the shaft (if required). 6. Estimated pile head movement at design loads.

C. Contractor shall submit to the Engineer calibration information certified by an

independent testing agency for the torque measurement device and all load testing and monitoring equipment to be used on the project. Calibration information shall have been tested within the last year of the date submitted. Calibration information shall include, but is not limited to, the name of the testing agency, identification number or serial number of device calibrated, and the date of calibration.

D. If load tests or proof load tests are required on the Drawings, the Contractor shall

submit for review and acceptance the proposed load testing procedure. The proposal shall provide the minimum following information:

1. Type and sensitivity of load equipment 2. Type and sensitivity of load measuring equipment 3. Type and sensitivity of pile-head deflection equipment 4. General description of load reaction system, including description of

reaction anchors or bearing plate 5. Calibration reports for equipment, including hydraulic jack, pressure

gauges, and deflection dial gauges E. Manufacturer shall provide a one year warranty against manufacturing defects

on Helical Pile, Helical Anchor, and Bracket products. Any additional warranty provided by the Contractor shall be issued as an addendum to this specification.

F. Work shall not begin until all the submittals have been received and approved by

the Engineer. The Contractor shall allow the Engineer a reasonable number of days to review, comment, and return the submittal package after a complete set has been received. All costs associated with incomplete or unacceptable submittals shall be the responsibility of the Contractor.


Page 2000-8 Rev. 12-09

Magnum Piering


31 66 15-6

Revised 11/10/09

1.07 Shipping, Storage, and Handling A. All Helical Pile, Helical Anchor, and Bracket Assemblies shall be free of structural

defects and protected from damage. Store Helical Piles, Helical Anchors, and Bracket Assemblies on wood pallets or supports to keep from contacting the ground. Damage to materials shall be cause for rejection.

PART 2 PRODUCTS 2.01 Helical Piles, Helical Anchors, and Brackets A. All Helical Pile, Helical Anchor, and Bracket Assemblies shall be manufactured

by Magnum Piering, Inc. Unless noted otherwise, it is the Contractors Pile Design Professionals responsibility to select the appropriate size and type of Helical Piles, Helical Anchors, and Brackets to support the design loads shown on the Drawings. These specifications and the Drawings provide minimum requirements to aid the Contractor in making appropriate materials selections. The size and number of helical bearing plates must be such that the Helical Piles and Helical Anchors achieve the appropriate torque and capacity in the soils at the site within the minimum and maximum length requirements. Failure to achieve proper torque and capacity shall result in Contractor replacing Helical Piles and Helical Anchors as appropriate to support the required loads. All material replacements shall be acceptable to Engineer.

B. The design strength of the helical bearing plates, shaft connections, Brackets,

and the pile shaft itself shall be sufficient to support the design loads specified on the Drawings times appropriate service load factors. In addition, all Helical Piles and Helical Anchors shall be manufactured to the following criteria.

1. Central Shaft: The central shaft shall be 3-inch, 4.5-inch, or 5.72-inch

outside diameter (O.D.) high strength structural steel tube meeting the requirements of ASTM A513 Grade 65. The central shaft shall have design wall thicknesses of 0.125, 0.25, 0.31, 0.37, or 0.46 inches.

2. Helical Bearing Plates: One or more helical bearing plates shall be affixed to the central shaft. Helical bearing plates shall be 8, 10, 12, 14, 16, 20, or 24 inches in diameter depending on required bearing area. Helical bearing plates mounted to 3-inch, 4.5-inch, or 5.72-inch O.D. shafts shall have a minimum thicknesses of 3/8, 5/8, or 7/8 inches, respectively, and shall meet the requirements of ASTM A36. Helical bearing plates shall be attached to 3-inch, 4.5-inch, or 5.72-inch O.D. shafts via 3/16, 5/16, or 7/16 inch fillet welds, respectively, continuous on top and bottom and around the leading edges. Helical bearing plates shall be cold pressed into a near perfect helical shape that when affixed to the central shaft are perpendicular with the central shaft, of uniform pitch, and such that the leading and trailing edges are within 3/8 inch of parallel. Average helical pitch shall be within plus or minus 1/4 inch of the thickness of the helical bearing plate plus 3 inches.


Page 2000-9 Rev. 12-09

Magnum Piering


31 66 15-7

Revised 11/10/09

3. Corrosion Protection: Depending on project requirements and soil corrosivity, Helical Piles, Helical Anchors, and Brackets shall be bare steel, powder coated, or hot-dip galvanized (per ASTM A123 or A153 as applicable).

4. Shaft Connections: The Helical Pile and Helical Anchor shaft connections shall consist of an external sleeve connection or a welded connection. External sleeve connections shall be in-line, straight and rigid and shall have a maximum tolerable slack of 1/16-inch. Welded connections shall consist of a full penetration groove weld all-around the central shaft. Shaft connections shall have a flexural strength at least as great as the shaft itself.

5. Bolts: External sleeve connections for 3-inch, 4.5-inch, or 5.72-inch O.D. shafts shall be made via one, two, or three bolts, respectively. Bolts shall be either 7/8, 1, 1-1/4, or 1-1/2-inch diameter as required for strength. Bolt holes through the external sleeve and central shaft shall have a diameter that is 1/16th inch greater than the bolt diameter. Bolts and nuts used to join Helical Pile and Helical Anchor sections at the shaft connections shall be bare steel, epoxy coated, or zinc coated to match the corrosion protection used for the central shaft. Bolts shall be ASME SAE Grade 8 for MH325R piles or ASME SAE Grade 5 for all other piles. All Helical Pile and Helical Anchor bolts shall be securely snug tightened.

6. Plug Welds: Alternatively, external sleeve connections may be made using plug welds matching the diameter and number of bolt holes.

7. External sleeve: External sleeve Helical Pile and Helical Anchor shaft connections shall consist of a 3.375-inch diameter by 0.13-inch thick wall, 3.625-inch diameter by 0.25-inch thick wall, 3.75-inch diameter by 0.31-inch thick wall, 5.25-inch diameter by 0.31-inch thick wall, or 6.77-inch diameter by 0.46-inch thick wall high strength structural steel tube outer sleeve meeting the requirements of ASTM A513 Grade 65. The outer sleeve shall be welded to the central shaft via a continuous fillet weld all-around. The fillet weld shall have a throat thickness equal to the external sleeve tube thickness.

8. Reinforced connections: Reinforced shaft connections shall have a 2.75-inch diameter by 0.125-inch thick wall, 2.500-inch diameter by 0.25-inch thick wall, 4-inch diameter by 0.25-inch thick wall, 3.88-inch diameter by 0.25-inch thick wall, 5.22-inch diameter by 0.25-inch thick wall, 4.97-inch diameter by 0.375 thick wall, or 4.80-inch diameter by 0.46-inch thick wall high strength structural steel tube inner sleeve meeting the requirements of ASTM A513 Grade 65. The inner sleeve shall be welded to the central shaft via plug welds oriented 90 degrees from and located slightly below the bolt holes.

C. Helical Piles and Helical Anchors shall be fitted with a manufactured Bracket that

facilitates connection to the structure. Brackets shall be rated for the design loads shown on the Drawings. Brackets shall be affixed to the end of Helical Piles and Helical Anchors via bolts, plug welds, or continuous penetration welds meeting the requirements for shaft connections given previously in these specifications.


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PART 3 EXECUTION 3.01 Examination A. Contractor shall take reasonable effort to locate all utilities and structures above

and underground in the area of the Work. Contractor shall pot hole to determine the exact location of underground utilities and buried structures within a distance from a Helical Pile or Helical Anchor equal to three times the maximum helix diameter. Contractor is responsible for protection of utilities and structures shown on the Drawings. Costs of avoiding, relocating, or repair of utilities not shown on Drawings shall be paid by Owner as extra work.

B. Contractor shall review Drawings and soil borings in the Contract Documents to

determine subsurface conditions for sizing and installation of Helical Piles and Helical Anchors. In addition, Contractor shall make a site visit to observe conditions prior to the start of Work.

C. Contractor shall notify Engineer of any condition that would affect proper

installation of Helical Piles and Helical Anchors immediately after the condition is revealed. Contractor shall halt installation work until the matter can be resolved upon mutual satisfaction of Contractor, Owner, and Engineer. Costs associated with construction delays, product substitutions, pile or anchor relocations, or other related costs shall be the responsibility of the Owner if the result of an unforeseen condition that could not be inferred by a reasonable Contractor from the Drawings and Construction Documents.

D. If the number and size of helical bearing plates required for the project is not

shown on the working drawings, the contractor shall have the option of performing subsurface tests using methods subject to the review and acceptance of the Owner. The data collected along with other information pertinent to the project site shall be used to determine the required helical bearing plate configuration.

E. If excavation is required for proper installation of Helical Piles and Helical

Anchors, Contractor shall make safe excavations in accordance with OSHA standards. All excavations greater than 20 feet in depth or not in strict accordance with OSHA standard details shall be designed by a registered design professional specializing in the design of excavations and shoring. The costs of all excavations, shoring, and related design shall be born by the Contractor unless noted otherwise in the Contract.

F. Contractor shall notify Engineer at least 24 hours prior to installation of Helical

Piles or Helical Anchors to schedule quality assurance observations required on the Drawings.

3.02 Installation Equipment


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A. Torque Motor: Helical Piles and Helical Anchors should be installed with high torque, low RPM torque motors, which allow the helical plates to advance with minimal soil disturbance. The torque motor shall be hydraulic power driven with clockwise and counter-clockwise rotation capability. The torque motor shall be adjustable with respect to revolutions per minute during installation. Percussion drilling equipment shall not be permitted. The torque motor shall have torque capacity equal to or greater than the minimum final installation torque required for the project. The connection between the torque motor and the installation rig shall have no more than two pivot hinges oriented 90 degrees from each other. Additional hinges promote wobbling and affect lateral capacity.

B. Installation Equipment: The installation equipment shall be capable of applying

adequate crowd and torque simultaneously to ensure normal advancement of the Helical Piles and Helical Anchors. The equipment shall be capable of maintaining proper alignment and position.

C. Drive Tool: The connection between the torque motor and Helical Pile and

Helical Anchor shall be in-line, straight, and rigid, and shall consist of a hexagonal, square, or round kelly bar adapter and helical shaft socket. To ensure proper fit, the drive tool shall be manufactured by the Helical Pile manufacturer and used in accordance with the manufacturers installation instructions.

D. Connection Pins: The central shaft of the Helical Pile or Helical Anchor shall be

attached to the drive tool by ASME SAE Grade 8 smooth tapered pins matching the number and diameter of the specified shaft connection bolts. The connection pins should be maintained in good condition and safe to operate at all times. The pins should be regularly inspected for wear and deformation. Pins should be replaced with identical pins when worn or damaged.

E. Torque Indicator: A torque indicator shall be used to measure installation torque

during installation. The torque indicator can be an integral part of the installation equipment or externally mounted in-line with the installation tooling. The torque indicator shall be capable of torque measurements with a sensitivity of 500 ft-lb or less. Torque indicators shall have been calibrated within 1-year prior to start of Work. Torque indicators that are an integral part of the installation equipment shall be calibrated on-site. Torque indicators that are mounted in-line with the installation tooling shall be calibrated either on-site or at an appropriately equipped test facility. Indicators that measure torque as a function of hydraulic pressure shall be re-calibrated following any maintenance performed on the torque motor. Torque indicators shall be re-calibrated if, in the opinion of the Engineer, reasonable doubt exists as to the accuracy of the torque measurements.

3.03 Installation Procedures A. Unless shown on the Drawings, the number and size of helical blades shall be

determined by the Contractors Pile Design Professional in order to achieve the


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required torque and tensile/bearing capacity for the soil conditions at the site. The ratio of design load to the total area of the helical bearing plates shall not exceed the Allowable Bearing Capacity.

B. Connect the lead section to the Torque Motor using the Drive Tool and

Connection Pins. Position and align the Lead Section at the location and to the inclination shown on the Drawings and crowd the pilot point into the soil. Advance the Lead Section and continue to add Extension Sections to achieve the Termination Criteria. All sections shall be advanced into the soil in a smooth, continuous manner at a rate of rotation between 10 and 40 revolutions per minute. Snug tight all coupling bolts.

C. Constant axial force (crowd) shall be applied while rotating Helical Piles and

Helical Anchors into the ground. The crowd applied shall be sufficient to ensure that the Helical Pile and Helical Anchor advances into the ground a distance equal to at least 80% of the blade pitch per revolution during normal advancement.

D. The torsional strength rating of the Helical Pile or Helical Anchor shall not be

exceeded during installation. For Magnum Piering products, the torsional strength ratings are listed below.

1. MH313 4,000 ft-lbs; MH313R 6,000 ft-lbs 2. MH325 8,700 ft-lbs; MH325R 12,700 ft-lbs 3. MH425 24,000 ft-lbs; MH425R 28,000 ft-lbs 4. MH431 29,000 ft-lbs; MH431R 34,000 ft-lbs 5. MH625 40,000 ft-lbs; MH625R 45,000 ft-lbs 6. MH637 58,000 ft-lbs; MH637R 65,000 ft-lbs 7. MH646 74,000 ft-lbs; MH646R 83,000 ft-lbs

E. Bolt hole elongation due to torsion of the shaft of a Helical Anchor at the drive

tool shall be limited to inch. Helical Anchors with bolt hole damage exceeding this criterion shall be uninstalled, removed, and discarded.

F. When the Termination Criteria of a Helical Pile or Helical Anchor is obtained, the

Contractor shall adjust the elevation of the top end of the shaft to the elevation shown on the Drawings or as required. This adjustment may consist of cutting off the top of the shaft and drilling new holes to facilitate installation of Brackets to the orientation shown on the Drawings. Alternatively, installation may continue until the final elevation and orientation of the pre-drilled bolt holes are in alignment. Contractor shall not reverse the direction of torque and back-out the Helical Pile or Helical Anchor to obtain the final elevation.

G. The Contractor shall install Brackets in accordance with Helical Pile

manufacturers details or as shown on the Drawings. H. All Helical Pile and Helical Anchor components including the shaft and Bracket

shall be isolated from making a direct electrical contact with any concrete


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reinforcing bars or other non-galvanized metal objects since these contacts may alter corrosion rates.

I. After installation, Helical Anchors shall be pre-tensioned if indicated on the

Drawings. 3.04 Termination Criteria A. Helical Piles and Helical Anchors shall be advanced until all of the following

criteria are satisfied.

1. Axial capacity is verified by achieving the final installation torque as shown on the Drawings, as provided by the Pile Design Professional, or as specified here. Helical Pile and Helical Anchor capacity in soil and on bedrock depends on the geometric configuration of the helical bearing plates and the subsurface conditions. The torque applied during installation provides a verification of axial capacity. An ultimate capacity to torque ratio of 8 ft-1, 5.7 ft-1, and 4.6 ft-1 shall be used to verify capacity for 3-inch, 4.5-inch, and 5.72-inch O.D. shafts, respectively. A minimum factor of safety of 2.0 shall be used to determine allowable capacity. Hence, all Helical Piles and Helical Anchors shall be advanced until a final installation torque is achieved equal to the design loads shown on the Drawings times a factor of safety of 2.0 divided by the capacity to torque ratio (e.g. final installation torque, ft-lbs = design loads, lbs x 2.0 / capacity to torque ratio, ft-1).

2. Minimum depth is obtained. The minimum depth shall be as shown on

the Drawings, that which corresponds to the planned bearing stratum, or the depth at which the final installation torque is measured, whichever is greater. In addition, Helical Anchors shall be advanced until the average torque over the last three (3) feet equals or exceeds the required final installation torque.

B. If the torsional strength rating of the Helical Pile or Helical Anchor and/or the

maximum torque of the installation equipment has been reached or Augering occurs prior to achieving the minimum depth required, the Contractor shall have the following options:

1. Terminate the installation at the depth obtained subject to the review and

acceptance of the Engineer and Owner.

2. Remove the Helical Pile or Helical Anchor and install a new one with fewer and/or smaller diameter helical bearing plates or with dual cutting edge helical bearing plates. The new helical configuration shall be subject to review and acceptance of the Engineer and Owner.

3. Remove the Helical Pile or Helical Anchor and pre-drill a 4-inch diameter

pilot hole in the same location and reinstall the anchor/pile.


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4. If the obstruction is shallow, remove the Helical Pile or Helical Anchor and

remove the obstruction by surface excavation. Backfill and compact the resulting excavation and reinstall the anchor/pile.

5. Remove the Helical Pile or Helical Anchor and relocate 1-foot to either

side of the installation location subject to the review and acceptance of Engineer and Owner.

6. Reverse the direction of torque, back-out the Helical Pile or Helical

Anchor a distance of 1 to 2 feet and attempt to reinstall by decreasing crowd and Augering through the obstruction.

7. Remove the Helical Pile or Helical Anchor and sever the uppermost

helical bearing plate from the Lead Section if more than one helical bearing plate is in use, or reshape the helical bearing plates to create the patented Magnum dual cutting edge shape by cutting with a band saw. Reinstall the anchor or pile with revised helical bearing plate configuration.

C. If the final installation torque is not achieved at the contract length, the

Contractor shall have the following options:

1. Until the maximum depth is achieved (if any), install the Helical Pile or Helical Anchor deeper using additional Extension Sections.

2. Remove the Helical Pile or Helical Anchor and install a new one with

additional and/or larger diameter helical bearing plates.

3. Decrease the rated load capacity of the Helical Pile or Helical Anchor and install additional Helical Piles or Helical Anchors. The rated capacity and additional unit location shall be subject to the review and acceptance of the Engineer and Owner.

3.05 Allowable Tolerances A. Helical Piles and Helical Anchors shall be installed as close to the specified

installation and orientation angles as possible. Tolerance for departure from installation and orientation angles shall be +/- 5 degrees.

B. Helical Piles, Helical Anchors, and Bracket Assemblies shall be installed at the

locations and to the elevations shown on the Plans. Tolerances for Bracket Assembly placement shall be +/- 1 inch in both directions perpendicular to the shaft and +/- 1/4 inch in a direction parallel with the shaft unless otherwise specified.

3.06 Quality Assurance


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A. The Contractor shall provide the Engineer and Owner copies of installation records within 48 hours after each installation is completed. These installation records shall include, but are not limited to, the following information:

1. Name of project and Contractor

2. Name of Contractors supervisor during installation

3. Date and time of installation

4. Name and model of installation equipment

5. Type of torque indicator used

6. Location of Helical Pile or Helical Anchor by grid location, diagram, or

assigned identification number

7. Type and configuration of Lead Section with length of shaft and number and size of helical bearing plates

8. Type and configuration of Extension Sections with length and number and

size of helical bearing plates, if any

9. Installation duration and observations

10. Total length installed

11. Final elevation of top of shaft and cut-off length, if any

12. Final plumbness or inclination of shaft

13. Installation torque at minimum three-foot depth intervals

14. Final installation torque

15. Comments pertaining to interruptions, obstructions, or other relevant information

16. Verified axial load capacity

B. Unless specified otherwise on the Drawings or by local codes, the Engineer, the

Pile Design Professional, or an inspection agency accepted by the Engineer shall observe and document at least 10 percent of Helical Pile and Helical Anchor installations.

3.07 Load Testing A. Helical Pile Compression Tests


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1. Contractor shall perform the number of compression tests shown on the

Drawings, if any 2. Compression tests shall be performed following the quick test procedure

described in ASTM D1143 specifications 3. Load tests shall be observed and documented by the Engineer 4. Unless otherwise shown on the Drawings, the maximum test load shall be

200% of the allowable load shown on the Drawings 5. The locations of Helical Piles to be tested shall be determined by the

Contractor, unless noted on the Drawings 6. Installation methods, procedures, equipment, products, and final

installation torque shall be identical to the production Helical Piles to the extent practical except where otherwise approved by the Owner or Engineer

7. A load test shall be deemed acceptable provided the maximum test load is applied without Helical Pile failure and the deflection of the pile head at the design load is less than 1-inch unless noted otherwise on the Drawings. Failure is defined when continuous jacking is required to maintain the load.

B. Helical Anchor Tension Tests

1. Contractor shall perform the number of proof load tests shown on the

Drawings, if any 2. Proof load tests shall be performed following the procedure described in

ASTM D3689 specifications 3. Proof load tests shall be observed and documented by the Engineer 4. Unless otherwise shown on the Drawings, the maximum test load shall be

150% of the allowable load shown on the Drawings 5. The locations of Helical Anchors to be tested shall be determined by the

Contractor, unless shown on the Drawings 6. Installation methods, procedures, equipment, products, and final

installation torque shall be identical to the production anchors to the extent practical except where otherwise approved by the Owner or Engineer

7. A proof load test shall be deemed acceptable provided the maximum test load is applied without helical anchor failure. Failure is when continuous jacking is required to maintain the load.

C. Helical Pile Lateral Load Tests

1. Contractor shall perform the number of lateral load tests shown on the Drawings, if any

2. Lateral load tests shall be performed following the free head procedure described in ASTM D3966 specifications

3. Lateral load tests shall be observed and documented by the Engineer 4. Unless otherwise shown on the Drawings, the maximum test load shall be

200% of the allowable lateral load shown on the Drawings


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5. The locations of test Helical Piles shall be determined by the Contractor, unless shown on the Drawings

6. Installation methods, procedures, equipment, products, and final installation torque shall be identical to the production piles to the extent practical except where otherwise approved by the Owner or Engineer

7. A lateral load test shall be deemed acceptable provided the lateral deflection of the pile head measured at the ground surface at the maximum test load is equal to or less than 1-inch.

D. If a load test fails the forgoing acceptance criteria, the Contractor shall modify the

Helical Pile or Helical Anchor design and/or installation methods and retest the modified pile or anchor, as directed by the Owner or Engineer. These modifications include, but are not limited to, de-rating the load capacity, modifying the installation methods and equipment, increasing the minimum final installation torque, changing the helical configuration, or changing the product (i.e., duty). Modifications that require changes to the structure shall have prior review and acceptance of the Owner. Any modifications of design or construction procedures, and any retesting required shall be at the Contractors expense.

E. The Contractor shall provide the Owner and Engineer copies of load test reports

confirming configuration and construction details within 1 week after completion of the load tests. This written documentation will either confirm the load capacity as required on the working drawings or propose changes based upon the results of the tests. At a minimum, the documentation shall include:

1. Name of project and Contractor 2. Date, time, and duration of test 3. Location of test Helical Pile or Helical Anchor by grid location, diagram, or

assigned identification number 4. Test procedure (ASTM D1143, D3689, or D3966) 5. List of any deviations from procedure 6. Description of calibrated testing equipment and test set-up 7. Type and configuration of Helical Pile or Helical Anchor including lead

section, number and type of extension sections, and manufacturers product identification numbers

8. Load steps and duration of each load increment 9. Cumulative pile-head movement at each load step


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10. Comments pertaining to test procedure, equipment adjustments, or other relevant information

PART 4 MEASUREMENT AND PAYMENT 4.01 Helical Piles, Helical Anchors and Bracket Assemblies A. Per Unit: Payment will be at a per unit price with one unit consisting of the labor,

equipment, and materials required to furnish and install a Helical Pile or Helical Anchor and associated Bracket at the location and to the elevation, orientation, inclination, length, and capacity shown in the Drawings. Unless established in the Contract, there shall be no payment for additional Helical Pile or Helical Anchor length.

B. Per Load Test: Payment will be at a per unit price with one unit consisting of the

labor, equipment, and materials required to perform each required load test. END OF SPECIFICATION NOTE: Because Magnum has a policy of continuous product improvement, we reserve the right to change design and specifications without notice. Printed in U.S.A. Copyright 2009 Magnum Piering, Inc., West Chester, OH


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DOT Format Model Specifications for helical Piles and helical Anchors

552-1 Revised 11/10/09

SECTION 552

HELICAL ANCHORS AND HELICAL PILES

DESCRIPTION 552.01 This work pertains to furnishing and installing helical anchors and helical piles shown in the Contract in

accordance with the Drawings and these specifications. Each helical anchor and helical pile shall be installed at the location and to the elevation, minimum length, and installation torque indicative of the design allowable capacities

shown on the Plans or as established. In addition, helical piles and helical anchors shall be load tested and post-

tensioned as specified. These specifications are to be used in conjunction with Federal Highway or State

Department of Transportation Standard Specifications for Road and Bridge Construction.

MATERIALS

552.02 Guarantees and Insurance Helical anchor and helical pile manufacturer shall furnish a guarantee for a period of ten (10) years from date of

delivery against defects due to manufacturing of helical anchors, helical piles, and bracket assemblies. Helical

anchor and helical pile manufacturer must carry product liability insurance. Refer to General Conditions for

additional insurance requirements.

552.03 Prequalification Requirements Due to the special requirements for design and manufacture of helical anchors and helical piles, and the

requirements for proper performance of the structural system, as a whole, helical anchors and helical piles shall be

obtained from an organization specializing in the design and manufacture of helical anchors and helical piles. The

following manufacturers products are prequalified for use on this project:

Magnum Piering, Inc.

A request for using any other manufactured helical anchor and helical pile products desired for use on this project

must be submitted to the Project Manager and Foundation Engineer for review not less that seven (7) calendar days

prior to the bid date. The request must include:

1. A catalog or recent brochure describing the manufacturer. 2. Evidence showing manufacturer has at least ten (10) years experience in this area of work. 3. Current ISO9001 certificate and ICC-ES product evaluation reports or complete description of product

testing and manufacturing quality assurance programs used to assess and maintain product quality.

Prior to bidding by any installer using a manufactured helical anchor and helical pile system that is not prequalified,

written approval to bid must be received from the Project Manager upon consultation with the Foundation Engineer.

Project Manager shall grant approval based on compliance with specific criteria herein. The Project Managers

decision is final.

552.04 Minimum Material Requirements Helical anchor and helical piles shall have a tubular round shaft and shall have the required number of helical blades

so as to provide for adequate load carrying capacity. The strength of the helical blades, shaft connections, bracket

assembly, and the shaft itself shall be sufficient to support the design loads specified on the Plans. Helical anchors,

helical piles, and bracket assemblies shall be designed in accordance with modern standards for steel construction.

Design capacity shall take into account corrosion over a 75 year design lifespan. Helical piles and helical anchors

shall be protected from corrosion by hot-dip galvanizing per ASTM A123 or A153, as applicable.

The helical anchor and helical pile shaft connections shall be in-line, straight and rigid and shall have a maximum

tolerable slack of 1/16-inch or as acceptable to Foundation Engineer. Bolts used to join helical anchor and helical

pile sections at the shaft connections shall be zinc coated or galvanized and shall be the grade and size specified by

the helical anchor and helical pile manufacturer. All helical anchor and helical pile bolts shall be securely snug


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tightened.

Helical anchors shall be fitted with an adjustable bracket assembly that facilitates both post-tensioning and proof

load testing. Helical piles shall be fitted with a manufactured bracket assembly rated for the design loads shown on

the Plans and the strength of the concrete or other structure they support.

MATERIAL SELECTION 552.05 Design and Application A list of all helical anchor, helical pile, and bracket materials to be used on this project shall be submitted with the

bid package. The list shall clearly state the allowable mechanical capacity of all materials. The list shall be certified

by the manufacturers engineer. It is the helical anchor and helical pile installation contractors responsibility to

select the appropriate size and type of helical anchors, helical piles, and bracket assemblies. These specifications

and the Plans provide minimum requirements to aid the contractor in making appropriate materials selections. The

size and number of helical blades must be such that the helical anchors and helical piles achieve the appropriate

torque and capacity in the soils at this site within the minimum and maximum length requirements. Failure to

achieve proper torque and capacity shall result in contractor replacing helical anchors and helical piles as

appropriate to support the required loads. All installation procedures, materials, and replacements shall be

acceptable to Foundation Engineer.

CONSTRUCTION REQUIREMENTS

552.06 Warranty and Insurance Helical anchor and helical pile installation contractor shall furnish a warranty for a period of ten (10) years from date

of installation against defects due to workmanship on installation of helical anchor, helical pile, and bracket

assemblies. Helical anchor and helical pile installer must carry general liability insurance. Refer to General

Conditions for additional insurance requirements.

552.07 Prequalification Requirements Due to the special requirements for installation of helical anchors and helical piles, and the requirements for proper

performance of the structural system, as a whole, helical anchors, helical piles, and bracket assemblies shall be

installed by an organization specializing in the installation of helical anchors and helical piles. The following installation contractors are prequalified for work on this project:

< Insert Name of Authorized Magnum Installer Here >

Any other contractor desiring to bid as the helical anchor and helical pile installer for this project shall submit a

request to the Project Manager and Foundation Engineer for review not less than seven (7) calendar days prior to the

bid date. The request must include:

1. A recent company brochure indicating experience in this type of work. 2. Evidence of having installed helical anchors and helical piles on at least ten (10) projects, including project

name, location, and client contact information. 3. Detailed description of helical anchors and helical piles, brackets, and connections of bracket to structure

proposed for use on this project.

4. Proposed method of installation/ load testing pile and bracket.

Prior to bidding by any installer that is not prequalified, written approval to bid must be received from the Project

Manager upon consultation with the Foundation Engineer. Project Manager shall grant approval based on

compliance with specific criteria herein. The Project Managers decision is final.

552.08 Installation Equipment Each helical anchor and helical pile shall be advanced into the ground by application of rotational force using a

hydraulic torque converter. Installation equipment shall include a direct means of determining the installation

torque being applied to the helical anchor and helical pile. Where post-tensioning and capacity testing are required,


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installation equipment also shall include a means for applying and measuring loads and deflections of helical piles

and helical anchors. Acceptable methods of post-tensioning and load testing include a calibrated hydraulic jack or

other means acceptable to the Foundation Engineer. Current evidence of calibration of Contractors load testing,

post-tensioning, and torque monitoring equipment shall be provided upon request of Foundation Engineer.

552.09 Equipment and Material Acceptance All helical anchor and helical pile installation equipment and materials shall be acceptable to the Foundation Engineer prior to delivery to the site. Acceptance will be based upon submission of records and data, as discussed in

Sections 552.02 through 552.08. Once accepted, changes in installation equipment and materials will not be

permitted without additional acceptance, and will be considered only after Contractor has submitted any and all

information requested by Foundation Engineer.

552.10 Installing helical Anchors and helical Piles Loads shown on the Plans are unfactored design loads. A minimum factor of safety of 2.0 shall be used to

determine the required ultimate tensile capacity of the helical anchors and compressive capacity of helical piles with

regard to their interaction with soil and bedrock. Helical anchor and helical pile capacity in soil and on bedrock

depends on the geometric configuration of the helical blades about the lead section and the subsurface conditions.

The torque applied during installation provides an indirect verification of axial capacity. Manufacturers recommendations should be followed regarding the torque and the tensile/bearing capacity relationship for the

particular helical anchor and helical piles selected. The number and size of blades shall be determined by the

Contractor so as to achieve the required torque and tensile/bearing capacity for the soil conditions at the site.

However, the ratio of design allowable capacity to the total area of the helical blades shall not exceed the allowable

subsurface material bearing capacity.

Helical anchors and helical piles shall be advanced into the ground until the required torque is achieved to

accommodate the ultimate tensile and bearing capacity plus an additional distance to ensure proper embedment. For

the helical anchors, the embedment length shall be achieved by continuing advancement while maintaining or

exceeding the required torque for a distance of at least three (3) feet. For the helical piles on bedrock, the

embedment length shall be that required to achieve practical refusal.

Constant normal pressure shall be applied while screwing helical anchors and helical piles into the ground. The

pressure applied shall be sufficient to ensure that, during each revolution, the helical anchor and helical pile progress

into the ground a distance equal to at least 80% of the blade pitch. Rate of helical anchor and helical pile rotation

shall not exceed 30 revolutions per minute.

The minimum and maximum length of the helical anchors shall be as shown on the Plans. The minimum length of

the helical piles shall be such that the lowest helical bearing plate is at or below the elevation of the bearing stratum

shown in the soil borings contained in the Geotechnical Report. The minimum depth of helical anchors below

ground surface shall be 5 times the largest helix diameter. The minimum length of helical anchors behind a shoring

or earth retention structure shall be this distance plus the distance behind the wall facing to the soil plane depicting

the active earth pressure.

Helical anchors and helical piles shall be installed as close to the specified installation angle as possible. Tolerance

for departure from installation angle shall be 5 degrees unless noted otherwise on the Plans.

Helical anchors, helical piles, and bracket assemblies shall be installed at the locations shown on the Plans.

Tolerances for bracket assembly placement shall be 1 in both directions perpendicular to the anchor shaft and in

a direction parallel with the anchor shaft unless otherwise specified.

All helical anchor and helical pile components including the shaft and bracket assembly shall be isolated from

making a direct electrical contact with any concrete reinforcing bars or other non-galvanized metal objects since

these contacts may alter corrosion rates.


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552.11 Static Load Capacity Testing A static load capacity test shall be performed on the helical anchors and helical piles after installation in accordance

with the Plans. The static load capacity test shall be conducted one at a time and shall consist of the following. An

initial axial setting force of 5,000 lbs shall be applied to the helical anchor or helical pile. Load increments of 10 to

15% of the design allowable load shall be subsequently applied with a constant time interval between each

increment, in accordance with ASTM D 1143 Quick Load Test Method for Individual Piles, until the proof load

specified on the Plans is reached. After the final hold period, the maximum pile head displacement shall be recorded. The test shall be deemed successful provided helical anchor and helical pile maximum pile head

displacement is less than three quarter (3/4) inch at the design load. In the event of an unsatisfactory test, the helical

anchor or helical pile shall be installed to additional length and torque until a successful proof load capacity test has

been completed. Axial load shall be applied to the helical anchor and helical pile during the proof load capacity test

utilizing the final bracket assembly configuration. Through the duration of installation and testing, the horizontal

movement of the structure to which the helical anchors are attached shall be limited as shown on the Plans.

552.12 Post-Tensioning Upon completion of installation and proof load capacity testing, all helical anchors shall be post-tensioned in

accordance with the Plans.

552.13 Field Modifications Field welding, if required, shall be in accordance with the Code for Welding in Building Construction of the

American Welding Society. Welding of galvanized steel can produce toxic gases and should be done in adequate

ventilation and with appropriate gas detection, breathing gear, and other safety equipment per OSHA regulations.

Modification of manufactured helical anchor and helical pile shaft, helical blades, bracket assemblies, and shaft

connections is prohibited and shall not be performed without approval of product manufacturing company and

acceptance by Foundation Engineer.

552.14 Quality Assurance Observation Installation of helical anchors and helical piles shall be observed by Foundation Engineer or Foundation Engineers

representative/agent to verify the length, final installation torque, proof load capacity tests, and post-tensioning.

Contractor shall notify Foundation Engineer or Foundation Engineers representative/agent at least 24 hours prior to installation work.

METHOD OF MEASUREMENT 552.15 Helical anchors and helical piles will be measured on a per unit length basis with one unit equal to the

equipment, materials, including bracket assembly, and labor required for proper installation and post-tensioning (if

required) of one lineal foot of helical anchor or helical pile at the required final installation torque, capacity,

location, elevation, and minimum length specified. Static load capacity testing will be measured on a per unit basis

with one unit equal to the equipment, materials, including reaction piles and load frame, and labor required for

obtaining a successful static load test.

BASIS OF PAYMENT 552.16 The accepted quantities will be paid for at the unit price per unit of measurement for each of the pay items

listed below that appear in the bid schedule.


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Magnum Piering


552-5 Revised 11/10/09

Payment will be made under:

Pay Item Pay Unit

Helical Anchor and Bracket Assembly, Installed per foot

Helical Pile and Bracket Assembly, Installed per foot Static Load Test, Successful per test

Compensation will not be made for installation of helical anchors and helical piles where static load capacity tests

failed to meet the required criteria. It is the Contractors responsibility to select, furnish, and install the helical

anchors and helical piles with the appropriate number and size of helical blades so as to achieve successful static

load tests, to anticipate the required length of the helical anchor and helical piles, and include these costs in the bid

price.


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Sample CAD Drawings


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Foundation Repair & Augmentation CAD Examples The purpose of these examples is to provide guidance in the design of foundation repair

and augmentation projects, and to illustrate the diverse uses for helical piles. These are

only examples and should not be used for any project other than the project the plans

were engineered for. Pile size, placement, orientation, capacity, and helix size should be

designed on a per project basis and should be approved by a licensed engineer in the

project jurisdiction. All of the examples provided in this section are also available on the

Magnum Piering website:

http://www.magnumpiering.com/engineers/cad_drawings.aspx

LIST OF DRAWINGS Page

Augmentation of Select Interior Columns of a Warehouse 2000-26

Foundation Augmentation with Battered Piles for Lateral 2000-28

Loads for a University Bldg.

Seismic Retrofit for Commercial Building 2000-31

Partial Foundation Underpinning for Airport Hanger 2000-34

Complete Foundation Augmentation for Residence 2000-37

Partial Foundation Underpinning with Slope Stabilization for Residence 2000-39

Complete Foundation Underpinning Including New Patio for Residence 2000-43


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Slope Stabilization CAD Examples The purpose of these examples is to provide guidance in the design of slope stabilization

projects, and to illustrate the diverse uses for helical piles. These are only examples and

should not be used for any project other than the project the plans were engineered for.

Pile size, placement, orientation, capacity, and helix size should be designed on a per

project basis and should be approved by a licensed engineer in the project jurisdiction.

All of the examples provided in this section are also available on the Magnum Piering

website: http://www.magnumpiering.com/engineers/cad_drawings.aspx


Stabilization of Existing Concrete Retaining Walls for Residence 2000-45

Stabilization of Failed timber Crib Wall for Residence 2000-49


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New Construction CAD Examples The purpose of these examples is to provide guidance in the design of new construction

projects, using helical piles. These are only examples and should not be used for any

project other than the project the plans were engineered for. Pile size, placement,

orientation, capacity, and helix size should be designed on a per project basis and

should be approved by a licensed engineer in the project jurisdiction. All of the

examples provided in this section are also available on the Magnum Piering website:

http://www.magnumpiering.com/engineers/cad_drawings.aspx


Reinforced Concrete Structure with Cantilever Walls

for Water Fountain 2000-54

Reinforced Concrete Matt Foundation for Water Cistern 2000-57

Column Pad and Grade Beam System for Health Club 2000-59

Heavy Reinforced Matt for 6-Story Apartment Building 2000-61

Grade Beam and Slab-on-g