NBS BUILDING SCIENCE SERIES 107

Soil and Rock Anchors

f'^r Mobile Homes -

£t3r" State-of-the-Art Report

.U58

NO . 107 lEPARTMENT OF COMMERCE • NATIONAL BUREAU OF STANDARDS

1979

C,2

*<"»eAo o»

*
NATIONAL BUREAU OF STANDARDS

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'Headquarters and Laboratories at Gaithersburg, MD, unless otherwise noted; mailing address Washington, DC 20234. 'Some divisions within the center are located at Boulder, CO 80303.
DEC 2 8 1979

( ^ r .L NBS BUILDING SCIENCE SERIES 107

"^-^^^^

Soil and Rock Anchors i^o^

for Mobile Homes - A State-of-the-Art Report

William D. Kovacs

Purdue University

Lafayette, Indiana 47907

and

Felix Y. Yokel

Center for Building Technology

National Engineering Laboratory

National Bureau of Standards

Washington, D.C. 20234

Prepared for

Division of Engineering, Building Technology and Standards

Office of Policy Development and Research Department of Housing and Urban Development

Washington, D.C. 20410

U.S. DEPARTMENT OF COMMERCE, Juanita M. Kreps, Secretary

Luther J. Hodges, Jr., Under Secretary

Jordan J. Baruch, Assistant Secretary for Science and Technology

NATIONAL BUREAU OF STANDARDS, Ernest Ambler, Director

Issued October 1979
Library of Congress Catalog Card Number: 79-600143

National Bureau of Standards Building Science Series 107

Nat. Bur. Stand. (U.S.), Bldg. Sci. Ser. 107, 164 pages (Oct. 1979)

CODEN: BSSNBV

U.S. GOVERNMENT PRINTING OFFICE

WASHINGTON: 1979

For sale by the Superintendent of Documents, U.S. Government Printing Office Washington, D.C. 20402

Stock Number 003-003-02121-1
Soil and Rock Anchors for Mobile Homes

A State of the Art Report

by

William D. Kovacs and Felix Y. Yokel

Available anchor hardware is surveyed and evaluated and pull-out capacity

data are compared with hypotheses for predicting anchor pull-out capacity

based on soil mechanics principles. The evidence suggests that our

ability to predict anchor pull-out capacity by soil mechanics principles

is inadequate, and that there is a need for the standardization of test

procedures and soil classification and for further test data. Suggestions

for future research are presented.

Key words: Anchors; mobile home foundations; soil anchors; soil

mechanics; wind upset

Cover: Vuo. to thz Mld^p^^ad 6t4e Oq

mobile homoA, tho. ia^oXy thM con- 6tAacXlon l6 a gn.oMlng p^oblm In tkz

1 1

TABLE OF CONTENTS

Page

Abstract iii

List of Tables vii

List of Figures viii

Notations xi

Summary and Recommendations xii

1. Introduction 1

2. Background Information 3

2.1 Need for Mobile Home Anchors 3

2.2 National and State Standards 6

2.3 Typical Anchoring Procedures 7

3. Scope of Study 13

3.1 General 13

3.2 Assessment of Available Soil and Rock Anchor

Hardware 14

3.3 Review of the Theoretical Aspects of Anchor

Holding Capacity 14

3.4 Review of Available Field and Laboratory Test

Data on Anchor Capacity 14

3.5 Geotechnical Assessment of Field and Laboratory

Test Data 14

4. Available Types of Soil Anchor Hardware 15

4.1 Introduction 15

4.2 Anchors Developed for Military Applications 16

4.2.1 General 16

4.2.2 Triangular or Arrowhead Ground Anchors .... 17

4.2.3 Other Government Studies on Anchor Types ... 19

4.3 Anchors and Proprietary Equipment Available from

Commercial Companies 20

4.3.1 General 20

4.3.2 Helix and Multi-Helix Anchors 21

4.3.3 Triangular Anchors 24

4.3.4 Buried Expanding Plate and Shaft Anchors ... 25

4.3.5 Expanding Rock Anchors 25

4.3.6 Miscellaneous Anchors 29

4.3.7 Tie-Down Systems Other than Soil Anchors ... 31

4.4 Hardware Available from Telephone and Power Cables . . 36

V
Page

5. Theoretical Prediction of Anchor Pull -Out Capacity 37

5.1 Introduction 37

5.2 Definitions of Terms Used in Soil Classification .... 38

5.3 Theoretical Prediction of Pull-Out Capacity 45

5.3.1 General 45

5.3.2 Pull-Out Capacity in Cohesive Soils 46

5.3.3 Failure Mechanism for Shallow Anchors 51

5.3.4 Pull-Out Capacity in Granular Soils 51

5.3.5 Pull-Out Capacity in Rock 59

5.3.6 Effects of Cyclic Loading on Pull-Out Capacity. . 65

5.3.7 Effect of the Angle of Pull On Pull-Out

Capacity 69

5.3.8 Effect of Group Action on Anchor Capacity ... 71

6. Empirically Based Methods of Predicting Anchor Pull-Out

Capacity 75

6.1 General 75

6.2 Correlation of Pull-Out Capacity with In -Situ Tests . . 76

6.2.1 Soil and Rock Class Types and In-Situ Tests ... 76

6.2.2 Correlation of STP Measurement with the Shear

Strength of Soils 83

6.2.3 Correlation of Pull-Out Capacity with Soil Class. 85

6.3 Use of Local Experience 96

6.4 The Use of Prototype Pull-Out Tests 96

7. Available Load Test Data on Soil Anchors 99

7.1 Load Test Data from Helix Anchor Tests 99

7.2 Load Test Data from Triangular Shaped Anchors 103

7.3 Load Test Data from Expanding Plate Anchors 118

7.4 Load Test Data from Rock Anchors 120

7.5 Discussion of Test Data 123

8. Environmental Effects on Anchors 125

8.1 Introduction 125

8.2 Anchors in Expansive Soils 126

8.3 Anchors in Soils Susceptible to Frost 127

8.4 Effects of Corrosion on Anchor Capacity 130

9. Suggestions for Future Research 133

10. Acknowledgements 135

11. References 137
LIST OF TABLES

Page

Table 5.1 Soil Descriptions and Size Range 39

Table 5.2 Penetration Resistance and Engineering Properties

of Sands 41

Table 5.3 Qualitative and Quantitative Measures for Consistency

of Clays [83] 43

Table 5.4 Degree of Saturation of Sand in Various States [93]. . 44

Table 5.5 Tabulated Values of Ultimate Pull-out Resistance for

Triangular Shaped Anchors [66] 60

Table 5.6 Terms used in Table 4.5 [66] 61

Table 6.1 NFPA [49] Soil Type Definitions 77

Table 6.2 Soil Type Definitions [26] 80

Table 6.3 Soil Type Definitions (for a Screw Anchor

Application) [58] 81

Table 6.4 Soil Class fey Various States [77] 84

Table 6.5 Examples of Anchor Size Required to Attain

4725 pounds Based on Data Given in Figures 6.5

and 6.6 90

Table 7.1 Summary of Pull-out Test Data for 4 inch Arrowhead

Anchors [85] 105

Table 7.2 Summary of Percent Strength Increase due to Angular

Pull-out, Depth Change, and Switch from Single to

Double Anchor Installation for 4 inch Arrowhead

Anchors (Sand) [85] 108

Table 7.3 Summary of Percent Strength Increase Due to Angular

Pull-out, Depth Change, and Shift from Single to

Double Anchor Installation for 4 inch Arrowhead

Anchors (Gravel) [85] Ill

Table 7.4 Summary of Data on Arrowhead Anchor Installation

Defects [30] 114

vii
LIST OF FIGURES

Page

Figure 2.1 Summary of Recommendations for Installation

of Anchors by Harris [46] 8

Figure 4.1 Triangular Ground Anchor 18

Figure 4.2 Helix and Multi-helix Anchors 22

Figure 4.3 Minimum Dimensions Recommended by Harris for Helix

Anchors [46] 23

Figure 4.4 Expanding Plate Anchors 26

Figure 4.5 Principle of Expanding Rock Anchor: (A) Inserted

in Drilled Hole; (B) In Expanded Position 28

Figure 4.6 "X Type Rock" Anchor 30

Figure 4.7 Examples of Dead-man Anchor Installation and their

Minimum Requirements [46] 32

Figure 4.8 Concrete Slab System 33

Figure 4.9 Concrete Slab Anchors 34

Figure 5.1 Pull-out Factor N , versus D/B Ratio for Cohesive

Soils [33] 48

Figure 5.2 Ultimate Pull-out Capacity of Triangular Anchors

versus Shear Strength of Clays [66] 50

Figure 5.3 Methods of Calculating Pull-out Load Capacity [9] . 52

Figure 5.4 Angle of Internal Friction (Shearing Resistance)

versus (Uncorrected) SPT Blow Count for

Sands [83] 54

Figure 5.5 Pull-out Factor, , versus D/B Ratio for

Sands [103] . . . T 57

Figure 5.6 Comparison of the Holding Capacity of an Assumed

55 Square Inch Fluke in Anchor Saturated Sand

Using Available Methods of Calculations [19] ... 58

Figure 5.7 Theoretical Pull-out Capacity versus Rock Anchor

Depth 63

viii
LIST OF FIGURES (continued)

Page

Figure 6.1 Soil Test Probe Torque versus SPT N Value [69] ... 79

Figure 6.2 Soil Test Probe Torque versus SPT N Value

[26, 58] 82

Figure 6.3 Soil Test Probe Torque and Shear Strength versus Depth for Site 5 [3] 86

Figure 6.4 Shear Strength of Cohesive Soils versus Soil Test

Probe Torque [3] 87

Figure 6.5 Pull-out Capacity versus Helix Diameter [25] .... 88

Figure 6.6 Pull-out Capacity versus Helix Diameter [58] .... 89

Figure 6.7 Basic Wind Speed in Miles Per Hour (mph). Annual

Extreme Fastest Mile Speed 30 ft above ground,

50-year Mean Recurrence Interval [10] 92

Figure 6.8 Recommended Wind Velocity - Anchorage Requirement

Curve by Harris [46] 93

Figure 6.9 Relationship Between Anchor Spacing and Anchorage

Requirement for the Pull on One Anchor [46] 94

Figure 6.10 Anchor Spacing Chart, Type A and AA Anchors (6-inch

Helix and 10-inch Arrowhead Shaped Anchors, Respectively) [46] 95

Figure 7.1 Pull-out Load versus Uplift Deflection for Helix

Anchors. (A) 4-inch Anchors at 3-foot depth; and

(B) 6-inch Anchors at 4-foot depth 100

Figure 7.2 Pull-out Load versus STP for Various Anchor Types. . 102

Figure 7.3 Details of Load Test Frame Used to Test Triangular

Shaped Anchors [85] 104

Figure 7.4 Summary of Pull-out Test Data for 4-inch Arrowhead

Shaped Anchors, Sand Site [85] 106

Figure 7.5 Pull-out Capacity versus Anchor Depth for 4-inch

Arrowhead shaped Anchors, Gravel Site [85] 110

Figure 7.6 Pull-out Capacity versus Anchor Depth for 2-, 4-,

6-, and 8-inch Arrowhead Anchors, Silty Site [85]. . 112

ix
LIST OF FIGURES (continued)

Page

Figure 7.7 Pull-out Load versus Uplift Deflection for a 6-inch

Arrowhead Anchor 115

Figure 7.8 Pull-out Load versus Uplift Deflection for a 6-inch

Arrowhead Anchor 116

Figure 7.9 Pull-out Load versus Uplift Deflection for a 6-inch

Arrowhead Anchor 117

Figure 7.10 Pull-out Load versus Uplift Deflection for Expanding

Plate Anchor [99] 119

Figure 7.11 Pull-out Load versus Uplift Deflection for ExpandingType Anchor [99] 121

Figure 7.12 Pull-out Load versus Uplift Deflection for ExpandingAnchors in Rocky Material [23] 122

Figure 8.1 Compressive Loading of Mobile Home During Heave of

the Upper Soils when Over-the-Top tie-downs are used 128

X
NOTATIONS

A projected surface area of anchor Plate or Helix

B width of anchor (least width)

c undrained shear strength of cohesive soil

C allowable stress in shear in cement grout

D depth of anchor below ground surface

unconfined compressive strength of concrete or grout

L length of grouted hole

N^ uplift or pull-out factor for cohesive spils

Nqij uplift or pull-out factor for granular soils

Q pull-out capacity of anchors

S anchor shaft resistance

a angle of inclination from the vertical, in degrees

3 reduction factor (for use in equation 3);

Y weight of soil per unit volume

(1) angle of internal friction (shearing resistance) in degrees

XI
SUMMARY AND RECOMMENDATIONS

1. AVAILABLE ANCHORING SYSTEMS

A wide variety of soil and rock anchors, and some other methods to tie

down a mobile home are commercially available. The anchoring may be made

directly in natural or compacted soil, rock, coral, or directly to con- crete slabs or other foundation elements. Based on the limited pull-out

test data available, it appears that most of the anchor types discussed

in this report can be installed to adequately meet the loading requirements

in present standards.

2. SOIL CLASSIFICATION

An industry-wide nomenclature describing soils and rock is nonexistent.

Different organizations call the same soil type by different names and

assign to it different anchor pull-out capacities. As a result, it is

difficult to interpret and correlate available test data and develop

sound empirical design procedures. However, in areas where local field

experience has been accumulated, satisfactory anchoring of mobile homes

is accomplished by adequate characterization of regional soil conditions.

The present practice of assigning pull-out capacities to various anchor

types on the basis of visual descriptions of soil types is potentially

misleading and unsafe. Such "soil descriptions" seldom take into account

the actual soil properties and conditions that govern the pull-out capacity. It is concluded that there is a need for an industry-wide consensus

on terminology for describing, and methods of characterizing soils and

rocks.

3. ENGINEERING CORRELATIONS BETWEEN SOIL PROPERTIES AND ANCHOR PULL-OUT

CAPACITY

Hypotheses and equations for predicting anchor pull-out capacity have been

developed and are presented in this report. Correlation between measured

xii
and calculated anchor capacity is poor, particularly for granular soil.

The mobile home industry uses the Standard Penetration Test (SPT), Soil

Test Probe (STP) or visual soil descriptions to select anchors for given

site conditions. The SPT provides a fairly reliable indication of soil

properties for granular soils but only a very crude approximation when

cohesive soils are investigated. It is questioned if those who use the

SPT for anchor design are aware of these facts. The Soil Test Probe may

provide an indirect measurement of soil shear strength which governs the

pull-out capacity of anchors. However, based on the available data (or

perhaps because of the absence of adequate data), the correlation between

the STP readings and pull-out capacity is not obvious and further

experimental (field) study is required.

Since some soils change strength and therefore anchor holding capacity

seasonally, some method of taking this strength change into account for

design purposes is required. Available information and present design

procedures do not account for this problem. Similarly, little information

is available on adequate design of mobile home anchors in expansive soils

and soils that undergo seasonal frost heave.

There is an almost complete lack of information on the effects of cyclic

(Dynamic) loading on anchor capacity. Since wind loads are cyclic and

soil strength generally deteriorates with increasing numbers of loading

cycles, dynamic loading effects should be further investigated.

4. TEST STANDARDIZATION

One of the main reasons for our inability to correlate soil and rock

properties with pull-out capacity is the overall lack of adequate data

in the mobile home anchor literature. In order to determine this cor- relation, test data should convey the following information:

A. Complete load versus uplift displacement data in order to establish the ultimate loads as well as displacement characteristics

xiii
for a given anchor and depth of embedment in a specific soil

condition.

B. Complete description of the anchors used, their depth of

embedment, method of installation, and installation torque

(if applicable).

C. An evaluation of the soil properties and the location of the

ground water table at the site. The soil properties determined

should include the shear strength parameters and the soil weight

per unit volume (density). These properties should be determined

by field and/or laboratory tests other than the SPT or STP.

D. The results of Standard Penetration Tests, Soil Test Probe

tests, and other in-situ tests that could later be used to

predict anchor capacity.

All four items should be provided together to develop correlations.

Typically only 2 or at best 3 of the 4 items are available in existing

data.

In Item A above, the need for pull -out load-displacement data is men- tioned. Presently, there is no standard method for performing pull-out

tests in the mobile home anchoring industry. As a result, the precision,

accuracy, and amount of information typically provided in a pull-out

test report is deficient when compared with a typical ASTM standard test.

Most available load test reports list the soil class as determined

visually without any shear strength indicator.

5. RECOMMENDATIONS

The following is recommended on the basis of this study:

° To adopt an industry-wide soil classification system including

a standard nomenclature to define soils and rock;

xi V
to prepare a standard method of performing anchor pull-out tests

in the field, including minimum requirements for the characterization of soils;

to conduct a test program in order to establish correlations

between anchor pull -out capacity and several in-situ tests, and

to determine effects of dynamic, cyclic, and sustained loading,

loading which is not in the direction of the anchor shaft, and

anticipated seasonal changes in the moisture content of the soil

to develop a standard performance test by which the adequacy of

anchors can be determined.

XV
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iy^tojM Ion. mobAJid hom^ Mca ftdcogYU-znd by i.YuLuui>tAij OMd 6tv2Aat pKodixcXd

weAe developed.

XV i
1. INTRODUCTION

The weight of a typical mobile home ranges from 17 to 25 Ib/ff^ of

floor area (83-122 Kg/m^). The federal Mobile Home Construction Safety

Standard requires that mobile homes be designed to resist an uplift force (wind) of 15 Ib/ft^ (720 N/m^) and a lateral force of

25 Ib/ft^ (1200 N/m^) in hurricane regions and an uplift force of

9 Ib/ft^ (430 N/m^) and a lateral force of 15 Ib/ft^ (720 N/m^) in all

1/f igures in brackets are literature references listed in Section 11.

1
other regions. Recent field measurements indicate that these forces

should be increased [71]. Thus, a foundation system designed to prevent

sliding, overturning and separation of the mobile home from its supports

must have the capability of resisting horizontal and uplift forces.

Since most mobile homes are supported by piers which rest on top of

the ground, have relatively little weight and generally have no ties

to connect them with the supporting piers, uplift and horizontal forces

must be resisted by soil anchors.

Industry recognized the need for providing anchoring systems for mobile

homes and developed a variety of products which are readily available

and can be installed inexpensively. However, data on the performance

of these anchoring systems are relatively scarce, are not very well cor- related with soil properties, and have not been systematically compiled.

The purpose of this study was to compile available information, assess

our ability to predict the pull -out capacity of anchors in various soils,

and determine what additional information or standards could improve the

reliability of anchoring systems.

Background information on the need for anchoring and anchoring standards

and procedures is provided in Chapter 2; Chapter 4 gives an overview of

available anchoring hardware; the state of knowledge with respect to

theoretical prediction of anchor pull-out capacity is discussed in

Chapter 5; Chapter 6 provides information on empirical methods presently

used to predict pull out capacity; load test data that could be located

by the authors are presented and analyzed in Chapter 7; environmental

effects on anchor pull-out capacity are discussed in Chapter 8; and

needed research to fill most important information gaps is discussed

in Chapter 9.

Facing page: MobX£e home, damago^d

by wi,nd up6zt.

2
2. BACKGROUND INFORMATION

2.1 NEED FOR MOBILE HOME ANCHORS

All areas of the United States at one time or another are subjected to

winds of sufficient intensity and duration to cause damage to mobile

homes [39, 46, 71, 78]. Areas adjacent to the oceans and the Gulf of

Mexico may be subjected to hurricane-force winds. Furthermore most

areas, particularly those in the interior of the U.S., may be subjected

to tornadoes. Wind forces on mobile homes situated in open areas

3
generally exceed those acting on mobile homes sheltered by trees and

surrounding structures (other mobile homes) [46]. A discussion on windstorm characteristics related to mobile home damage was presented

by Vann and McDonald, 1978 [Ref. 102a].

The soil anchor is an important component of the foundation system which

provides structural stability for an installed mobile home. It is part of

a structural chain of components that includes the mobile home structural

frame and floor, roof-wall, and wall -floor joints, foundation blocking,

anchor straps, connecting hardware between the anchor straps and anchor,

and finally the anchor embedded in the soil and/or rock. Failure of any

one of these components could result in damage to the mobile home and its

contents and injury to its inhabitants during windstorms.

Data on the actual percentages of anchored and unanchored mobile homes

that were damaged during severe windstorms are very scarce. Several

insurance companies and state agencies active in mobile home programs

in one way or another were contacted. Although all parties concerned

agreed that anchoring a mobile home is very beneficial, significant

data substantiating the effects of anchors on the behavior of mobile

homes during windstorms could not be produced. The following references

provide limited information:

Pickard (1978) [84a] reported the following: In the November 12-13,

1972, tornadoes in Dallas County Texas, 100 mobile homes that were situated broadside to the wind were destroyed, whereas those mobile

homes that were facing into the wind were undamaged. There were no numbers available on the actual percentage in each category, nor do we know the wind speed.

In the same storm in the same county at Whispering Oaks Mobile Home

Park, 26 mobile homes were subjected to these winds. Twelve of the

26 mobile homes were anchored. Eleven of these suffered less than

$1,000 damage while the 12th suffered approximately $1,500 damage.

Of the 14 mobile homes that were not anchored, 11 were completely

4
destroyed and 3 were severely damaged. The damage to the anchored

mobile homes was primarily caused by flying debris from the destroyed

mobile homes.

In the Amber Mobile Home Park, in a different location in the same storm and county, 6 units were subjected to the windstorm.

The 4 mobile homes that were tied down suffered nominal damage,

while the 2 units that were not tied down were completely destroyed;

one rolled over and one blew away.

One June 12, 1972, in Hurricane Cecilia, in Del Rio, Texas, 15

mobile homes [in one park] were subjected to strong winds. Of

the 7 mobile homes that were anchored, 1 was destroyed (the unit

was hit by an unanchored mobile home), 2 suffered minor damage and

4 escaped injury. Of the 8 mobile homes that were unanchored,

6 were totally destroyed and 2 suffered minor damage.

The following mobile home damage report on Hurricane Eloise in

Florida, in 1975, was prepared by Wayne Haddock of Minuteman

Anchors, Inc., in East Flatrock, North Carolina: In the Reids

Trail or Park and Sea Gull Trailer Park in Panama City, Florida,

in almost every instance, those mobile homes that had no anchors were blown over or were destroyed in the September 23, 1975,

Hurricane (Eloise). In the Fort Walton area, approximately 300

mobile homes were located in the Shalimar Mobile Home Park located

approximately 15 miles (24 Km) inland. The only home that blew

over was not tied down. The remaining homes were predominantly

anchored according to the Florida state code and showed very little

damage. In Dothan, Alabama, where wind speeds reached 88 mph

(140 Km/h), 75 percent of the 70 mobile homes in the Ridgewood

Estates Mobile Home Park were blown off their blocks and 4 homes

[in the park] were destroyed. None of the (anchored) mobile homes were moved.

5
In the March 24, 1975, tornado at Traveler's Rest, South Carolina,

a total of 8 mobile homes were hit by high winds. Six of the 8

mobile homes were not anchored; 2 were completely demolished and

the remaining 4 were damaged. Those 2 remaining mobile homes were anchored and suffered no damage.

2.2 NATIONAL AND STATE STANDARDS

Besides the National Standard [10, 34, 69], there are various state rules,

regulations and laws regarding the anchoring of mobile homes. Some states

(for example, Alabama, [7, 8]) require that any new mobile home occupied

after a certain date, (January 1, 1976, in Alabama), must be tied down in

accordance with ANSI Standard A119.1/NFPA 501B [69]. These standards,

summarized by Cooke, et al. [29], and Waldrip [105], are intended to protect the occupants and are advocated by the companies who insure mobile

homes against loss due to high winds. Specific recommendations for

anchoring equipment are given in paragraph 4.4. of the "Standard for the

Installation of Mobile Homes" Manufactured Housing Institute and National

Fire Protection Association [69] [NFPA 501A; ANSI 119.3]. The basic provision is that the anchoring equipment should be capable of resisting an allowable working load equal to or exceeding 3150 lb (14.0 kN) when

installed. The term "allowable working load" means that the anchor

capacity should be greater, providing a factor of safety. The provision

stipulates a factor of safety by stating that the anchor should be capable

of withstanding a 50 percent overload (which comes out to be 4725 lb

(21kN), total) without failure of either the anchoring equipment or the

structural hardware which anchors the mobile home or which ties the mobile

home to the soil anchor itself. Section 5.5.1 of the NFPA Standard,

entitled "Capacity of Anchors," defines failure as the condition when

the point of connection between the tie and the anchor moves more than

two inches (50 mm) at the 50 percent overload or 4725 lb (21kN) in the

vertical direction. In addition, it is further prescribed that in the

event the load is other than from the vertical direction, the anchor

shall withstand 3150 lb (14kN) at an angle of 45° from the horizontal

6
without a displacement of more than 4 inches (0.10 m) in the horizontal

direction at the location where the tiedown attaches to the soil anchor

(or rock anchor).

The Standard also presents a table relating three types of soil and sound

hard rock with the blowcount of the Standard Penetration Test (SPT)(ASTM

D1586-67, R74) [12] and a "soil test probe" (STP) torque value. These

two field tests will be described in detail later on in this report.

2.3 TYPICAL ANCHORING PROCEDURES

There are several procedures and methods by which mobile homes may be

anchored to the ground. These include both over-the-top strap anchoring

and below-the mobile-home frame anchoring. Typical anchoring arrangements are described by the Defense Civil Preparedness Agency [36]; by

the Foremost Insurance Company [39], and by various mobile home manu- facturers. Many anchor hardware manufacturers supply the hardware

connections from the anchor to the mobile home.

In an early study published in 1962 (Harris [46]), ten recommendations

were made for the installation of anchors for mobile homes. They are presented (verbatim) along with the drawing shown in figure 2.1. Some

of these recommendations continue to be used by the mobile home industry.

These recommendations are:

1. Blocking should be installed beneath the main longitudinal

frame of the mobile home at the same interval of spacing as the tie-down anchors and should be in line with them.

2. Blocking should be of steel or concrete. If concrete building

blocks are used, cores should be placed vertical with a solid

4 inch (0.10 m) concrete cap block on the top beneath the frame.

Class "A" block should be used which meets American Society

for Testing and Materials Specifications for manufacture.
ANCHOR TIES ATTACHED TO OUTRIGGERS

(Recommendation 5) INO LONGER APPLICABLE! 1

GROUND SURFACE.

MINIMUM OF ONE ANCHOR

AT FRONT AND REAR CORNERS

OF COACH IRecommendation 8)

INVESTIGATE ANCHOR^

PULL OUT CAPACITY

IRecommendation 91

MOBILE HOME

.TIGHT FITTING SHIMS IRecommendation 41

.BLOCKING AT TIE SPACING INTERVAL EE FROM CHART

.OVER THE COACH TIES FASTENED SECURELY TO TOP CORNER.

IRecommendation 71

OVER THE COACH TIES

'/4" DIAMETER WIRE ROPE

OR EQUAL. IRecommendation 6] |PRESENTLY|1978| A WIRE STRAP

0.035incties THICK BY APPROX.

1'/4 inches WIDE IS USED]

OVER THE COACH TIES SECURED

TO BOTTOM OF COACH.

IRecommendation 7] [PRESENTLY RECOMMENDED

TO ATTACH TO ANCHOR]

ANCHORS AT SPACING

ISTEEL OR CONCRETE]

IRecommendations 1and2]

FOOTING, MIN. SIZE 16x16^6 INCHES IRecommendation 3]

IRecommendation 10]

Figure 2.1 Summary of Reoorrmendations for Installation of

Anchors by Harris [46]

8
3. Footings beneath blocking should be firm, in good condition,

and not less than 16 x 16 inches (0.41 x 0.41 m) in plan

dimension. Footing thickness should be a minimum of 6 inches

(0.15 m). If a concrete slab at least as wide and as long

as the mobile home is used the thickness may be a minimum

of 4 inches (0.10 m).

4. Shimming between the blocking pier and the steel frame should

be of treated wood of first quality or other firm material.

Shims should be fitted tightly to prevent rocking of the unit

under the action of wind gusts.

5. In the absence of test information on the strength of the

coach, anchor ties either attached to the ends of the

outriggers of the frame or passing over the coach may be

accepted. The anchor ties to the frame outriggers appear

to be sufficient at this time and have the prior recommendation. [NOTE AUTHOR COMMENT: This recommendation is now considered outdated. However, the statement could be used

with the following qualification: "use only if specifically

stated in the manufacturer's installation instruction."]

6. Ties passing over the coach should be at least 1/4 inch

diameter wire rope, 1/2 inch diameter manila rope, 3/8 inch

diameter nylon rope, webbed straps, or equal. Over the coach

ties should be able to sustain a minimum load of 2,800 pounds

(12.5 kN) before breaking for an anchor spacing of 10 feet

(3.05 m). Ties should be doubled or of increased capacity

for greater anchor spacings. [NOTE AUTHOR COMMENT: In current

practice (1979), a 0.035 inch (0.9 mm) thick metal strap about

1-1/4 inches (32 mm) wide is used instead of the wire rope

mentioned above in the 1962 report. Also, a minimum load of

3150 pounds (14 kN) with a 50 percent overload is now used.

(See reference 69.)]

9
7. Ties passing over the coach should be snug and fastened to

the coach body at both top corners. In addition ties passing

over the coach should be perpendicular to the ground and

secured to the coach body as close to the bottom as practical.

(NOTE AUTHOR COMMENT: In current practice it is recommended

that over-the top ties should not be structurally attached

to the mobile home body.]

8. At least one anchor should be placed near each front and rear corner of the coach.

9. If a quantity of a particular type of anchor is to be installed

in a given area, or if any installation is to be made in an area

of uncertain soil conditions, a special investigation of ultimate

pull out capacity of the anchor should be conducted in the field.

10. A recommended safety factor of 1.5 and a gust factor of 1.3

may be applied to the ultimate pull out capacity giving a total factor of safety of 2.0 and the anchor spacing can be

determined from the chart on page 47 in the Appendix. [NOTE

AUTHOR COMMENT: This chart is not reproduced in this report.]

"In addition to the above recommendations for installation, it is recom- mended that when skirts are used they should be of the free-standing

variety and not attached to the coach. They should also have perforation or lattice configurations.

"In those instances where coaches are on dealer's lots, a practice of

providing temporary anchors at a 50 percent capacity, or double spacing,

would appear to be sufficient to protect the units and adjacent property.

"While it is undoubtedly up to the mobile home owner to provide for his own anchoring protection, certainly new mobile home parks should have

anchors installed at the time of construction along with other facilities

such as water, sewer, power, etc." Harris noted that it could also be

10
profitable for present park operators to install the anchors as a service

to their tenants. However, it is felt that this approach is no longer

applicable due to the wide variation of mobile home designs.

Harris [46] and McKeown and Brittain [78] analyzed anchor systems for

mobile homes and gave recommendations for anchoring requirements based

on selected soil types. However, they made no reference to field tests

or analytical techniques used to arrive at these capacities [105].

Waldrip [105] extended these studies and provided information on tests

and evaluation of anchoring systems currently used in practice.

Waldrip [105] also studied the various factors that contributed to the

poor performance of mobile homes during wind storms with special attention given to current anchoring systems and anchoring construction

practices. He evaluated the various types of failures that a mobile

home can undergo during a wind storm. These include:

1. Anchor connection failure between the mobile home and the

soil /rock anchor rod.

2. Failure of the steel straps over and under the mobile home.

3. Sliding failure due to improper blocking of the mobile home

on its foundation support.

4. Underframe-floor separation.

5. Floor-wall separation.

6. Other structural failures of the mobile home itself. (Waldrip

did not consider structural failure of the anchor itself which

is also possible).

In his studies, Waldrip performed 22 pull-out tests with 4, 6 and 8-inch

(0.10, 0.15 and 0.20 m) diameter helix anchors with total embedment depths

11

1/
ranging from 17 to 46 inches (0.43 - 1.17 m). All of these tests were performed in one type of soil having the Unified Soil Classification symbol

SM-SC (see Section 5.1 for further discussion on soil classifications).

Only 3 of the 22 pull-out tests performed met the combined criteria of

pull-out load and maximum deflection according to the mobile home standard

[69]. These 3 tests were on helix anchors that were installed by first

digging a hole, installing the anchor and then backfilling and compacting

(not a typical procedure for Helix Anchors). Thus, "variations in the

backfilling and compacting procedures, the only variable in the installation method used for the anchors . . . may have been responsible for the

3 anchors which met performance specification ..." [105].

Vann and McDonald [102a] present a thorough discussion and analysis of

damage experience to mobile homes by wind storms, as well as recom- mendations for the design, construction and anchoring of mobile homes.

The references mentioned thus far may be considered the primary works on the anchoring of mobile homes in soil and rock. However, a close review

of these references will demonstrate that very little information from

a geotechnical engineering viewpoint has been published.

Facing page: McoiuAA-ng ko^zontat

(iU>placm(iYit .in andkoh. tddt.

12
3. SCOPE OF STUDY

3.1 GENERAL

This study primarily concerns itself with the geotechnical engineering

aspects of the performance of soil anchors. The anchors are typically

made of metallic materials and usually will have a strength which is

equal to or higher than the capacity of the soil to resist deformation.

Assessment of the structural load capacity of various anchors discussed

herein is not within the scope of this report.

13
3.2 ASSESSMENT OF AVAILABLE SOIL AND ROCK ANCHOR HARDWARE

Product data of existing anchoring hardware have been collected from

military research laboratories, commercial anchor companies, and telephone, utility and power companies.

3.3 REVIEW OF THE THEORETICAL ASPECTS OF ANCHOR HOLDING CAPACITY

Available references that discuss theoretical aspects of anchor pull-out

capacity and design procedures for the various types of anchors that are currently used in industry are reviewed. Parameters considered include

the various soil types and environmental conditions that one would find

under field situations. The environmental conditions include frost heave,

swelling soils, and chemical or electrical attacks on the anchor material.

3.4 REVIEW OF AVAILABLE FIELD AND LABORATORY TEST DATA ON ANCHOR CAPACITY

Detailed test data, which include load-displacement curves for various

types of anchors in various soil types were obtained from the geotechnical

engineering literature as well as from various commercial anchor companies

that were contacted. Where applicable, pull-out capacity is correlated

with soil properties as determined by field or laboratory tests and with

proposed analytical approaches in order to determine whether there is a basis for a realistic, rational design approach.

3.5 GEOTECHNICAL ASSESSMENT OF FIELD AND LABORATORY TEST DATA

The above mentioned laboratory and field data are critically reviewed to

provide a preliminary assessment of the applicability of present design

methods. A program of research with the objective of relating pull-out

resistance to basic soil properties, installation torque or resistance

in the Standard Penetration Test [12] is proposed.

Facing page: Uany the, anchor on

{^on. mobAJid hornet.

14
4. AVAILABLE TYPES OF SOIL ANCHOR HARDWARE

4.1 INTRODUCTION

There are a multitude of anchor types on the market today. Many of

these anchors have been specifically designed for mobile homes while

others, designed for other purposes, could also be used to anchor mobile

homes. Much of the technology and many of the products were developed

primarily for military, power, and communications applications. The

communications applications include the guying (tying down) of telephone

15
and transmission lines as well as the securing of cables on the ocean

floor. Some of the mass-produced anchors to be discussed have been

developed specifically for mobile home applications, while many other

designs resulted from backyard or garage operations by single owners

to meet the needs of the mobile home industry. State agencies that

enforce the mobile home anchoring laws usually require anchor manufacturers to submit plans and specifications of their anchors as well as field pull-out test data to show that the anchors will meet the minimum

requirements. Typically, manufacturers will submit their anchors to

a testing laboratory where pull-out tests are conducted in various types

of soil.

4.2 ANCHORS DEVELOPED FOR MILITARY APPLICATIONS

4.2.1 General

The military has various needs for soil anchors. Applications include

large tents, inflatable structures, various pieces of equipment that

require restraint (such as weapons), and specialized membranes used to

cover poor soil for use as landing pads. In addition, the Air Force

uses anchors to hold down aircraft and the Navy uses anchors to moor

vessels. These latter anchors require substantial load capacities and

are outside the scope of this report. Many of the anchors and associated hardware for military use have the additional requirements of

light weight, portability, and ease of installation and possibly

retrieval under sometimes unfavorable conditions.

Berus [21] presents test results of anchor holding capacities for 14

commercial anchors, 8 experimental tie down anchors, 7 dead man anchors,

and 12 ship and helix anchors. Tests on ten of the ship anchors were performed on scale models while the rest were performed on prototype

anchors. Unfortunately, the soils were only very generally classified

such as "hard," "dry" or "wet sand" or just plain "sand." The tests,

nonetheless, covered a wide range of anchor types, sizes (areas of

elements resisting pull-out), depths and soil types. Of all the ground

16
anchors reviewed in his study, Berus mentioned that one anchor stands

out as a potential mobile home anchor; this anchor is called the universal ground anchor by the military [86, 100] and is known commercially

as the arrowhead or triangular shaped anchor and is discussed in detail

in the next section.

4.2.2 Triangular or Arrowhead Ground Anchor

The arrowhead-shaped earth anchor is driven directly into the supporting soil. Anchors are typically one piece malleable iron castings,

stamped steel, or aluminum in certain sizes, with attached wire, cable

or metal rods as shown in figure 4.1. Some anchors have coatings protecting them from rusting. The anchors range in size from 2 inches

to 17 inches (50 mm to .43 m) with a base width and height of the

same dimension. For example, a 6 inch (150 mm) anchor is one having

a top width of 6 inches and a height from top to arrowhead tip of

6 inches. The triangular-shaped ground anchors are driven by a steel

driving rod which is positioned over the anchor spindle and driven at

the desired angle with respect to the horizontal by means of repeated

blows of some hammer. The method of driving depends on the soil type,

anchor size, and desired depth of penetration. The anchor is driven to

the desired depth (at least 6 times the anchor size) and the driving rod

is removed. The anchor has an attached guy line or metal rod which

follows the driving of the anchor. The guy line is attached off the

center of gravity of the anchor such that when a pull-out force is

applied, it causes the anchor to rotate in the ground through an angle

of approximately 90°. In this way, the full triangular bearing surface

becomes more or less perpendicular to the direction of pull and maximum

pull-out resistance is developed. This means that preloading of the

anchor after it i s driven is an important aspect of the anchor

instal lation .

The origins of the triangular anchor go back to the early 1950' s. One

of the earliest geotechnical investigations of the triangular shaped

17
REPEATED BLOWS

Figuve 4.1 Triangular Ground Anchor

18
ground anchor was performed by Haley and Aldrich for the Laconia Malleable Iron Company [44]. A U.S. Army Quartermaster report [86] documents

initial tests on what is now the Army's universal ground anchor. Other

anchors investigated by the military but excluded from further study in

this report due to their low holding capacity include: the Air Force

Standard Arrow Anchor, used to moor lightweight aircraft; the modified

Standard Arrow Anchor; the Seaplane Auger, the Barbed Wire Entanglement

Securing Pin; the Experimental Spade Pin; the Barbed Wire Picket Pin [20].

The federal supply system has a guy anchor that consists of a 2 foot

(0.61-m) long, 3/4-inch (19-mm) diameter reinforcing rod welded to a 1/8-inch (3 mm) thick 12-inch (0.30-m) diameter steel plate. These

anchors weigh 6 1/2 pounds (3.0 kg). These anchors were studied,

together with a disc type anchor, a two leg anchor, and the universal

arrowhead anchor, to see which anchor would be most suitable in holding

down membrane surfaced assault airfields [104]. Not all of these anchors

are capable of meeting the requirements for a mobile home soil anchor.

Tucker [97] studied the ability of flat plate anchors as well as 4-inch

(0.10-m) arrowhead anchors used to hold in place a neoprene coated

nylon membrane to be used as an Army helicopter landing pad. In all cases he found that the arrowhead anchor was superior to the flat plate

anchor. However, the actual pull out capacity of these anchors was below that which is required for mobile homes due to the size of the

anchors [4 inches (0.10 m)] and limited depth of embedment [30 inches

(0.76 m) only]. The above results were confirmed in another study by

Grau [43] in which the guy anchor, the disc anchor, the two-legged

anchor and the arrowhead anchor were studied. For the prevailing soil

conditions and depths of embedment, the arrowhead anchor proved to

have the greatest holding capacity.

4.2.3 Other Government Studies on Anchor Types

Taylor et al., 1975 [92] lists approximately 2 dozen types of anchors

of various sizes and manufacture that are primarily used in the marine

19
environment. The types of anchors identified and documented include

propel 1 ant-actuated direct-embedment anchors, vibrated direct-embedment

anchors, screw-in anchors, driven anchors, drilled anchors, dead weight

anchors, and free fall anchors. Most of the anchors discussed in this

excellent handbook have capacities in excess of 10,000 Ibf (44 kN) and

would not be directly applicable to the anchoring of mobile homes. However, some of the types mentioned, namely screw-in anchors and, driven

anchors, when properly scaled down in size, could provide suitable

tiedown for mobile homes. These anchors will be discussed in greater

detail in the section dealing with commercial anchors.

Other military anchors include ballistic or explosive earth anchoring

systems in which an explosive, or charge, or high pressure device would

be used to drive an anchor into the ground. The suitability of such

anchors in the mobile home industry is questioned for reasons of safety

as well as licensing problems that no doubt would occur. These anchors were not further studied nor referenced.

4.3 ANCHORS AND PROPRIETARY EQUIPMENT AVAILABLE FROM COMMERCIAL COMPANIES

4.3.1 General

Many types of commercial anchors are available for different soil and rock

conditions and for conditions where the mobile home is to be tied directly

to a concrete slab. Available anchors are identified generically and

according to their intended use in certain soil and rock deposits.

Although an all-inclusive description of available anchors was attempted,

undoubtedly a few anchors escaped the attention of the authors.

The following discussions of anchor types are presented in random order

and should not be construed to imply rating in terms of potential use.

There are many ways in which a mobile home anchor can be installed. For

example, depending upon their type, soil anchors can be driven, turned

in (twisted) under a normal (vertical or inclined) load, or placed in a 20
partially excavated hole and then either driven or turned in. In the case of rock anchors, a hole is usually excavated and the anchor is

installed either by tightening of the anchor shaft itself or by filling

the space around the rock anchor with cement grout (a mixture of water,

sand, and cement in appropriate ratios to adequately bond the anchor to

the rock). The various types of anchors are discussed in the following

sections.

4.3.2 Helix and Multi-Helix Anchors

One of the more common (mobile home) anchors is the helix or multihelix anchor (see figure 4.2). Anchor sizes range from 3-in (0.08-m)

diameter to 15-inch (0.38-m) diameter (for very high capacity anchors

not used for mobile homes). Anchors are also available in twin 4-in or twin 6-in helix arrangement. Typical installation is performed by applying a vertical load to the anchor while it is "turned" into the ground

to the desired depth. This turning or torquing can be done either by

hand or by a power tool. Under these latter conditions it is appropriate

to measure the installation torque in units of ft-lb or in-lb. In accordance with information obtained from anchor manufacturers, the pull-out

capacity in lb is approximately 10 times the installation torque in ft-lb.

This number should be field verified in each location. Minimum recommen- dations for anchor rod diameter and depth of embedment for both 6- and

8-inch diameter helix anchors suggested by Harris [46] are shown in

figure 4.3. Klym's [60a] experiences at Ontario Hydro indicate that,

to be fully effective, the helix anchor should have a minimum embedment

of 5 helix diameters and that the top helix should be below the anticipated frost line. For multi -helix anchors, the pitch [and spacing] of

the helix are designed to make the top helix follow the same helical

path as the bottom helix to ensure minimum soil disturbance. In some

soils, disturbance will cause a significant reduction in the holding

capacity of the anchor. These considerations are discussed in the

following sections of this report. Multi-helix anchors were found to

be more suitable when installed in medium to stiff clays and medium

21
Figure 4.2 Helix and Multi-heUx Anohovs

22
Type A - A screw auger of minimum auger diameter of 6 Inches with a minimum

5/8 inch diameter rod installed with £ minimum depth of A feet. Also 8 inch size Arrowhead nnrhor.

Type AA - Same as Type A ey.cept minimum auger diameter is 8 Inches. Also

10 inch size Arrowhead anchor.

GROUND SURFACE

MINIMUM RODDIAMETER 5/8"

6"

"mT^

MINIMUM DEPTH

4 FEET

^MINIMUM DIAMETER, TYPE A ^MINIMUM DIAMETER, TYPE AA

NOTE: 1 in = 25.4 mm

1 ft = 0.30 m

Fi-gure 4.3 Minimum Dimensions Recommended by Harris for

Helix Anchors [46]

23
density sands. According to Robinson [87], their use in very hard and

dense materials or soils containing gravel and cobbles is very limited.

An alternative method for the installation of helix anchors is to partially excavate a hole to some depth, say for example 2 feet (0.6 m).

Next, the helix anchor is installed and turned into the soil from the

depth of 2 feet to the designed depth, typically 4 feet (1.2 m).

Finally, the hole may be backfilled by tamping or compacting the soil, or perhaps better yet, filled with lean concrete. Filling the hole

with concrete serves several useful functions. These are: added weight

that the anchor must pull against; an increase in side resistance to a vertical pull-out; and an increased resistance to horizontal loads because

of the increased bearing area of the concrete surrounding the shaft.

The comments about horizontal anchor capacity apply to all of the types

of anchors mentioned, since typically the diameter of the anchor shaft

at the ground surface is very small (in the order of an inch (25 mm) or less) and, therefore, has a very small bearing area to transmit horizontal load to the soil. Proponents of the Helix Anchor will argue,

and perhaps rightly so, if only vertical pull-out is considered, that

[to achieve maximum pull-out capacity] the anchor should be torqued or twisted into place, never installed in a partially excavated hole and

then backfilled. Further field tests are necessary to establish behavior

under various installation conditions.

4.3.3 Triangular Anchors

The triangular (arrowhead) anchor is available on a commercial basis.

The size that is typically available is the 6-inch (0.15-m) anchor.

Harris [46] considered an 8-inch (0.20-m) arrowhead anchor to be

comparable to a 6-inch (0.15-m) Helix anchor; and a 10-inch (0.25-m)

arrowhead anchor equivalent to an 8-inch (0.20-m) diameter Helix anchor.

The arrowhead anchor has been described in section 4.2.

24
4.3.4 Buried Expanding Plate and Shaft Anchors

Two types of expanding plate anchors are available. One type, having a head and shaft similar to previously discussed anchors, consists of two

plates 6 inches (0.15 m) in diameter at the base of the shaft. The

anchor is installed in a 6-inch diameter hole excavated to the desired

depth. [Manufacturer suggests a 22-inch (0.56-m) depth for soil groups

3 and 4 and a 24 inch (0.61 m) depth for soil groups 5 and 6 (the soil

groups will be described in Section 6]. The anchors are so designed

that the head and shaft are rotated 180 degrees which allows movement

of the bottom plate relative to the top plate. The bottom plate is

fixed to the shaft and head of the anchor while the top plate is free

to rotate. What was initially a 6 inch (0.15 m) diameter set of circular

plates becomes a set of two overlapping circular plates, approximately

9 1/2 inches (0.24 m) long by 6 inches (0.15 m) wide. Figure 4.4b(l)

shows the above described expanding plate anchor.

The second type of expanding plate anchor is shown schematically in

figure 4.4b(2). Again, the anchor is installed in a hole wide enough

to accommodate the unexpanded anchor. Once the anchor is in position at

the base of the hole, the anchor rod is twisted, causing the prefabricated

anchor to expand into undisturbed soil. To complete the installation,

backfill is placed and compacted.

Harris [46] recommended a minimum anchor size of 6 inches (0.15 m) and

a minimum placement depth of 5 feet (1.5 m), regardless of the soil

type. His recommendation does not take into account the soil's shear

strength and other factors to be discussed later in this report that

govern the pull-out capacity of anchors.

4.3.5 Expanding Rock Anchor

At mobile home sites where it is impossible to install any of the above

discussed anchors either by means of driving, excavation, or turning,

it may be necessary to install an expanding rock anchor. An expansion

25
® ®

4

i

/ COMPACTED

/ BACKFILL

EXPANDED ANCHOR

a. PROCEDURE ©EXCAVATE HOLE. ©INSTALL ANCHOR. ©EXPAND

ANCHOR AND BACKFILL.

©

b. TWO AVAILABLE TYPES. ©ECCENTRIC PLATES. ©EXPANDING

SCREW DOWN PLATES.

FigvLX'e 4 . 4 Expanding Plate Anchors

26
type anchor is shown in figure 4.5. To install this type of anchor, it

is necessary for a hole to be drilled slightly larger than the expansion

parts. The hole is usually made with an auger and bit capable of penetrating the existing rocky soil or rock-like material. For harder rock,

air-percussion or core drilling may be necessary. The expanding rock

anchor may be anywhere from 24 to 48 inches (0.6 - 1.2 m) in overall

length. The installation principle is very simple. Once the hole has

been cleaned out to the desired depth, the anchor is inserted to the

appropriate depth. The anchor head is turned, forcing the two anchor

components to slide upon each other and thereby increasing their diameter.

The anchor is turned until the installation torque, as specified by the

manufacturer, is reached which allows the expandable part of the anchor

to bear against the sides of the hole surface. The anchor is then

available for immediate loading.

In softer or weathered rocks, there may be a tendency for the outside

portion of the rock anchor to punch into the sides of the hole, allowing

the center portion to slip out. If this is the case, then grouting is

necessary to hold the anchor in place. Under these conditions, a second

anchor is installed, tightened to a lower torque (less chance of wall

punching), and the hole is filled with grout (91b).

Another type of anchor may be used in soil or rock locations where

drilling is necessary. This circular shaft anchor is inserted into a pre-drilled hole 30 to 48 inches (0.8-1.2 m) in length and about 2 inches.

(50 mm) in diameter, then expanded by means of hydraulic pressure. The

hydraulic pressure forces out a multiple internal split tube anchor,

forming six individual curved prongs which enter into or bear against

the soil or rock hole. Finally, the top portion of the anchor tube is

expanded. This type of anchor performs very well in softer or weathered

rocks, as intimate contact is made with the side walls.

27
Figupe 4.5 Principle of Expanding Rock Anchor: (A) Inserted

in Drilled Hole; (B) In Expanded Position

28
4.3.6 Miscellaneous Anchors

Several other anchor types are either presently available for mobile

home use or could be modified to serve this purpose. Some of these are discussed hereafter.

Several manufacturers offer an "X" type anchor for use in rock or rocklike material. Manufacturers suggest that this type of anchor be used

when it is impossible to install, for example, a helix anchor due to

rocky conditions. Pointed rods approximately 3/4 inch (19 mm) in

diameter and 3 to 4 feet (0.9 - 1.2 m) long are either driven directly

into the ground or into a pre-drilled hole at an angle of 45° from the

horizontal. A second member is driven at an angle of 90° to the first

anchor rod. The anchors are driven so that they fit inside a welded

brace made of tubing as shown in figure 4.6. Anchor straps are attached

to hardware which is welded to the top of the X-brace. This type of

anchor obtains its load capacity when both members bear against the sur- rounding foundation material. In the event that this material yields

under this load, or if bending occurs in the steel rods, the resulting

displacement may exceed the allowable displacement. The soil conditions

under which this anchor is useful appear to be limited. In order for

the anchor to be installed, the foundation material has to be soft enough

for penetration, yet hard enough to resist lateral deformation. Test

data on this device are limited.

It has been found that grouted rods provide economical anchorage in relatively firm soils, such as dense sands and gravels, stiff clays, glacial

tills, and weathered rock. Typically, a 6-inch (0.15-m) diameter hole

(sometimes having a bell at the bottom) is made, and deformed or plain

steel rods up to approximately 1-inch (25-mm) in diameter or heavy duty

chains are inserted in the hole. The top of the rods or chains must

contain some mechanism to tie down the mobile home. The hole is either

partially or completely filled with grout and allowed to cure. [The

grout generally used consists of equal amount of sand and Portland cement

29
Figm'e 4.6 "X Type Rook" Anchor

30
with a water-cement ratio approximately 0.5 [87].] The larger diameter

of the grouted hole provides considerable horizontal load resistance to

the anchor.

Economical tiedowns can also be provided by dead-man anchors. They can be improvised in many different ways, provided the system is durable

enough. Examples of dead-man anchors are shown in figure 4.7. In both

examples in the figure a hole is dug and either a J-shaped anchor rod is

placed in concrete and properly backfilled or an anchor rod is attached

to some element and placed at a minimum depth of at least 5 feet (1.5 m)

[46].

4.3.7 Tie-down Systems Other Than Soil Anchors

Tie-down of mobile homes can also be provided by methods which do not

require the use of soil anchors. These could include footings similar

to those used for conventional single-family homes or any other suitably

durable system capable of resisting the vertical and horizontal forces

exerted by the mobile home when subjected to extreme wind or flood

conditions. Safety factors against sliding and overturning should not

be less than 1.5 and factors against bearing capacity failures not less

than 2.

Examples of such tie-down systems are shown in figure 4.8. These systems are 4 in. (0.10 m) thick wire mesh reinforced concrete slabs on grade,

which may have other configurations in addition to the ones shown.

Examples of tie-down connections to the slabs are shown in figure 4.9.

The tie rods may be installed in finished slabs by drilling a hole and

inserting a bolt, as shown in the figure. A single excavation would

then be required to gain access for installation and tightening of the

nut and washer. Alternately, commercially available expanding concrete

inserts could be used.

Another option is to use the J or L shaped anchors shown in figure 4.9b.

Problems may arise with the use of cast-i n-pl ace anchor bolts if the

31
MINIMUM ROD DIAMETER 5/8U GROUND SURFACE

POURED IN PLACE

CONCRETE DEAD MAN

I BACKFILL MUST BE *r^WELL TAMPED

6"

MINIMUM

DIAMETER

J, MINIMUM DEPTH

OF CONCRETE

GROUND SURFACE

1

MIN

/r/M^ jpsm

MINIMUM ROD DIAMETER 5/8"

/

/ BACKFILL MUST BE

/ WELL TAMPED

/

/

6"

MUM DIMENSION

PRECAST CONCRETE BLOCK,

STEEL PLATE, STEEL CONE,

OR SIMILAR ELEMENT.

NOTE: 1 in = 25 mm

1 ft = 0.3 m

Figure 4. 7 Examples of Dead-man Anchor Installation and their

Minimum Requirements {46\

32
60'-

. .4"THICK '"'^CONCRETE PAD

14'

i 3.85'

(

CO

1

14'

NOTE: 1 ft = 0.3 m CONCRETE

Figure 4.8 Concrete Slab System

33
a. THROUGH SLAB,

PLACED AFTER

SLAB CONSTRUCTION

f t

V_ 2500 PSI OR GREATER

CONCRETE COMPRESSIVE

STRENGTH

b. IN SLAB, PLACED DURING

CONSTRUCTION OF SLAB

Figure 4.9 Conerete Slab Anchors

34
tie-down straps of the mobile home are not located over the anchors.

Regardless of the anchor bolt configuration used, the slab must provide

the weight necessary to stabilize the mobile home, and must have adequate

moment and shear capacity to resist failure under the forces exerted by

the tie-down straps, by the supporting piers, or by swelling soils. The

constituent concrete must also be designed to resist weathering effects,

such as those associated with freezing and thawing.

Another possible approach is the use of pier foundations. A pier (sometimes called caisson) is defined as a shaft, typically of concrete,

installed to a sufficient depth below the zone of environmental changes

to provide both downward (gravity) support as well as uplift and sliding

resistance during windstorms. The usual construction method for piers

is to drill or auger a series of holes 6 to 24 in (0.15 to 0.61 m) in

diameter to a depth sufficient for the conditions described above and

fill the hole with concrete and some reinforcing steel. The piers,

perhaps four to eight on each side of the mobile home, would be located

below the main structural support.

The mobile home is leveled with blocking material placed between the pier

and the mobile home frame and is then anchored to the pier as described

by Vann and McDonald [102a] or by any structurally sound method.

Comparable support is provided by a self-contained prefabricated foundation system which combines tie-down resistance with vertical support

members. The system consists of steel pipe piles which are driven into

the ground or grouted into a pre-drilled hole, adjustable pipe columns

which telescope into these pipe piles, cross beams between these columns

which are bolted to the mobile home frame and intermediate support piers

which are bolted to the mobile home frame and rest on top of the ground.

Such a system performs the same functions as soil anchors and supporting

piers.

35
4.4 HARDWARE AVAILABLE FROM TELEPHONE AND POWER COMPANIES

Telephone companies throughout the United States use anchors to guy their

poles and towers for telephone lines and transmission lines. Typically

the loads on these anchors will be two to five times greater than that

required for mobile home tie-down capacity. Due to the proprietary

nature of soil anchoring technology used by telephone companies, information on the design of these anchors is not available to the public.

However, the applicability of the design curves of manufacturers of

anchors in the United States has been confirmed by telephone companies

[90]. The power companies may use anchors to guy large transmission

towers and their load requirements are up to 20 times the load capacity

required for mobile home installation. Some transmission lines cover

many hundreds of miles; geotechnical investigations along the routes

of anchor locations are commonly performed. It is not uncommon for a typical transmission tower to use 4 to 12 anchors and savings of a few

dollars per anchor, when multiplied by the number of anchors in the entire

transmission line, can be substantial. Besides using helix anchors, the

power companies also use grillage type anchors, dead-man anchors, grouted

anchor rods, and straight shaft and belled caissons [27, 38, 52, 53, 54,

55, 60, 70, 73, 76, 79, 84, 98, 107, 108].

Facing page: Exampla^ ojj conditions

oJlu>ajlq when mobAJid hornet oKd

loccutoA In stdzp tQAAdin.

36
t-^^^: -fftiTT- i^iiHi''-i''

5. THEORETICAL PREDICTION OF ANCHOR PULL OUT CAPACITY

5.1 INTRODUCTION

In this section, published theoretical formulatins for pull-out capacity

of soil anchors are discussed [16, 17, 67, 75, 102, 103, 106].

Even though, for the case of cohesionless soils, correlations between

measured pull-out capacities and those predicted by present hypotheses

do not appear to be very good [19], it is still reasonable to assume that

37
there is a correlation between the pull-out capacity of anchors and the

shear strength of the surrounding soil. Thus, any soil classification

used in conjunction with predictions of anchor pull-out capacities should

reasonably reflect the shear strength of the soils. Unfortunately,

methods and terminologies presently used by the mobile home industry

for classifying soils are neither consistent among themselves, nor do

they convey much information on the shear strength of the soil. This

inconsistency is a source of considerable confusion which should be

el iminated.

Since the various terminologies and definitions associated with soil

classification which are used by the mobile home industry differ from

those accepted by the geotechnical engineering profession, it is neces- sary to first discuss professionally accepted methods of soil classification. Present confusion in terminology may lead to misunderstandings

between the parties concerned with the selection and installation of

soil anchors, namely the soils engineer, the mobile home owner, the

anchor installer and the anchor manufacturer.

5.2 DEFINITIONS OF TERMS USED IN SOIL CLASSIFICATION

ASTM [11] defines soil as "sediments or other unconsolidated accumulations

of solid particles produced by the physical and chemical disintegration of

rocks, and which may or may not contain organic matter." Rock is defined

as "natural solid mineral matter occurring in large masses or fragments."

To further subdivide definitions for soil, we use the terms cobbles,

gravel, sand, and fines. Fines can be either silt or clay. According to

the Unified Soil Classification System [101] which is widely used in geotechnical engineering, these specific names are used to designate the

size ranges of soil particles. The gravel and the sand sizes are further

subdivided as shown in table 5.1. The boundaries between one soil type

and another have been arbitrarily made and they are based on U.S. standard sieve sizes given in the table. For example, a fine sand would mean

that the majority of a sample of sand would have particle sizes that would

be between the number 40 and 200 sieve. To further classify the fines

38
TABLE 5.1 SOIL DESCRIPTORS AND SIZE RANGE

Component Size Range

Cobbles Above 3 inches (76 mm)

Gravel 3 inches to No. 4 sieve (4.76 mm)

Coarse Gravel 3 inches to 3/4 inch (19 mm)

Fine Gravel 3/4 inch to No. 4 sieve (4.76 mm)

Sand No. 4 sieve to No. 200 sieve (0.074 mm)

Coarse Sand No. 4 sieve to No. 10 sieve (2.0 mm)

Medium Sand No. 10 sieve to No. 40 sieve (0.42 mm)

Fine Sand No. 40 sieve to No. 200 sieve

Fines (Silt or Clay) Below No. 200 sieve

(silts and clays), it is necessary to use geotechnical engineering laboratory tests which are beyond the scope of this report.

Typically, silts are defined as any fine-grained materials that will pass

through the No. 200 sieve and exhibit little or no strength when the

particles are in an air-dry state. By strength we mean its ability to

hold shape under pressure from the fingers, for example. Arbitrarily,

silt size is usually defined as those particles which are smaller than

the No. 200 sieve (0.74 mm) but larger than .002 mm. After the individual soil particles can no longer be seen by the naked eye, the individual

soil grains are finer than the No. 200 sieve size.

Clays, too, have two arbitrary classifications. One is by size and the

other is by the mineralogical composition of the soil. Clay size is

arbitrarily defined as any soil particle that is smaller than .002 mm. 39
Clay soils may be made up of particles of weathered rock that are smaller than .002 mm but more usually the definition is used for soil

particles that are made up of clay minerals. Clay minerals are plates

of microscopic size with very ordered atomic structures. The engineering properties of clays are the result of physical and chemical

forces between the clay particles. Sand and silt particles are so large

compared to clay particles that their engineering behavior is not dominated by the chemical and electrical forces that dominate clay soil

behavior. By far the most significant characteristic of a clay soil is

its ability to exhibit plasticity. Clay plasticity is that property

which allows the soil to be moved around, for example, by the hand and

still retain its deformed shape. Another definition of clay plasticity

is for the soil to be rolled into a very thin thread (for example,

1/8 in (3.2 mm) in diameter) and still hold together. When these

(plastic) clay soils are allowed to dry out, they will exhibit considerable strength upon drying. By this we mean the dried clay lump will

be difficult to crumble by the hand and only great pressure would cause disintegration. All of these comments on soil classification are adequately covered in ASTM standards [11, 13, 14, 15].

It will be shown later that the pull-out capacity of an anchor is assumed

to be a function of the shear strength of the material in which the anchor

is embedded. When an anchor is pulled out of the soil, it can be said

that it shears against the soil; or the soil immediately above a helix

anchor, for example, shears the soil surrounding the anchor. The higher

the shear strength of the soil, the harder it will be to pull out the

the anchor. Before one can describe those tests which are used by the

mobile home industry to determine anchor capacity, it is necessary

to discuss terms describing the shear strength of the soils that have now been standardized to some extent.

Many states utilize the "Standard Penetration Test" as a means of classifying soils. The Standard Penetration Test (SPT) [12] is a field test in

which a standard sampler which is approximately 30 inches (0.76 m) in

length, 2 inches (51 mm) in outside diameter and 1 3/8 inches (35 mm)

40
in inside diameter is attached to a drill rod and placed at the bottom

of the properly cleaned out boring. A 140-lb (63.5-kg) weight raised

30 inches (0.76 m) above an anvil or striker plate is allowed to fall

freely, imparting its energy to the drill rod to which the sampler is

attached. The standard sampler is advanced in three 6-inch (0.15 m)

increments and the number of blows it takes for the hammer to penetrate

the second and third 6-inch increment is added and is called the "blow

count" or "N" value. The SPT N value is fairly reliable in determining

relative properties of granular soils (sands, silts and gravels). The

Standard Penetration Test is over 40 years old and soils engineers have

correlated many engineering properties of soil with the Standard Penetration Test N value. Table 5.2 presents an accepted soils engineering

relationship between blow counts and descriptive terms used to describe

relative density of sands. The term "relative density" is used to

describe the weight per unit volume (or density) of granular soils

"relative" to the maximum dry density and minimum dry density. For

example, a soil whose natural density is close to the minimum dry density would be described as "loose." It is suggested that the terms

used in table 5.2 be used in all future soil classification charts with

respect to granular materials (sands). Words like "compact," which is

a geologic term, should be avoided.

TABLE 5.2 PENETRATION RESISTANCE AND ENGINEERING PROPERTIES OF SANDS

Number of Blows per ft, N Relative Density

0-4 Very loose

4-10 Loose

10-30 Medium dense

30-50 Dense

Over 50 Very dense

Note: 1 ft = 0.3 m

41
The correlation between blow count and the shear strength of clays should

be considered a crude correlation at best. The term "consistency" is

used with clay soils to describe a range of shear strength. Terms such

as soft, stiff or firm, and hard are reserved for clays, but they are not

used to describe sands. Qualitative and quantitative expressions for clay

consistency are presented in Table 5.3. The primary intent of this table

is to present the terms describing relative values of shear strength

which are useful for classifying a soil for anchor holding capacity.

Although Standard Penetration Test blow counts are included in the table

and are associated with a "consistency," it has been noted that this

correlation is "crude at best." A discussion of the use of the SPT and

consistency may be found in Peck, et al. [83] where they describe why the

test is unreliable in clays. It should be pointed out that the words

stiff and firm are synonymous. Later we will attempt to correlate the

shear strength with field and/or laboratory properties. In the field or

in the laboratory, the shear strength of a cohesive soil may be determined

by a pocket Penetrometer or a Torvane, both of which are hand held devices

and are calibrated to read shear strength directly. In order to perform

this test in the field or laboratory, an undisturbed sample needs to be

obtained, or a test pit excavated at the mobile home anchor site and the

test performed in the ground on natural material. This type of test

described is only applicable for cohesive soils. Another approximation

of the shear strength of cohesive soils may be obtained by the crude

field identification tests outlined in table 5.3 or, more accurately, by

laboratory tests.

Another term that is frequently encountered is the word "loam". Loam is

another word for top soil as it contains organic matter along with any

possible combination of sands, silts, or clays. Humus is the specific

name of the organic material. Humus may be composed of either animal or vegetable matter that has decayed.

Perhaps the word "fill" is the least understood term of all. Generally

when fills are encountered, they are automatically classified as a rather

42

2
s ^—

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OQ JCX CM

ft 1- fO M- +-> O) -r- 0 Q f~ , LO CO

4-> Qi I—1

s_ s_ fO S- CU CM LT) O) CQ 00 1—1 JD Q. —-z:} E ^—

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43
poor supporting soils. This may not necessarily be the case and one should differentiate between fills which are merely dumped and could

contain any possible combination of materials that might be discarded

in a dump and an "engineered" or "controlled fill" which is carefully

compacted in place by appropriate earth moving and earth working equipment. Usually "compacted earth fills" are performed under appropriate

engineering specifications and supervision (control) and result in a substantial improvement in engineering properties over natural soil.

Fill material could be granular, cohesive or some combination of the

two general soil types. Its relative density or consistency can be

determined by the Standard Penetration Test or the two field tests

previously described.

Terzaghi and Peck [93] proposed the categories in table 5.4 which apply

to the amount of saturation in sandy soils only. The term "degree of

saturation" is the amount of water as a percentage of the void spaces

within a soil mass. If all of the voids of a natural soil sample are filled with water, the soil is said to be saturated. Such would be the case for any soil deposited under water. In order to determine the

degree of saturation, it is necessary to perform laboratory tests which

are beyond the scope of this report. More than likely, most fine

grained sands would be defined as moist or wet and the coarse grained

sands and gravels, at best would be described as humid or damp.

TABLE 5.4 DEGREE OF SATURATION OF SAND IN VARIOUS STATES [93]

Condition of Sand

Degree of Saturation

(Percent

)

Dry

Humi d

Damp

Moi St

Wet

Saturated

0

1-25

26-50

51-75

76-99

100

44
It will be shown later in this section that the pull-out capacity of

anchors in clays (cohesive soils) has been found to be a function of

the shear strength of the clay. Shear strength of clays is described

by their consistency as shown in table 5.3.

Some states use the words "wet clay" and "dry clay" exclusively when

classifying clays in relation to the holding capacity of anchors. This

implies that the degree of saturation is the only significant parameter. While this may be the case in some localized areas (dry clays

may behave more like granular soils or rock, may crumble when the

anchor is inserted and may be affected by fissures), clays tend to be

wet in most areas, since they have been formed under water and tend to

maintain a high degree of saturation because of their low permeability.

In most cases only a very thin layer at the surface will be "dry." Where

this is the case it is important to include consistency in the soil

classification. Thus, better approaches are needed to describe the

pull-out capacity of anchors in cohesive soils than exclusive reliance

on "wetness" or "dryness."

5.3 THEORETICAL PREDICTION OF PULL-OUT CAPACITY

5.3.1 General

In this discussion "pull-out capacity" is defined as the maximum load

or pull exerted when removing an anchor from the soil. The load could

be in line (coaxial) with the anchor shaft or at some angle to it. The

anchor is not necessarily installed in a vertical direction. Anchor

response to load is measured by the displacement of the anchor head,

which is measured either by its vertical component, by a vertical and

a horizontal component, or as a distance in the direction of the applied

load. The term "uplift deflection" is sometimes used to designate the

the displacement in the direction of the applied load.

Pull-out capacity is discussed separately for cohesive and granular

soils, since anchor behavior differs for the two types of soils. The

45
reader may consider a soil that has 30 percent of the clay sizes mixed

with 70 percent of the granular materials. How will this soil behave?

Probably the soil will behave like a cohesive soil because it may be

possible that the clay component will completely surround all the

granular particles, not allowing them to touch and the soil can thus be

considered cohesive. As the percent of granular particles increases to

a point where, on the average, the individual soil grains are touching,

then the soil behaves as a granular material which has entirely different behavioral properties than cohesive soils. Granular soils have

no tensile strength and therefore obey the laws of friction. The friction resistance between particles increases as the normal load upon them

increases. Thus, the deeper an anchor is located in granular materials,

the higher will be the pull-out capacity.

5.3.2 Pull -Out Capacity in Cohesive Soils

As stated in section 5.2, clay soils are defined as having very small

particles, with individual soil grains invisible to the naked eye, as well as having an attribute we describe as plasticity. Plasticity was defined as the ability of the soil to deform under load and remain in

that deformed position upon removal of the load.

Without discussing the technical aspects which can be found, for example,

in references 3, 56, 61, 72, 73, 74, 75, 92, 102 and 103, suffice it to

say that the pull-out capacity of an anchor buried or installed in cohesive soils is dependent on the anchor depth-to-width ratio up to a point,

and is also a function of the shear strength of the soil. Each soil has

a bearing capacity which is a pressure (load divided by the area over which the load acts) above which failure would be said to occur. Shear

strength of cohesive soils can be shown to be inversely proportional

to the water content. The higher the water content, the lower will

be the shear strength of the soil. Stated in the form of an equation

the pull-out capacity in cohesive soils is given by:

46
Q

= c A + S (eq. 1)

where A = projected area of the plate or helix,

c = undrained shear strength of the soil just above the

top of the anchor plate,

= an uplift capacity factor or pull-out coefficient,

a function of the D (Depth)/B (Anchor Width) Ratio,

(u signifies "uplift"),

Q = pull-out load capacity,

S = shaft resistance which is equal to the product of the

average adhesive stress (equal to or less than c) on the anchor shaft and the anchor shaft surface area.

The purpose of this equation is to show that the pull-out capacity of an anchor plate or helix depends on the shear strength of the soil, c, and

the area of the anchor plate or helix. The pull-out coefficient H^, has

been found to vary with the ratio of anchor depth (D) to anchor width (B)

Such a relationship is shown in figure 5.1 [33]. A typical 6 inch (0.15

helix anchor (B = 6"), placed at a depth of 4 feet (1.2 m) (D = 4') has a corresponding D/B ratio of 48"/6" or 8. The value of D/B is entered at

the bottom of the curve. Following the arrows, a pull-out factor of

6.5 is obtained that would be used in equation 1. It can be seen from

figure 5.1, that below a certain depth the pull-out capacity of anchors

is independent of depth; this is only true for cohesive soils. Field

tests have shown that the pull-out capacity of an anchor is about equal

to the bearing capacity of the anchor against downward loads, for D/B

ratios greater than 6 [6]. Typically, for mobile home anchors the con- tribution from the shaft capacity (the term "S" in equation 1) is small

compared to that of the anchor plate or helix. This means that, for the

same strength, pull-out load capacity can be increased by using a larger

47
11 1 1 r—I \ 1 1

/Vesic (Incompressible)

f-L _

^

^Meyerhof & Adams llncompressiblej

Vesic shallow anchor theory

±

'Layered' Glyben

Meyerhof & Adams (Field tests

Vesic (Compressible)

_L _L

.Recommended

Curve

12 3 4 5 6 7 8 DEPTH TO BREADTH RATIO, D/B

10

Figure 5. 1 Pull-out factor N^., versus D/B Ratio for

Cohesive Soils [23]

48
anchor. However, if a larger anchor plate or helix is used, it must be

structurally designed to take the additional load.

Haley and Aldrich [44] use a pull-out factor, N^, equal to 7 for cohesive

soils. For this given value of the pull-out factor, a graph relating

ultimate pull-out resistance versus the shear strength of clay (in psf)

for various size triangular anchors from 2 to 17 inches (50 to 430 mm) is

presented in figure 5.2 [66]. The consistency of the clay conforms to

the definitions used in table 5.3. To use this design chart, which is

based on equation 1 with a value of the pull-out factor equal to 7, one determines the shear strength of the clay, enters the graph for a given

size of ground anchor and reads the ultimate pull-out capacity directly.

For example, for a shear strength of 300 psf (14 kPa) and an 8-in (0.2-m)

arrowhead anchor, the pull-out capacity would be approximately 4700

pounds if the anchor was at a depth of at least 4 feet (1.2 in) below the

ground surface.

Full scale pull-out tests [2, 4] have been summarized by Adams and

Radhakrishna [5]. They found the long term capacity of anchors in clay

soils to be smaller than the capacity of short term loaded anchors.

The soil appears to be loaded in tension at least at the shallow depths.

This probably results in negative pore water pressures thus increasing

the shear strength of the clay. (If there is negative pore water pressure, the pressure of the water within the pores of the soil is less

than the hydrostatic pressure attributable to the ground water level in

the soil). With time, these negative pore pressures dissipate under long

term loading, resulting in a corresponding reduction in shear strength

and pull-out capacity [5]. In contrast, for normally consolidated clays,

[on the ocean floor], the long term capacity has been observed to be

significantly larger than the short term capacity [91b].

Typically the shear strength of soils increases with depth and as a result the pull-out capacity will be larger as the depth increases.

However, there are some cases where a dried out crust of cohesive soil

will exist above a softer clay layer of lesser shear strength. In this

49
MINIMUM DEPTH, D, = 6 x ANCHOR SIZE

24.000

20,000 -

^ 16,000

^ / ,

12,000

8,000

4,000

1000 2000 3000 4000 5000 SHEAR STRENGTH OF CLAY, POUNDS PER SQ.FT.

CONSISTENCY OF CLAY (See Ref. 93]

6000

MED- STIFF VERY STIFF HARD

!> IUM

NOTE: 1 in = 25.4 mm

1 lb = 4.4 N

1 Ib/ft^ = 48 pa

ure 5.2 Ultimate Pull-out Capacity of Tviangulav Anchors

versus Shear Strength of Clays \66^

50
particular case the pull-out capacity would be a function of the soil

shear strength immediately above the anchor plate or helix [103]. The

soil shear strength just above the anchor could only be determined by a suitable engineering site investigation.

5.3.3 Failure Mechanisms for Shallow Anchors

Baker and Kondner [16] and Ali [9] have summarized the failure hypotheses

for shallow anchors by the "friction cylinder method," the "soil cone method" and Balla's method. The shapes of the corresponding failure

surfaces are shown in figure 5.3. In the friction cylinder method, the

pull-out load, Q, is resisted by the weight of soil, W^, immediately

above the anchor as well as the shear resistance, S, between the soil at

the circular boundary (for a circular embedded plate). In the soil cone method, the pull-out load Q is resisted solely by the weight of the soil

contained in the truncated cone (unless the soil has tensile strength).

In Balla's method [17] the pull-out load, Q, is resisted by the weight

of soil within the assumed failure surface (see figure 5.3c) and the

side shear resistance.

5.3.4 Pull-out Capacity in Granular Soils

The pull-out capacity in granular materials is more complicated in

theory than that for cohesive soils. A short discussion of the shear

strength of sand is necessary to appreciate the pull-out behavior of

anchors in sand. As stated previously, the shear strength of sand

depends upon the frictional forces between individual sand grains.

These frictional forces are proportional to the normal load that is

exerted on the grains themselves. This normal load is proportional to

the depth below the ground surface and is commonly referred to as the

"overburden pressure." This pressure is the product of the unit weight

of the soil and the depth below the suface. This means that for a given

soil deposit, the shear strength will increase as the depth is increased.

Perhaps the most important factor contributing to the shear strength of

granular materials is the density of the granular materials itself.
Q

t

D

Ws

I ^—

L B (a) FRICTION CYLINDER METHOD .

Q

1 < .

[b| SOIL CONE METHOD

^ASSUMED FAILURE

J SURFACE

I

45<*>/2

/////////; \ y

D *^\

Ws

1,

/\ \ r

E

[cj DALLA S METHOD

'Figwce 5.3 Methods of Calculating Vull-out Load Capacity [5]

52
Engineers also use the term "relative density," a value which is difficult to measure. It can be shown that it should be possible to predict

the pull-out capacity of a buried circular plate, such as a helix anchor,

by the following equation:

Q = Y D Nq^j A ... (eq. 2)

where

A = projected area of the plate or helix

D = depth of the anchor plate below the ground surface

Nqjj = a pull-out factor for granular material which is a function of the angle of shearing resistance of the sand,

and the D/B ratio (u signifies "uplift")

Q = pull-out capacity

Y = weight per unit volume of the soil (for soils that are below the ground water table, the buoyant or submerged

weight per unit volume should be used)

The "angle of shearing resistance" or "angle of internal friction," (]), is a soil parameter used to describe the shear strength of a granular

soil and depends primarily on the density. Before it was mentioned that

the shear strength of sand depends upon the normal forces acting on individual sand grains. It can be shown that the ratio of the shear

force to the normal force is equal to the tangent of (j), a measure of the

coefficient of friction between individual sand grains. An approximate

relationship exists between the Standard Penetration Test N value and the

angle of shearing resistance, <t), and is shown in figure 5.4. Notice that

we have taken the relative density terms from table 5.2 and superimposed

them on figure 5.4. Knowing the Standard Penetration Test blow count,

one could use figure 5.4 and establish the angle of shearing resistance,

and then the pull-out coefficient N^^j, from a suitable reference. For

53
APPROXIMATE EMPIRICAL RELATIONSHIP BETWEEN 0° AND SPT BLOW COUNT, N.

44

%. 42

I I

40 I 38|-

i 36

U-l »—- 34

=3 32

30

28

MEDIUM DENSE DENSE

VERY

DENSE

(UNCORRECTED FOR OVERBURDEN PRESSURE]

10 20 30 40 50 60 UNCORRECTED STANDARD PENETRATION TEST BLOW COUNT - BLOWS/FOOT

Figure 5.4 Angle of Internal Friction (Shearing Resistance)

versus (Vncorreated) SPT Blow Count for Sands [ssj

54
example, Vesic [103] tabulates the pull-out coefficient for given values

of However, for a six inch (0.15 m) anchor, these pull-out coefficients are only applicable up to a depth of 30 inches (0.76 m) which is

perhaps too shallow for helix anchors in sands.

When Healy [48] performed both model and field pull-out tests in granular materials, he found that the pull-out resistance of small anchors

(6 inches - 0.15 m) when placed in sand varied directly with the depth

(another way of describing the overburden pressure) provided that the

anchors have D/B ratios equal to or greater than 6 in dense sand and

D/B ratios equal to or greater than 2 in loose sand.

Baker and Kondner [16] performed model tests on circular steel plates

up to 3 inches (76 mm) in diameter and depths of burial up to 21 inches

(530 mm) in sands. Load was applied to the bearing plates by means of

a flexible cable. This approach does not simulate the loading condition

of the typical mobile home plate with the exception of the triangular

anchor which does not have a rigid connection at the anchor. They

defined a "shallow" anchor as D/B ratios less than 6 and a "deep" anchor

as D/B ratios greater than 6. They found that Balla's method [17] predicts a greater pull-out capacity than actually developed when the D/B

ratio is greater than 6.

Adams and Hayes [2] photographed model pull-out tests in sand for D/B

ratios between 2 and 4.5. The failure surfaces change with relative

density and D/B ratio. At shallow depths (D/B =2), regardless of the

density, the failure shape very closely approximated the friction

cylinder method assumption. At greater depths (D/B = 4.5), the failure

zone was "local" for a loose sand condition while for the dense sand

tests, the failure zone reached the ground surface. Assumed failure

surfaces for three therories were shown in figure 5.3.

For a range of D/B ratios from 0 to 10, Vesic [103] has prepared

figure 5.5, pull-out factor, N^^ vs D/B ratio for sands. Adams and

Klym [3] report Nq^, values ranging from 21.4 to 33 for ^ = 35° and

55
values of 36 and 43 for ^ = 45°. They back figured the values of

from multi -helix tests in which each helix was assumed to act independently. These values agree with Vesic's data shown in figure 5.5 at

high D/B ratios. However, it seems reasonable to assume for dense

sands that the failure surface (mechanism) may extend to the ground

surface and multi -helix anchors may develop one uniform cylindrical

failure surface as opposed to independent failure surfaces for each

helix for D/B < 10.

It is interesting to note the comparison of pull-out capacity of a specific anchor (a 55 in"^ (0.035 m ) Y fluke) for various depths of embedment as calculated by seven different theoretical methods. A comparison

of calculated capacities and capacities obtained in field loading test

is shown in figure 5.6 [19]. It appears that there is some semblance

of agreement between predicted and measured values for D/B ratios less

than 3. At a D/B ratio of 4, the predicted pull-out capacity varies

from 270 pounds to 1460 pounds (1.2 to 6.5kN) as shown on figure 5.6.

As the anchor is embedded further, only the friction cylinder hypothesis

gives reasonably conservative results. This was also observed by Das

and Seeley [32]. Comparisons such as this are the only true way to

evaluate the adequacy of any theoretical computation. In addition to

the questionable validity of assumed failure surfaces, the soil property

numbers that go into the various equations are no better than the field

and laboratory testing made to obtain these parameters. If an adequate

soils investigation is not made, then we must rely upon full-scale

prototype pull-out tests. Based on the wide scatter for the pull-out

factor, Nq^j, vs D/B relationship presented in a graph similar to

figure 5.5, Esqui vel -Di az [37] concluded that no satisfactory theory

is available for the determination of the pull out capacity of earth

anchors in sands. This conclusion was reiterated by Bhatnagar [22]

when he compared his model pull-out tests in silty clay with several

theoretical assumptions. He found that none of the existing hypotheses

give satisfactory predictions of the pull-out load for plate anchors

at al

1

depths. In geographic areas where experience and knowledge

56
4 5 6

RELATIVE DEPTH D/B

NOTE:

Figure 5.5 Pull-out Factor^ N j versus D/B Ratio for

Sands [103]

57
Dry unit weight of soil: 103 PCF

Effective unit weight of soil: 64 PCF

Angle of Internal Friction: 37 degrees

MEYERNOF AND ADAMS |1968| BALLA 11961] SUTHERLAND 11965) VESIC 11 969] MARIUPOL'SKII (1965) FRICTION CYLINDER WEIGHT OF CONE

FIELD TEST, 55Y FLUKE |U MASS)

- 2.9

4.0

5.7

- 8.6

- 11.5

1000 2000

HOLDING CAPACITY IN POUNDS

3000

NOTE: 1 ft

1 lb

4000

0.3 m

4.45 N

Figure 5.6 Comparison of the Holding Capacity of an Assumed

55 Square Inch Fluke in Anchor Saturated Sand

Using Available Methods of Calculations [lO]

58
of pull-out capacity is lacking, only full scale pull-out tests can provide a reasonable basis for predicting pull-out capacity.

Tabulated values of pull-out capacity for triangular-shaped anchors

have been prepared in table 5.5 with the explanatory terms presented

in table 5.6 [66]. These values are based on equation 5.2 but with

the modification that a factor of 0.8 is applied to equation 5.2 to take

into account eccentricity in loading and other uncertainties in pressure

distribution [46]. In addition, the values of the pull-out factor, N„,, are taken from Reference 93 for deep foundation conditions, that is,

for D/B equal to or greater than 5 or 6. In order to use table 5.5, one would have to satisfactorily classify the soil according to one of the

four soil classes given in table 5.6. The terms that are used in this

table come directly from the correlation between Standard Penetration

Test blow count and relative density presented in table 5.2 and shown on figure 5.4. Thus, the Standard Penetration Test would, no doubt, have

to be performed to indirectly measure the angle of internal friction of

the soil in order to select a suitable pull-out coefficient, N^^.

5.3.5 Pull-out Capacity in Rock

For purposes in this report, rock is described in two different ways.

The first is the kind of rock that we would properly classify as "rock"

but in terms of behavior, it more or less should be called soil. Rock

of this particular type may easily be dug by hand with a shovel and

pick or with a pneumatic spade. Cemented sands and gravels, for example,

may also be grouped as "rock like" but can be dug and should be treated

as soil. A further arbitrary classification is that any rock that has

an unconfined compressive strength of 125 Ib/sq in (862 kPa) or less

should be treated as a soil. The unconfined compressive strength test

must be performed on a core sample in a testing laboratory under con- trolled conditions, a procedure probably unnecessarily complex for the

users of this report. Under these conditions, a mobile home owner would be well advised to determine local experience for this "soil

condition" from local anchor installers or manufacturers, if available.

59
TABLE 5.5 TABULATED VALUES OF ULTIMATE PULLOUT RESISTANCE FOR TRIANGULAR SHAPED ANCHORS [66]

Size of Minimum

Arrowhead Vertical

Anchor Depth (1) (inches) (feet) Hardpan

Ultimate Pullout Resistance

At Minimum Depth in Pounds

(No Factor of Safety)

SOIL CLASS{2)

[See Table 5.6 for Description]

1

Percent

Increase for Additional Percent Depth (4) Reduction

For Ground Above Below Water Above Ground Ground

Anchor(3) Water Water

2 2 600 300 170 100 50 20 30 15

3 2-1/2 1,300 700 450 240 120 15 25 15

4 2-1/2 2,300 1,200 750 400 200 15 25 15

6 3-1/2 5,000 3,000 2,000 1,200 600 12 20 10

8 4 9,000 6,500 3,500 2,220 1,250 10 20 10

10 5 14,000 11,000 7,000 4,000 2,400 8 15 8

12 6 20,000 17,000 11,500 7,000 4,000 7 15 8

16 8 40,000 34,000 24,000 16,000 9,000 6 10 5

17 8 45,000 37,000 26,000 18,000 10,500 6 10 5

1 in = 25.4 mm, 1 ft = 0.30 m, 1 lb = 4.45N

Notes:

1. In determining vertical depth to the ground anchor, the thickness of topsoil, peat, soft clay

and similar soft soils at ground surface should not be included.

2. The applicable class of soil is that present within a zone from the ground anchor to a point

from one to three feet above the anchor, depending upon the anchor size.

3. For ground anchors at minimum depth in Soil Classes 1-4, reduce ultimate pullout resistance by

percentage given for each foot ground water table is above anchor. No reduction is required

for hardpan.

4. For ground anchors driven to depths greater than the minimum in Soil Class 1-4, the ultimate

pullout resistance may be increased by the percentage given for each additional foot below

the specified minimum. The ultimate pullout resistance shall not exceed twice the tabulated

value, however. No allowance for additional depth is made for hardpan.

60
TABLE 5.6 TERMS USED IN TABLE 4.5 [66]

SOIL CLASSIFICATION :

Hardpan : A very compact (dense) heterogeneous mixture of soil particles

ranging from those of silt and clay size to sand, gravel and perhaps

boulders and generally exhibiting very high dry strength. Excavation

of hardpan by pick and shovel is difficult.

Soil Classes 1-4 : Cohesionless sands and gravels which are nonplastic

in the wet state and which possess no strength or cohesion between individual mineral particles or rock fragments in the dry state.

SOIL CLASS DESCRIPTION

1. Dense gravel; Dense well-graded sand and gravel with

angular particles.

2. Medium-dense sandy gravel and gravelly sand; Mediumdense to dense well -graded sand.

3. Loose to medium dense well -graded sand. Medium dense

to dense, medium to fine sand.

4. Loose fine sand and loose medium sand with well-rounded

particles; Uncompacted sand fill.

SAFETY FACTOR :

A minimum factor of safety equal to two is recommended when a reliable

soil classification is available. Where uncertainities in soil classification and loading exist, use a factor of safety equal to or greater

than three. The factor of safety should be applied after tabulated

values have been corrected for ground water and additional depth.

61
The second type of rock to which this section addresses itself is the

type of rock that would ring when struck with a hammer. Without bothering to classify the rock with respect to its geological origin (or go

into an elaborate classification system as had been done for soils)

consider an intact rock that is solid and can not easily be broken up

by a pick and shovel or pneumatic spade as described before. Under

these conditions it is necessary to drill a hole in order to install

the anchor. A hole may be bored by a core boring bit or by a percussion

type rock bit. A jack hammer may also be used.

One type of rock anchor is the expanded rock bolt. A crude approximation

of the minimum pull-out capacity of expanded rock bolts, actually applicable to all types of rock anchors, may be found by assuming anchor

penetration to some depth, d, below the ground surface. For a vertical

applied load, consider a failure surface in the shape of a cone with a 30° apex angle from the vertical. The pull-out capacity would be at

least equal to the weight of the rock inside this cone. It is accepted

engineering practice to assume a cone angle between 30° and 45°. This

approach is extremely conservative since the tensile strength of the

rock is disregarded. Obviously, considerable judgment must be exercised

in the event that the surface rock is fractured or contains structural

discontinuities. A plot of pull-out capacity versus anchor depth for a rock anchor, assuming that only the weight of the rock contributes to

pull-out capacity is shown in figure 5.7. It is further assumed that a 30° conical failure surface exists and that the unit weight of the rock

is 150 Ib/cu ft (2400 ton/m^), a conservative value. In accordance with

this graph, in order to meet the requirements for a mobile home tiedown

anchor, it is necessary to install the anchor at least 4 1/2 ft (1.4 m)

deep. More than likely, the holding capacity of such a rock anchor would

be many times that which is required for mobile home tiedowns. Much

shallower embedment is possible if the tensile strength of the rock can

be relied on. Local experience in a specific type of rock formation

would be invaluable under these conditions. "Holding cannot be estimated

analytically in rock and coral. In those materials field tests and

general experience must be relied upon" [92].

62
NOTE: 1 kip = 4.45 N

1 ft = 0.305 I 1 pcf = 16Kg/m

ROCK ANCHOR DEPTH - FEET

Figure 5.7 Theoretical Pull-out Capacity versus Rock Anchor

Depth

63
A second type of rock anchor can be constructed by drilling a hole as mentioned above and inserting either a steel structural shape such as

a steel angle iron or rod, or a piece of cable tendon. After the chosen

device is in place, the hole is filled with a lean grout consisting of

Portland cement, sand and water. (A lean grout can be considered to

consist of 1 part of Portland cement and 5 parts of sand, by volume.)

Technical assistance may be required to ensure proper grout strength.

The theoretical pull-out capacity of such an anchor is given by

equation 3.

Q = irD L C B ... (eq. 3)

where

3 = a strength reduction factor

C = allowable stress in shear in cement grout frequently

taken as 0.045 f^ [158 psi (1.09 MPa) max],

D = diameter of the hole in which grout and anchor was placed

f^ = unconfined compressive strength of the cement grout

L = length of the hole that contains grout

Q = ultimate pull-out capacity

For a grouted anchor in rock, the value of 3 in this case would be equal

to 1.0. Use of equation 3 is limited to where the compressive strength

of the grout is equal to or less than the compressive strength of the

rock. In the event that the strength of the rock is smaller than that

of the grout, the value of the lowest compressive strength should be

used in lieu of f'.

64
The capacity of grouted rock anchors depends not only upon the shear

strength of the rock and the grout, but upon the surface roughness of

the anchor hole as well. If the hole is drilled pneumatically, the sides

of the hole will be considerably roughened. If the strength of the rock

is less than the strength of the grout, then the capacity of the anchor

is going to be a function of the strength of the rock. However, if the

rock is stronger than the grout, the anchor capacity could be controlled

by the bond strength between the grout and the anchor rod [6].

Brown [24] performed 48 rock anchor pull-out tests in order to determine

the effect of depth of embedment, bar diameter, steel strength, and anchor

rod surface features on the anchor capacity and the mode of failure. He

found pull-out capacity to be proportional to the surface area of the bar

embedded in the grout for both straight and deformed rods. Deformed

anchors had about 5 times the capacity of plain or smooth anchor rods [24].

Grouted anchor rods have been successfully used in soils as well [1, 82].

Equation 3 is also applicable to a grouted anchor rod in cohesive soils.

A different formulation would be used for a grouted rod anchor in granular

materials [3].

One cannot overestimate the value of using local experience in the prediction of pull-out capacity for anchors installed in rock. A stateof-the-art work on the design of rock anchors has been presented by

Littlejohn [68]. Other useful references include extensive discussions

by Hobst and Zajic [50] and by Coates [28].

5.3.6 Effects of Cyclic Loading On Pull-out Capacity

Very little information is contained in the mobile home anchor literature on the effects of cyclic loading on anchor pull-out capacity. If

and when anchors do fail during windstorms, it is entirely possible that

they fail due to what might be loosely termed "soil fatigue." It is

65
well documented in the geotechnical engineering literature that cyclic

loading of soils reduces the soil shear strength and therefore the anchor

pull-out capacity [89].

The amount of reduction that is experienced by a soil is a function of

many variables. These variables include:

1. The amount of sustained load. The sustained load is defined

in this case as the average load acting over a period of time.

2. The magnitude of the load fluctuations.

3. The number of cycles of load fluctuations.

To take into account the effect of cyclic loading, it has been suggested

that the pull-out capacity be multiplied by a reduction coefficient

ranging from 0.5 to 0.8 depending upon the soil type, consistency, and

whether granular soils are saturated or dry [65, 66].

Very rarely would an anchor be subjected to reversed loading, that is,

both pull out or tension and a compression load. Typically, the loads

on an anchor will be in tension only. Generally it can be said that

the shear strength of the soil (and therefore the holding capacity of

the anchor) will decrease with an increase in the sustained load magnitude, an increase in the magnitude of load fluctuation, an increase in

the number of load cycles, or any combination of increases of these variables. The behavior of cohesive soils under dynamic loads have been

studied by Seed and Chan [89] and Theirs and Seed [94], among others.

More recently Gouda and True studied the effect of dynamic loading on anchor capacity [42].

Taylor, et al. [92] considered several types of loading of marine anchors

that could apply to mobile home anchors as well. For both sands and clays

they considered:

66
a. short term static loading

b. long term repeated loading

c. long term static loading.

When a mobile home is anchored for the first time, usually the anchor

is put under a small tension (uplift) load as the tension straps (over

the mobile home) are tightened. This may be considered to be a long

term static load.

During cyclic wind occurrences, the mobile home is subjected to repeated

loading that may be considered short term repeated loading if a "windy

day or so" occurs. A severe storm lasting many days with variable gusts

acting in conjunction with a sustained wind may be considered long term

repeated loading.

Presently much data on dynamic loading of mobile homes exist in raw form

at the National Bureau of Standards [71]. These data could be reduced

to information that would be useful in the design of mobile home anchors

subjected to cyclic loads. For example, what is needed is a time history

of anchor load. This information would be in the form of a graph of load versus time showing load fluctuation during a typical storm. It is estimated that the frequency of loading during a wind storm is in the order

of 1 cycle per second. By this criterion, a typical thunderstorm lasting

for about 5 minutes would develop approximately 300 cycles of load.

Similarly, a hurricane lasting for 90 minutes would develop over 5,000

loading cycles. As was stated before, the pull-out capacity will be

a function of the shear strength of the holding soil which in turn can

be affected by the number of cycles of loading [94].

As far as can be determined, present information on wind loads and cyclic

pull-out capacity of mobile home anchors is not adequate to enable us to

simulate a wind storm. The method used by Gouda & True [42] for the

cyclic capacity of marine propellant anchors employs a pseudo-dynamic

approach. The pull-out capacity is computed as in the static case (for

67
example according to Eq. 1 and 2) and a strength reduction or magnification factor is applied to the results depending on how cyclic loading

affects the soil's shear strength and the inertia of the soil-anchor

mass. In the absence of any data to the contrary, use could be made of

a strength reduction chart based on the ratio of the peak cyclic strain

of an anchor to the failure strain of an anchor in a static test [95].

Very limited data are available on this subject.

Design curves for both monotonic and cyclic loading are presented by

Bemben and Kupferman [18, 65] for fluke shaped marine anchors embedded

in saturated sands, silty sand and clay soils. It was found that

cyclic loads for this type of anchor tested in sands and clays caused

cyclic creep that increased for the duration of cyclic load application.

The authors suggested that the cyclic load capacity be assumed equal to

40 percent of the static holding capacity and that a factor of safety

of 5 be applied to determine allowable displacements [18]. These

relationships are satisfactory for this type of anchor with a maximum

projected (surface) area of 220 in^ (0.14 m^).

Cyclic load tests were performed on both belled and cylindrical footings 5 ft (1.5 m) in diameter and 8 and 12 ft (2.7 and 3.7 m) in depth

in stiff clays. Each footing was cycled 5 times between approximately

30 and 60 percent of the estimated ultimate load capacity. Two other

cyclic tests were performed on footings 2 ft (0.61 m) in diameter both

at a depth of 6 ft (1.8 m). In all of these tests, the increase in

the vertical deflection under uplift cyclic loads was slight [5].

Another possible failure condition that may occur with a mobile home

anchor under dynamic or cyclic loading could be caused by the phenomenon known as liquefaction. This phenomenon has been observed widely

in earthquakes, where a loose, saturated sand below the ground water

table is subjected to dynamic loading. This dynamic loading produces

an increase in the pore water pressure within the soil voids which

reduces the normal force between sand grains, causing a drastic reduction in shear strength. When the normal force between individual sand

68
grains approaches zero, there is a complete loss of shear strength.

This condition is possible in a mobile home anchor installation in

loose sand. However, in loose sand the anchor would probably not have

an adequate pull-out capacity to begin with and would be installed at

a greater depth. Nevertheless, it is possible that anchors embedded in

loose saturated sand could fail or move excessively by liquefaction.

5.3.7 Effect of the Angle of Pull On Pull-Out Capacity

Most mobile home tiedown schemes apply both a vertical and a horizontal

load component to the soil anchor. The resultant force may or may not

be coaxial with the anchor shaft. Several methods of securing against

horizontal loads are shown in Reference 36. Based on scale model

testing of inclined anchors buried in sand by Harvey and Burley [47],

it has been shown that the coaxial pull-out capacities of inclined and

vertical anchors at the same vertical depth of embedment are approximately the same for shallow anchors in granular soils (D/B _< 6). The

tests were run with D/B ratios up to 14. For a 6-inch (0.15 m) diameter

helix anchor, this would correspond to a depth of 7 feet (2.1 m). No

data were obtained for loads acting at an angle to the anchor shaft.

When single helix anchors were pulled coaxially in stiff clay (D/B = 10)

by Adams et al. [6] no appreciable difference in pull-out capacity was noticed between anchors pulled out vertically and those pulled out at an angle of 50° from the vertical. However, at any given load, the

anchor pulled at an angle other than vertical had more than twice the

displacement of the vertically pulled anchor. Other information [58a]

indicates that, below a minimum depth that is a function of the helixshaft assembly and soil type, no difference in pull-out capacity has

been observed for helix anchors when installed at different angles of

incl i nation.

Kananyan [59] and Meyerhof [75] performed model anchor pull-out tests

in sands and they found an increase in pull-out capacity under loads

69
inclined to the vertical. As the angle of inclination, a (see

figure 4.1b), increases, the pull-out capacity increases. This con- tradicts the findings of Harvey and Burley [47]. Care should be taken

when comparing model test data of a buried plate as opposed to a helix

anchor that is installed by following a helical path.

All of the above referenced tests were performed on anchors for which

the anchor shaft was rigidly connected to the anchor plate. Since the

anchor plate is perpendicular to the anchor rod, the plate is not in

a horizontal plane when a is greater than zero. In a study of models

of square anchors in dry sand by Das and Seeley [31], anchors were subjected to inclined loads applied with a non-rigid connection. During

initial testing, the anchor plate remained horizontal while the cable

was pulled at an angle a from the vertical. Pull-out capacity for these

horizontal anchors at any D/B ratio generally increased with the angle

of load inclination. The increase in failure load was attributed to the

unsymmetrical failure zone developed around the anchor [31, 59, and 75].

Colp [28a] conducted model tests on plates embedded in steel rollers

(1/8 inch (3.2 mm) diameter by 3/4 inches (19 mm) long), and in dry

dense Ottawa Sand, saturated dense Ottawa Sand and on a remolded sea floor clay) using a 3-inch (76-mm) diameter plate, 1/4 inch (6 mm) thick.

The tests using the steel rollers were essentially two dimensional while

those with the natural soil were three dimensional pull-out tests. In

each case, a 1/8 inch (3 mm) diameter stainless steel cable was (nonrigidly) connected to the anchor plate (initially horizontal) and tests

were performed at D/B (anchor depth to anchor width) ratios of 2 and 8,

while the angle of pull (a) varied from 0 to 45 degrees from the vertical.

As the angle a changed from 0 to 45 degrees, the pull-out capacity

increased for both the steel rollers and dry sand for both values of

the D/B ratio. In the case of submerged dense sand, the pull-out capacity was lower for a = 45 degrees. Colp attributed this behavior to "pore

water dynamic effects on the strength of the sand being sheared." The

effect of the angle of pull for the soft remolded marine clays was less

pronounced; only a slight increase in pull-out capacity was observed I 70

i!
as a increased from 0 to 45 degrees. Colp also studied the effect of

eccentric loading of the 3 inch (76 mm) diameter plate. It was found

that the pull-out capacity decreased as the eccentricity increased.

Pull-out factors (far yse in equations 1 and 2) are given by Meyerhof for

values of * to 45° and for angles of inclination up to 90° for shallow

and deep strip anchors and for deep square anchors [75].

Increasing the angle of pull also increases the pull-out capacity for

arrowhead shaped anchors. This will be shown by the load test data

presented in section 7 of this report.

All of the data in section 5.3.7 are for situations where the applied

force is coaxial with the anchor shaft. When more than one strap is

attached to a mobile home anchor, it is highly probable that the resulting force is not coaxial with the anchor shaft; as a result, an unknown

horizontal component of deflection will occur. For anchor shafts of about

1 inch (25 mm) diameter, little horizontal soil resistance is provided

by acting against the soil -anchor shaft. As far as can be determined,

only one reference [106] describes effects of non-coaxial pull-out.

However, this study considered only 5/8-inch and 3/4-inch (16- and 19-mm)

rods and only one soil type, and anchors developed a maximum capacity of

only 145 pounds (645 N). The only reference to this problem that was found in this study are the recommendations given in References [36] and

102a].

5.3.8 Effect of Group Action on Anchor Capacity

In some applications it is desirable to use more than one anchor to

develop the required load capacity. There are a variety of ways in

which multiple anchors can be used. For example, a multi-helix anchor

can be used in place of a single helix anchor. However, this is nothing more than two or more circular plates (helixes) on one axial shaft. Some

insight in the problem can be derived from our knowledge of group action

effects on foundation piles. Generally, in cohesive soils, the capacity

71
of a pile group is usually less than the capacity of a single pile multipled by the number of piles in the group. However, in granular soils,

when displacement piles (piles that displace a significant amount of soil

during driving) are used, the capacity of a group of piles is equal to or sometimes greater than the capacity of a single pile multiplied by the

number of piles in the group. A helix anchor is not a "displacement"

anchor and displaces very little soil volume when installed; as a result

the density of the soil in the vicinity of the anchor does not increase

appreciably.

Many efficiency ("efficiency" is the ratio between the group capacity and

the sum of the capacities of the individual piles) formulas are available

for the unwary engineer to use in computing the ultimate capacity of a pile group. None of these formulas take into account the factors that

actually govern the ultimate capacity of the pile group itself. Likewise,

there are no hard and fast rules to use when predicting the pull-out

capacity of multiple anchors. Based upon load tests [18] it can only be

concluded that multiple anchors are not 100 percent efficient. Hanna

et al. [45] performed pull-out tests of models in sands. They concluded

that when the anchor spacing was approximately 4 diameters, ultimate

capacity of the anchor group was nearly 100 percent of the capacity of

a like number of individual anchors. Further, they stated that the

group theory proposed by Meyerhof and Adams [74] predicted trends of

group behavior, but they felt it was in considerable error.

Adams et al. [6] tested a group of four multiple helix anchors in a cohesive soil. The anchors were installed to a depth of 14.5 feet

(4.42 m) at the corners of a 3.5-foot (1.1-m) square. Each anchor had

3 helixes each measuring approximately, 1 ft (0.3 m) in diameter. Load

tests performed on both the single anchor and the group anchor showed

that the group effect was fairly insignificant and the efficiency was greater than 90 percent.

72
The effects of load cycling and group action on the uplift capacity have

been investigated and it was found that if the load levels acting on the

anchors are below 50 percent of load capacity, the cyclic loading does

not lead to excessive displacements [5].

73
J

Facing page: Uobltn kome. Mltk

^acXo^y -lyiitcitt^d anckon. 6tnRpi

.
6. EMPIRICALLY BASED METHODS OF PREDICTING ANCHOR PULL-OUT CAPACITY

6.1 GENERAL

\ Several empirical approaches are presently used to predict anchor pullout capacity. These fall generally into three categories:

jl 1. Correlation of pull-out capacity with in-situ tests

2. Local experience

3. Field tests on full-scale or prototype anchors in similar

I soil conditions

' 75

l!
6.2 CORRELATION OF PULL-OUT CAPACITY WITH IN-SITU TESTS

6.2.1 Soil and Rock Class Types and In-situ Tests

At present, various soil types have been grouped based on the soils

potential ability to provide anchor restraint. What we are about to

describe is not a complete soil classification system as was described

in section 5.2, but a means of classifying the given soil's ability to

hold a certain size anchor. Table 6.1 shows the National Fire Protection

Association (NFPA) Standard 501A-1975 [69] soil type definitions. Also

shown in this table is the correlation between blow count as measured by

the Standard Penetration Test (SPT) [12] and torque in inch-pounds as measured by the "Soil Test Probe (STP)." The "soil test probe" is a patented commercial device, consisting of a helix of 10.75 in (273 mm)

overall length 1.25 in (32 mm) major diameter and 0.56 (9/16) in (14.3 mm)

minor diameter which is attached to a 0.56 in diameter shaft which is

turned by a torque wrench. The torque repaired to insert this probe has

been empirically related to anchor pull-out capacity. The test probe is

currently being used by industry to predict anchor pull-out capacity and

has been further investigated by Fry and Hollander [40, 41].

The Standard Penetration Test is described in section 5.2. It should be

noted that the ASTM standard for this test [12] is not explicit enough

to ensure that the testing equipment is operated in such a way that

energy delivered to the sampler by the hammer does not vary. Until this

deficiency is remedied, it is recommended that the following precautions

be taken: the hammer used to advance the sampler be raised by wrapping

a rope around a pulley (cathead); operators wrap the rope either twice

or three times around this pulley; two wraps of rope around the cathead

should be used when performing Standard Penetration Tests as it has been

found that the number of turns greatly influences the amount of energy

imparted to the sampler [62].

Both the SPT and STP tests indirectly measure the shear strength of the

soil, one of the key parameters in determining anchor pull-out capacity.
TABLE 6.1 NFPA [49] SOIL TYPE DEFINITIONS

Blow Test

Count Probe-^

(ASTM Torque

Types of Soils D1586) Value^

Sound Hard Rock NA NA

Very-dense and/or cemented sands, coarse more than

gravel and cobbles, preloaded silts, clays,

and corals 40-up 550 inch-lbs

Medium-dense coarse sands, sandy gravels, 350-549

very stiff silts and clays 24-39 inch-lbs

Loose to medium dense sands, firm to stiff 200 to 349

clays and silts, alluvi al fill 14-23^ inch-lbs

The test probe is a device for measuring the torque value of soils to

assist in evaluating the holding capability of the soils in which the

anchor is placed. The test probe has a helix on it. The overall length

of the helical section is 10.75 inches; the major diameter is 1.25

inches; the minor diameter is 0.81 inches; the pitch is 1.75 inches.

The shaft must be of suitable length for anchor depth.

A measure synonymous with moment of a force when distributed around the

shaft of the test probe.

' Below these values, a professional engineer should be consulted.

Note: 1 in. = 25.4 mm

1 inch-lb = 0.11 N-m

*The description in 1 was taken verbatim from its source. NBS measure- ments indicate that the minor diameter of the helix is 0.56 in. and

not 0.81 in.

77
However, it should be noted again that the Standard Penetration Test is

a fairly reliable indicator of shear strength of granular soils, but is

a crude predictor of the shear strength of cohesive soils. This is

explained by Peck et al. [85]: When sampling stiff to very stiff clays,

for example, the blow count can vary considerably depending on whether

the soil is saturated or partially saturated. In a partially saturated

cohesive soil, many air voids exist and in the process of penetrating,

the SPT sampler merely collapses the air voids, resulting in a much lower

blow count than would be found in a saturated soil of the same shear

strength. This is one of the major reasons why the SPT test is

unreliable in cohesive soils.

A problem arising in the use of soil classifications such as those shown

in table 6.1 is evident from examinations of the descriptions of the

various soil types. In table 5.2 we find that loose, medium and dense

sands are commonly defined as having blow counts (SPT) of 4 - 20, 10 - 30,

and 30 - 50 respectively. In table 6.1, the words "very-dense" are used

to describe grafiular materials with blow counts as low as 40. The definitions used by NFPA in terms of blow count criteria do not match the

definitions in table 5.2. Likewise, in the soil description in table 6.1

which was prepared for anchor design, the words "medium-dense" correspond

to a blow count of 24 to 39 blows per foot. This slightly exceeds the

definition of medium dense in table 5.2, and so on. The intent is not

to criticize the various definitions but only to point out that in con- junction with anchor design there is presently no uniform definition

of soil types. NFPA data from table 6.1 are shown graphically in

figure 6.1, Soil Test Probe torque versus Standard Penetration Test N value. The density and consistency terms from tables 5.2 and 5.3 have

been added to figure 6.1 for comparison.

A second and third set of presently used definitions or correlations

with Standard Penetration Test and Soil Test Probe values are given in

tables 6.2 [26] and 6.3 [58]. The term RQD in table 6.2 means Rock

Quality Designation and is used to describe the relative intactness of

rock when obtained with diamond coring techniques [83]. These tables

78
SANDS

SOFT-i VERY SOFT-i

CLAYS

(FROM TABLE 5.2]

(FROM TABLE 5.3)

1000 -

800 -

600

400

200

[SOUND HARD ROCK N.A.j

VERY DENSE AND/OR CEMENTED SANDS, COARSE GRAVEL AND COBBLE, PRELOADED

SILTS, CLAYS AND CORALS.

MEDIUM DENSE COARSE SANDS, SANDY

GRAVELS, VERY-STIFF SILTS AND CLAYS

LOOSE TO MEDIUM DENSE SANDS, FIRM TO

STIFF CLAYS AND SILTS, ALLUVIAL FILL.

BELOW THESE VALUES, A PROFESSIONAL ENGINEER SHOULD BE CONSULTED. J I I I I 20 40 60 I

SPT N VALUE - BLOWS/FOOT

100

Figupe 6.1 Soil Test Probe Torque versus SPT N Value

79
TABLE 6.2 SOIL TYPE DEFINITIONS [26]

SOIL CLASSIFICATION DATA

Class Familiar Names^

Soil Test Probe Values

in-lb

\ N-m I

Typical Blow

Count "N" per ASTM-D1586

0 Sound hard rock, unweathered Granite, Basalt, Massive Limestone

N.A. N.A. RQD = 50%

1 Very dense and/or cemented

sand; coarse gravel and cobles (1) Caliche, weathered sandstone 750-1600

(90-208) 60-100+

2 Dense fine sand; (1) very hard silts and clays (may be preloaded)

Basal till; boulder clay; caliche; weathered laminated

rock 600-750

(78-98) 45-60

3 Dense clayey sands and gravel;

(1) hard silts and clays

Glacial till; weathered shales,

schist, gneiss and siltstone

500-600

(65-78) 35-50

4 Medium dense sandy gravel;

(1) very still to hard silts and clays

Glacial till; hardpan; marls 400-500

(52-65) 24-40

5 Medium dense coarse sand and sand gravels; stiff to very stiff silts

and clays

Saprolites, residual soils 300-400

(39-52) 14-25

6 Loose to medium dense fine to coarse

sand; firm to stiff clays and silts Dense hydraulic fill; compacted

fil 1

; residual soi Is 200-300(26-39) 7-14

7 Loose fine sand; Alluvium;

Loess; soft-firm clays; varved clays; fill

Flood plain soils; lake clays; adobe; gumbo, fill (100-200)

(13-26) 4-8

8 Peat, organic silts; inundated

silts, fly ash Miscellaneous fill, swamp marsh less than100

(0-13)

0-5

These soils are difficult to probe consistently and the ASTM blow count may be questionable value.

These names may mean different soils in different areas,

copyright 1975 A.B. CHANCE COMPANY (USED WITH PERMISSION)

80
TABLE 6.3 SOIL TYPE DEFINITIONS (FOR A SCREW ANCHOR APPLICATION ) [58]

Soil Class Standard Penetration

Number Description of Soil Test Blows/Foot

1 Solid bedrock

2 Hardpan; Dense - Very Dense Sand;

Compact Gravel; Laminated Rock; Slate

Schist; Sandstone 41-48

3 Hard Clay; Dense Sand; Shale; Broken

Bedrock; Compact Clay Gravel Mixtures 34-41

4 Very Stiff-Hard Clay; Claypan; MediumDense Sand; Gravel; Compact Gravel and

Sand 27-34

5 Very Stiff Clay; Medium Sand; Loose Sand

and Gravel 20-27

6 Stiff-Very Stiff Clay; Medium Sand;

Clayey Silt 13-20

7 Medium- Stiff Clay; Loose Sand; Fill; Silt 6-13

8 Very Soft-Soft Clay; Very Loose Sand;

Swamp; Marsh; Saturated Silt; Humus -6

are summarized in figure 6.2, Soil Test Probe torque versus SPT N value.

It can be seen from figure 6.2 that soil classes are defined differently

by various industry groups.

Dewberry [35] presented a nomograph on the pull-out strength of anchors

based on the volume of a 30° cone starting from the edge of the buried

anchor for anchors with areas up to 100 square inches (6.5 x 10^ mm'^)

and depths from 4 to 10 feet (1.2-3.0 m). The calculated pull-out

strength was multiplied by a factor ranging from 0.5 (class 7 soil:

loose, dry) to 1.2 (class 3 soil: Hardpan). No account was taken of the

shear strength of the soil and it is felt the "class of soil" is subject
1600

1400

1200

1000

800

800

400

200

7 6 5 4 3 2

SOIL CLASS VS SPT N VALUE (Table 6.35/

^SOIL CLASS NUMBER f (Table 6.2)

NOTE : 1 ft = 0.30 m

1 In-lb = 0.11 N.m

20 40 60 80 100

SPT N VALVE - BLOWS/FOOT

Figure 6.2 Soil Test Frohe Torque versus SPT N Value

82
to considerable interpretation. Various states also have their own soil

classification systems as shown in table 6.4 [77].

The information contained in tables 6.1 through 6.4 is presented to show

the need for standardization of soil classes and methods of estimating

pull-out capacities. What is not mentioned in any of these tables is

that it is entirely possible for the Soil Test Probe reading or the

Standard Penetration Test N value to change seasonally . An anchor may

have its highest pull-out capacity during the winter months when the

soil is frozen (depending upon geographical location) and its lowest

capacity during the spring thaw or rainy season. It is questioned

whether pull-out test results presented to state agencies for anchor

approval are performed under spring thaw or rainy season conditions

when the soil's shear strength is probably weakest.

A possible approach that could eliminate ambiguities would be to eliminate the verbal descriptions of the soils themselves and to correlate

the pull-out capacity of potential soil anchor sites with some in-situ

measurement, such as the Standard Penetration Test blow count, the Soil

Test Probe reading, or anchor installation torque. There are many other

ways to investigate the in-situ soil properties besides the three methods

mentioned, but they too require careful field or laboratory tests by qualified engineers or technicians. This latter consideration could raise

the cost of a mobile home anchoring system.

6.2.2 Correlation of STP Measurement With the Shear Strength of Soils

As previously mentioned, the Standard Penetration Test and the Soil Test

Probe are to some extent indirect measurements of the shear strength of

the soil, one of the main parameters governing the pull-out capacity of

a soil anchor. The only data correlating the shear strength of soils

and the STP that could be located are those given by Adams and Klym [3]

for four separate sites: 1) relating the Soil Test Probe torque wih

a two-inch (51 mm) cone test (site no. 2); 2) Soil Test Probe torque

and unconfined compressive strength of cohesive soils (site no. 4);

83
TABLE 6.4 SOIL CLASS BY VARIOUS STATES [77]

Florida

Class

A

b(i)

aU)

C

D

Description of Soil

Blow Count (ASTM UlSbb)

tiard rock . Very dense and/or cemented sands, coarse

gravel & coDDles . preloadea silts & clays 40-up

Corals 40-up

Medium dense coarse sands sandy gravels, very

stiff silts & clays 24-39

Loose to medium dense sands firm to stiff

clays & silts, alluvium fill. 14-23*** Concrete slab

Test Fro be*

Torque Value**

more than :)3U lbs incti more than ^30 lbs incn

35U to 549 lbs incn

20u to J49 lbs incn

Tensioning devices for use in concrete pad runner, etc. shall be tested (same an ancnorsj and specifications as to F.S.I and cure time of concrete, reinforcement size and thickness ot concrete, size and depth of bolt nole. type and kind of snield if permissible, winimum aistance

at which tensioning device can be installed from edge or end of slab, pad runner etc. snali

De specified. Ij«£>TRuCT10n StilFFJiLi wITh tACU XtwSIOi^lWb uKVlCE SHALL iNCLUUli ihL AbuVii.

Missouri

Class Description of Soil

CI) Sound hard rock

(2) Very dense and/or cemented sands, coarse gravel ana cobbles preloadea silts 6 clays

(3) Medium dense coarse sands gravels, very stiff silts and clays

(4) Loose to medium dense sands, firm to stiff clays ana silts, alluvium till

Texas

Class Description of Soil fro be Value**

1. Solid Bed Kock

2. Dense Clay; Compact Gravel; Dense Fine Sand; Laminatea Kock;

Slate; Schist; Sandstone Over dOO incn lbs

3 Shale; Broken Bed Rock; Hardpan; Compact. Clay-Gravel Mixtures 500-60U inch lbs

4- Gravel . Compact Gravel and Sand Claypan 4UU-50U incn Ids

5. Medium Firm Clay; Loose Sand and Gravel; Compact Coarse Sand 300-4U0 incn lbs

6 Soft-Plastic Clay; Loose Coarse Sand; Clay Silt; Compact Fine band 200-3UU inch lbs

7 Fill; Loose Fine Sand; Wet Clays; Silt 10U-20U inch lbs

0 Swamp; Marsn; Saturated Silt; Humus Under luu incn lbs

Proposed iiFPA 501A/ANSI A119.3 anchorage soil classifications are the same as tnose adopted by

Floridat witn the exception of Classes B(.2) and £, whicn are not includea by wFPA/aWSI.

* The test probe is a device for measuring the torque value of soils to assist in evaluating

the nolding capability of the soils in whicn tne ancnor is placea Xne test probe nas a on it. The overall length of the helical section is 10,75 inches; the major diameter is 1.25 incnes ; the minor diameter is 0.61 incnes; the pitch is 1 75 incnes The snaft must

be of suitable length for anchor depth. * A measure synonymous with moment of a force when distubted around tne snaft of the test probe.

'* iselow these values, a professional engineer should be consulted

84
3) Soil Test Probe and unconfined compressive strength and the field vane strength of cohesive soil deposits (site no. 5); and 4) data from site

no. 6 in which installation torque of helical anchors, Soil Test Probe

torque, blow counts from a two-inch dynamic cone test, and field vane shear strength of cohesive soils were determined. It is not a widely

accepted practice in the United States to use the two-inch dynamic cone test; therefore, it will not be discussed further. However, the data

from site 5 have been plotted in figure 6.3 which shows both the Soil

Test Probe torque reading and the soil's shear strength versus depth.

As can be seen, the two curves "follow" each other with depth except

at a depth of around 100 feet (30 m). As the soil strength decreases,

the torque obtained on the Soil Test Probe also decreases. The opposite

is also true. However, when all the data taken from Reference 3 are plotted in figure 6.4, which compares shear strength of cohesive soils

with Soil Test Probe torque reading, there is no apparent correlation.

It should be noted, however, that some of the data are from very great

depths compared to what will normally be encountered using the Soil Test

Probe for mobile home anchor installations. It is quite possible that at

the great depths of which the Soil Test Probe was used in this reference,

an increase in indicated torque resulted from side friction along the

connecting rod to the bottom of the Soil Test Probe. Some of the data

contained in figure 6.4 were obtained from tests performed at depths as great as 100 feet (30 m). This may explain some of the high Soil Test

Probe readings in the lower right hand portion of figure 6.4 for very

low shear strengths of the soil. It appears that further field study is

required to adequately correlate the Soil Test Probe torque reading with

the shear strengths of cohesive soils to account for some of the variables

that affect the data presented in figure 6.4. However, Taylor [91b] men- tions that in normally consolidated marine clays, a consistent relationship

between shear strength and Soil Test Probe torque is obtained.

6.2.3 Correlation of Pull-Out Capacity With Soil Class

Typical curves of anchor pull-out capacities versus helix diameter are presented in figures 6.5 [25] and 6.6 [58]. These graphs are presented

85
TORQUE (in-lbs) AND SHEAR STRENGTH LBS/SQ.FT

100 200

BROWN TO GRAY

SILTY CLAY. FIRM

0

GRAY

SILTY CLAY

VERY

SOFT

TO SOFT

-20

-40 O

GRAY

SILTY CLAY SOFT

TO FIRM

t -60

it! -80

-100

GRAY FINE SAND

SILT W/SOME -120

COARSE SAND/CLAY

GRAY FINE TO COARSE SAND W/GRAVEL -140

-p- 300 400 500 _i_

600

I

/

I

\

UNCONFINED COMPRESSION TESTS O\

o

-- o

UNCONFINED TEST^

O CHANCE PROBE IN-LBS.

UC TEST PSF

SOIL TEST PROBE

D-^ 110301

11 025]

—1780]

I S I P

16801 0-^194 01

0-^17501

0-^18501

NOTE: 1 ft = 0.3 m

1 in-lb = 0.11 N'[

1 Ib/ft^ = 48

Figure 6.3 Soil Test Probe Torque and Shear Strength versus Depth for Site 5 [3]

86
8

6

I

HARD ^

VERY «

FIRM ^(—CO

- 2

FIRM ±MED. FIRM

o DATA FOR SITE 5 A DATA FOR SITE 6*

DATA FOR SITE 4* V DATA FOR SITE 5*

ADAMS & KLYM (1972)

*Fielilvane test *Unconfined compression test

[KSF = Kip per square foot)

(1 KIP = 1000 pounds)

- O

o . - ° o 8

°

100 200 300 400 500

SOIL TEST PROBE TORQUE - IN LBS.

600

Figure 6.4 Shear Strength of Cohesive Soils versus Soil Test

Probe Torque [3]

87
NOTE

30

25 -

^ 20 -

15

^ 10

PULL-OUT CAPACITY BASED ON MACHINE

INSTALLATION. IF HAND INSTALLED,

PULL OUT CAPACITY WILL BE REDUCED

10 TO 20% (NO-WRENCH SCREW ANCHORS]

USED IN SOIL CLASS 5 OR HIGHER ONLY

DIAMETER

(Inches]

4

6-10

10-15

OVERALL LENGTH

(inches)

54

66

96

USE FOR INDUSTRIAL APPLICATIONS.

ESTIMATED DEFLECTION OF

4 INCHES.

4725 POUNDS

(1 KIP = 1000 POUNDS)

2 4 6 8 10 12 14 16

HELIX DIAMETER - INCHES ^ ^-^ = 25.4 mm

1 KIP = 4.5kN

Figvjpe 6.5 Pull-out Capacity versus Helix Diameter [25]

88
0 2 4 6 8 10 12 14 16

HELIX DIAMETER - INCHES

NOTE: 1 in = 25.4 mm

1 kip = 4.5 kN

Figiire 6.6 Full-out Capacity versus Helix Diameter \5d

89
as example types only and are not to be used for mobile home anchor

design as they are for industrial applications where maximum deflections

up to 4 inches (0.1 m) may be tolerated. Both of these graphs show how

the pull out capacity increases as the diameter of a single helix anchor

increases, for various soil classes. The minimum pull-out capacity

required by NFPA 501A-1975 [69] of 4725 lb (21 kN) is also shown on these figures. Using these graphs and noting the minimum requirements

of pull-out capacity, one can obtain the minimum diameter of a single

helix from the data in figures 6.5 and 6.6. This has been done in

table 6.5 which shows that, for a given soil class, designs based on figures 6.5 and 6.6 differ. This difference is largely due to the

differences in the definition of the soil classes shown in figure 6.2.

These discrepancies do not imply that an adequate design cannot be

accomplished by experienced installers.

TABLE 6.5 EXAMPLES OF ANCHOR SIZE REQUIRED TO ATTAIN 4725 POUNDS*

BASED ON DATA GIVEN IN FIGURES 6.5 AND 6.6

Soil Class Helix Diameter Required, (Inches)*^

(As given by MFCR) From Fig. 6.5 From Fig. 6.6

5 4.4 (6) 4.7 extrapolated (6)

6 5.5 (6) 6.5 (8)

7 7.5 (8) 8.8 (10)

8 - 13. (13-1/2)

Note: Data in this table are from industrial anchor design with design

loads occurring at deflections greater than the NFPA [69] 2 inch

maximum requirement.

* No deflection criteria given. Mobile home owner assumes anchor

will meet deflection criteria as anchors have prior approval from

state agency.

** Number in parenthesis is next higher size commercially available

and would be required.

Note: 1 in = 25.4 mm

1 lb = 4.45 N

90
In an early study of wind forces on mobile homes prepared for the

Foremost Insurance Company of Grand Rapids, Michigan, Harris [46] documented the wind forces on mobile homes using wind tunnel tests on model

mobile homes. He considered isolated mobile homes as well as those in

various positions adjacent to each other. Besides summarizing recommen- dations for the installation of anchors and appropriate foundations and

anchor requirements, he also illustrated five different anchor types and

provided anchor spacing charts for the various types of anchors. These

charts were based on four general "types" of soil conditions that could

be found at typical mobile home sites and include consideration of

vertical and horizontal wind pressures.

The design approach is based on the wind speed with a 50-year mean recur- rence interval shown in the map in figure 6.7. A 50-year mean recurrence

interval means that there is a 2 percent probability that the wind speeds

shown in the map will be exceeded in any one year.

The design approach proceeds in this manner: from a fifty-year mean recurrence interval map [10] for the United States, the designer picks

the design wind speed in miles per hour for his mobile home site. Next,

the relationship shown in figure 6.8 between anchor load in pounds per

linear foot of mobile home length and wind velocity is used to calculate

the anchor load for a selected mobile home. Finally, for the given anchor

load in pounds per foot of length of mobile home side wall, the anchor

spacing is determined as shown in figure 6.9 for a given type of anchor

and for one of the four soil conditions as shown in figure 6.10. Notice

that the terms used to describe soils in the anchor spacing chart conform

to the accepted terminology as presented in table 5.2. Harris admonishes

the reader that considerable judgment must be exercised when using his

proposed design methods. In other words, the soil conditions should be

carefully reviewed to ensure that the appropriate soil resistance values

are used. Note that horizontal anchor loads have not been considered.

This approach could be refined by using some indirect measure of the

soil shear strength instead of generic descriptions and by using updated

wind pressure calculations and considering horizontal load components.

91
Figure 6.7 Basic Wind Speed in Miles Per Hour (mph) . Annual

Extreme Fastest Mile Speed SO ft above ground^

50-year Mean Recurrence Interval [10]

92
0 50 100 150

WIND SPEED - MPH

NOTE : 1 mph = 1.6 Km/ti

1 ft = 0.3 m

Figure 6.8 Recommended Wind Velocity - Anchorage Requirement

Curve by Harris [46]

93
Figure 6.9 Retationshiip Between Anchor Spacing and Anchorage

Requirement for the Pull on One Anchor

94
ANCHORAGE

REQUIREMENT

#/FT. LENGTH

500 -1

ANCHOR

SPACING FT.

100-

SOIL CONDITION

Refer to fig. 4.3

- VERY SOFT CLAY

LOOSE SAND AND

FINE GRAVEL WITH

LITTLE CLAY. DRY

OR WET POORLY

DRAINED AREAS.

" MEDIUM SOFT CLAY WELL GRADED SAND

AND GRAVEL. WET

. PLASTIC SOILS. FIRM CLAY COMPACT CLAYEY SAND

USUALLY MOIST. MOST SOILS IN WELL

DRAINED AREAS.

STIFF CLAY

DENSE, ROCKY SAND CRUMBLY AMD SLIGHTLY DAMP SOILS.

NOTE 1 in

1 It

25 4 mm

0 3 m

Figure 6.10 Anchor Spacing Chart^ Type A and AA Anchors

(S-inch Helix and 10-inch Arrowhead Shaped

Anchors3 Respectively) [46'[

95
Instead of the generic description of soil types, N values from the

Standard Penetration Tests or torque readings from the Soil Test Probe

could be used. Recently, Marshall [71] has provided design pressures

for 70 mph and 90 mph windstorms. These design pressures, based on measurements on a prototype mobile home, could be used to update the

anchor load requirements.

6.3 USE OF LOCAL EXPERIENCE

Local experience can play an important part in assisting local installers

in meeting the needs of the mobile home community. Over a period of

months or perhaps years, individual installers become experienced in predicting the pull-out capacity of certain types of anchors installed in

soils with which they are familiar. These installers may know little of

the theory behind anchor pull-out capacity prediction, but they have

demonstrated adequate know-how to choose and install anchors which perform successfully. However, the know-how had to be initially gained

by some experiments, such as anchor pull-out tests.

6.4 THE USE OF PROTOTYPE PULL-OUT TESTS

The only conclusive way to establish the pull-out capacity as well as the load-displacement curve for an anchor is to run a prototype load

test at the mobile home site in the soil where the anchor is going to

be installed. This is usually beyond the resources and the skill of

the mobile home owner but it is the only way to obtain a true indication

of anchor behavior.

There are generally two types of load test results that are found in

the unpublished literature available either from anchor manufacturers or,

with permission, from field or laboratory data acquired by testing firms.

The load tests will either be presented in terms of (a) pull-out capacity

for a given soil class or (b) a complete load versus displacement curve.

96
The pull out capacity of an anchor is defined as the point where the

anchor continues to move in the direction of the anchor pull without

any further increase in applied load. A load-deflection curve, on the

other hand, is a complete record of how the anchor head moves during

the application of load. According to NFPA 501A-1975 [69] all that

is required is that an anchor be able to hold 4725 lb (21 kN) at a deflection of two inches (51 mm) or less.

Regulatory agencies in many states presently require to validate the

adequacy of anchors by testing. Mobile home anchor manufacturers must

submit their anchors to (an independent agency) for testing. The agency

then goes out and finds typical soil deposits according to Class and

perform pull-out tests. The pull-out tests are summarized and a letter

report is written to the appropriate state agency showing conformance

of an individual's hardware to the state's requirement for loads and

displacements.

Unfortunately, most of the reports on load tests, many of which are reported in the unpublished literature, do not give adequate information on the engineering soil properties of the soil such as the shear

strength or the in-place unit weight. Thus, only in a very general way

can the data that are available be used to further engineering knowledge of the behavior of soil and rock mobile home anchors under load.

It is suggested that the procedure used in future pull-out load tests

be standardized so that the information may advance the state of the

art and benefit mobile home owners. Available test data are discussed

in the following section.

97
Facing page: Anchor palled oat by

hixAhA-cand w-lnd.

98
I

7.1 LOAD TEST DATA FROM HELIX ANCHOR TESTS

The helix anchor was chosen to be discussed first because it tends to

produce smooth load deflection curves. The displacement of the anchor

head, herein referred to as uplift deflection, observed in a typical

test is shown in figure 7.1. The test data presented (source of this

information has not been identified at the request of the supplier) in

99
• 6" HELIX O 6" HELIX TWIN A 4" HELIX TWIN

I

DEPTH = 3FT.

2

(1 KIP = 1000 POUNDS)

®12501 ® 1500)

••—(i) (SHALE) -•(^^501

^OC^ -i:-® [2251-^8011 TEST PROBE

TEST ORDER No.

READING

1 2 3

UPLIFT DEFLECTION - INCHES

NOTE : 1 in = 25.4 mm

1 ft ::=0.3 m

1 KIP = 4.5 kN

Figm>e 7.1 Pull-out Load versus Uplift Deflection for

Helix Anchors. (A) 4-inch Anchors at 3-foot

depth; and (B) G-inch Anchors at 4-foot depth

100
figure 7.1 are shown for four inch and six inch single helix anchors as well as for four inch and six inch twin helix anchors. The upper curve

shows load-deflection curves for an anchor with an embedment depth of

three feet while the lower curve is for anchors installed at a depth of

four feet. The number in parentheses adjacent to the test order number

is the Soil Test Probe (STP) reading in inch-pounds at the depth of the

(bottom) of the helix. Using NFPA 501A-1975 failure criteria [69] only

tests 4, 7, 2, 1, and 8 meet the requirements. Actual failure load is

indicated with the exception of tests numbers 1 and 7. The failure

loads for tests 1 and 7 are undefined because the anchors were not loaded

to the pull-out load.

Unfortunately, when these tests were conducted, no further information

on soil properties was obtained other than classifying the soil according to its Soil Test Probe reading. Of all the field pull-out test data

that were supplied by numerous helpful anchor manufacturers, there are only about 6 tests with adequate information concerning pull-out capacity

versus load-displacement data and their correlation with soil properties

that can be used to establish a rational design approach. However these

data are so scattered that no empirical relationships are apparent.

Realizing that the relationship between pull-out capacity and soil classification will be very general, a plot of pull-out capacity versus Soil

Test Probe reading can be constructed as shown in figure 7.2. Data from

four, six, and eight inch (0.10, 0.15 and 0.20 m) helix tests are presented in this graph for tests in which all the anchors were embedded

four feet (1.2 m). One may be tempted to draw a curve from points A

to B on this graph for a six-inch single helix for a depth of four feet.

However, due to insufficient data, it is felt that no such curve is

justified. No additional data could be located.

Many times load tests are conducted with a load cell or dynamometer

installed between the anchor and the pull-out device. The pull-out

device is sometimes a backhoe or drilling machine as opposed to equipment

that can carefully control the load. No data could be located on cyclic

loading of mobile home anchors.

101
10

6

o

o

° o

o

o

o

O 6" HELIX 6 6" TWIN HELIX 8" HELIX

DEPTH = 4 FEET FOR ALL TESTS

ISOIL TEST PROBE READING FOR LAST FOOT!

J L

b

-D100 200 300 400 500 600 700

SOIL TEST PROBE READING. INCH-POUNDS NOTE: 1 kip = 4.5 kN

1 in-lb = 0.11 N*m

1 in = 25.4 mm

Figure 7.2 Pull-out Load versus STP for Various Anchor

Types

102
Several other load-displacement curves could be presented. However,

they more or less duplicate the general information that is presented

in figure 7.1. All available useful data are presented in figure 7.2.

An interesting case history of load tests on multi helix anchors is

presented by Robinson [87]. He recommends that the pull-out loads

calculated from Soil Test Probe (STP) readings in accordance with

anchor manufacturers' catalog data should be used with a factor of

safety of 2 or more.

7.2 LOAD TEST DATA FROM TRIANGULAR SHAPED ANCHORS

An extensive study of triangular shaped anchors was performed at the

U.S. Army Natick Research and Development Command Laboratory [85]; it

has since been summarized and brought up to date with supplemental data

[91]. Although no load-displacement data are presented for these tests,

there is an abundance of data relating pull-out capacity to anchor depth,

anchor size, and the direction in which the anchors were pulled out.

The loading frame used to perform these carefully controlled field tests,

is shown in figure 7.3. By using such a load frame along with an appropriate loading device, load may be applied to the test anchor vertically

as well as at an angle of 35° from the vertical. Table 7.1 summarizes

the pull-out capacity test data for four-inch arrowhead anchors for depths

of emplacement of 20, 30, and 40 inches (0.51, 0.76 and 1.22 m) with both

single and double anchors were loaded both vertically and at an angle 35°

from the vertical. Double anchors were spaced 30 inches (0.76 m) apart

for all cases. These test results are shown graphically in figure 7.4

where pull out capacity is plotted versus anchor depth for the 4-in

(0.10 m) arrowhead anchors for site number one, a sand site. Although

data are available for the grain size distribution of the underlying

granular material at this site, no soil shear strength data or soil

density data are available.

103
.24" SCALE: 1/2" = I'-O" (^ = ^4)

NOTE: 1 in = 25.4 mm

1 ft - 0.305 m

Figure 7.3 Details of Load Test Frame Used to Test Triangular

Shaped Anchors [55]

104
TABLE 7.1 SUMMARY OF PULL-OUT TEST DATA FOR 4 INCH ARROWHEAD ANCHORS [85]

Test Site #1 - Sand

Anchor Loads - Range and Average Value in Pounds

Single Anchor Load Double Anchor Load

Depth of

Emplacement

(Inches) Vertical Angular Vertical Angular

20 551-551 551- 1105 919-1515 1200-•1675

551 (5) 736 (6) 1138 (6) 1438 (6)

30 1200-1515 1675- 2245 2075-2245 2400-•3145

1391 (7) 1877 (6) 2171 (6) 2897 (6)

40 1920-2155 2485-3145 2815-5000 4500-•4800

2063 (6) 2678 (6) 3693 (6) 4583 (6)

( ) number of samples represented by average value

No anchor assembly failures were recorded for this site -- 90 percent

of the anchors retrieved were reusable.

Double anchor spacing was kept at 30 inches for all tests.

1 in = 25.4 mm

1 lb = 4.45 N

105
O VERTICAL PULL A = 35° PULL

6 -

2 -

10

4" ARROWHEAD SHAPED ANCHOR

DOUBLE ANCHORS 30" APART

20 30 40

2j 6

SINGLE ANCHOR

I- TEST SITE 1 - SAND

4 -

10 20 30 ANCHOR DEPTH - INCHES

.INDICATES AVERAGE

OF DATA

.INDICATES RANGE

OR SPREAD OF DATA

40

NOTE 1 in = 25.4 mm

1 kip = 4.45 kN

Figure 7.4 Summary of Pull-out Test Data for 4-inch Arrowhead

Shaped Anchors, Sand Site [55]

106
As can be seen from figure 7.4, the capacity of the anchors increases

with increasing depth of embedment. In addition, double anchors give

a higher capacity than single anchors. Finally, four-inch arrowhead

anchors pulled at an angle of 35° from the vertical give a higher pullout capacity than similar anchors polled vertically. Grau [43] found

that 4 inch (0.10 m) arrowhead anchors pulled at an angle of 60° from

the vertical also had higher pull-out capacities than those pulled

vertically. This is an important point and needs to be discussed

further.

As mentioned earlier in section 4.2.2, part of the recommended installation procedure for arrowhead anchors requires that they be "set" by a substantial preloading of the anchor in tension. This is analogous to

setting the hook when fishing. It is important that the arrowhead anchor

turn in the ground under load so as to expose its bearing surface normal

to the direction of pulling. In the event that the arrowhead anchors

are not set properly, there is a good chance that the arrowhead does

not rotate sufficiently and as a result its pull-out capacity will be

impai red . Those arrowhead anchors tested at an angle of 35° from the

vertical are already rotated relative to the direction of the pull if

the direction of the pull differs from the direction in which they were

inserted. In other words, the direction of the bearing surface is

already inclined to the direction of the pull at the onset of testing.

This may be one possible explanation for the reason why the pull-out

capacity of both single and double anchors was higher when they are pulled from an angle other than from the vertical.

In addition, it is also reasonable to assume that the greater the anchor

depths, the larger the anchor capacity. This is shown theoretically

by equations 1 and 2. Likewise, we would expect two anchors to have a greater pull out capacity than a single anchor. However, the data in

figure 7.4 show that a 100 percent increase was not achieved by going

from one to two anchors. Table 7.2 summarizes the percent changes due

to increases in depth for both single and double anchors as well as the

107
TABLE 7.2 SUMMARY OF PERCENT STRENGTH INCREASE DUE TO ANGULAR PULL-OUT,

DEPTH CHANGE, AND SWITCH FROM SINGLE TO DOUBLE ANCHOR INSTALLATION FOR 4 INCH ARROWHEAD ANCHORS 1 85]

Test Site No. 1 - Sand

A. Percent Increase in

35° to the Vertical

Pull Out Capacity for Anchors Extracted at

as Comoared to Those Vertical Iv Fxtracted

Depth (in) Single Anchors Double Anchors

20 34% 26%

30 35% 33%

40 30% 24%

B. Effect of Depth on Increasing Pull -Out Capability

Depth Increase,

(in)

20 to 30 Single Vertical 152% - Double Vertical 91%

Single Angular 155% - Double Angular 101%

30 to 40 Single Vertical 48% - Double Vertical 70%

Single Angular 43% - Double Angular 58%

C. Strength Increase by Shifting From a Single Anchor to a Double

Anchor Installation

Single to Double

Depth (in) Vertical Angular

20 107% 95%

30 56% 54%

40 79% 71%

108

1 in = 25.4 mm
effects of increasing the number of anchors at various depths. For

example, as shown in the very bottom line of table 7.2, only a 79 percent increase in pull out capacity is achieved at a depth of 40 inches

(1.0 m) for a 4-inch (0.10 m) arrowhead anchor when a second anchor is

added. More than double the capacity is obtained for this conditon at

a depth of 20 inches (0.51 m). If a failure pattern such as the one shown in figure 5.3c is assumed, then the deeper an anchor is placed,

the more chance there is that its failure surface will intersect its

neighbor's and result in a reduction in pull-out capacity. At shallow

depths such as 20 inches, the failure patterns may not overlap while

at a depth of 40 inches, they may.

Data similar to those shown in figure 7.4 are shown for 4-inch (0.10 m)

arrowhead anchors tested in a gravel site in figure 7.5. Although these

plots of pull-out capacity versus anchor depths are based on the averaged

data, considerable scatter of the test data was found. Scatter is much more apparent in this figure than in the previous figure. This indicates

that extra precautions should be taken to ensure adequate pull-out capacity in gravel soils. The percent changes due to angular pull-out, depth

changes and use of single and double anchors for 4-inch arrowhead anchors

in gravel soils are summarized in table 7.3.

Additional data are presented for a site that is described as "Silt With

Varying Amounts on Clay and Sand," for vertical pull only. These data,

presented in figure 7.6, show the pull-out capacity versus anchor depth

for 4 different anchors sizes that range from 2 to 8 inches (0.05 to

0.20 m). The data that were used to make up figure 7.6 are presented

in the upper part of the figure. It may be surprising to see that the curves for 4 and 6-inch (0.10 to 0.15 m) anchors size essentially lie

on top of each other. It is also of interest to note that the pull-out

capacity of an 8 inch (0.20 m) arrowhead anchor is not much greater

than that of 4 or 6 inch arrowhead anchor. A possible reason for this

behavior may be related to the pull-out factor, Njj, shown in figure 5.1.

As the anchor area increases, the D/B ratio becomes smaller for the same

109
GRAPHS BASED ON AVE. DATA

DOUBLE ANCHOR

2 -

^ OL

> 0

VERTICAL PULL

10 20 30 40

O VERTICAL PULL A ANGULAR PULL

SINGLE ANCHOR

ANGULAR PULL

X_vE

/

/

VERTICAL PULLL

10 20 30 ANCHOR OEPTH - INCHES40

GRAVEL

VERT. 'PULL

ANG. PULL

GRAVEL

NOTE: 1 in = 25.4 mm

1 kip = 4.45 kN

Figure 7.5 Pull-out Capacity versus Anchor Depth for 4-inch

Arrowhead Shaped Anchors^ Gravel Site p5|

110
TABLE 7.3 SUMMARY OF PERCENT STRENGTH INCREASE DUE TO ANGULAR PULL-OUT,

DEPTH CHANGE, AND SHIFT FROM SINGLE TO DOUBLE ANCHOR INSTALLATION FOR 4 INCH ARROWHEAD ANCHORS [85]

Test Site No. 2 - Gravel

Percent Increase in Pull out Capacity for Anchors Extracted

35° to the Vertical as Compared to Those Vertically Extracted

Depth (in) Single Anchors Double Anchors

20 44% 75%

30 19% 32%

40 13% 0%

Effect of Depth on Increasing Pull Out Capacity

Depth (in)

20 to 30 Single Vertical 144% - Double Vertical 115% - Single Angular 101% - Double Angular 62%

30 to 40 Single Vertical 69% - Double Vertical 80% - Single Angular 61% - Double Angular 37%

Strength Increase by Shifting From a Single Anchor to a Double Anchor Installations

Single to Double

Depth (in) Vertical ^ Angular

20 58% 93%

30 39% 55%

40 49% 31%

111

1 in = 25.4 mm
ANCHOR SIZE DEPTH AVf..PULLOUT LOAD PULLOUT RANGE

INCH INCH POUNDS POUNDS

2 in ?50 250 (1 TEST)

20 800 400-1000

oU linn 1 H U U

1 nnn 7nnn

4 in finn 600 (5 TESTS

20 1360 1000-1800 www IVwW 30 2590 2000-3000

6 10 580 500-700

20 1410 1200-1700

30 2760 2500-3000

8 10 ROn 800 (2 TESTS

20 1350 910-1800

30 2800 2700-3000

I >-

SYMBOL

O

A

6|- °

ANCHOR

SIZE-in.

24

6

VERTICAL PULL

"SILT WITH VARYING AMOUNTS

OF CLAY AND SAND"

ANCHOR

SIZE

10 20 30 ANCHOR DEPTH - INCHES

NOTE 1 in

1 lb

25.4 mm

4.45 N

Figio'e 7.6 Pull-out Capacity versus Anchor Depth for 2-^ 4-^ 6-^

and d-inoh Arrowhead Anchors^ Silty Site fSS]

I ,

112
depth, and as a consequence the pull-out coefficient decreases. The

effects of increasing area and decreasing D/B ratio may cancel each other

resulting in similar capacities. Another, and probably more likely reason why the 4, 6, and 8 inch (0.10, 0.15 and 0.20 m) arrowhead anchors give

approximately the same results may be seen in table 7.4. In this table,

for the 4 various size anchors emplaced at three different depths, the

number of tests that were observed in three different categories are shown. These categories are the "upset" anchors, "partially upset"

anchors and the anchors that were not upset during installation and

testing. By "upset" we mean those anchors that after installation were

"set" by applying a substantial pull-out load in order to key or to turn

the face of the anchor perpendicular to the angle of pulling. It seems reasonable to say that the smaller the anchor size, the easier it could

be rotated in the ground for a given load; a smaller anchor has less

soil to disturb during its rotation. The number of upset anchors appears

in column 4 and the numbers are highest for the smaller anchor size.

Likewise, the number of anchors not upset is shown in column 6 and

increases as the anchor size becomes larger. It appears that for the

6-inch anchor size emplaced at a depth of 10 inches (0.25 m), there was

not sufficient depth in which to support the preload before the anchor

failed, and as a result, the anchor was not upset.

It appears that considerable experience may be necessary to insure that

an arrowhead anchor is properly set in the ground prior to the anchoring

of a mobile home.

Vertical pull-out load versus uplift deflection for a 6 inch (0.15) m)

triangular anchor emplaced at a depth of 3 feet (0.91 m) in a class 6

soil is shown in figure 7.7. It is assumed that the anchors were properly

upset prior to testing. The straight line relationship is based on the

average of at least 3 pull out tests for the same conditions. In this

figure, the average of 3 data points is shown by a circle and the range

of variation is shown by the exended horizontal lines. Note the wavy

113
TABLE 7.4 SUMMARY OF DATA ON ARROWHEAD ANCHORS INSTALLATION DEFECTS (30)

Anchor Size Depth, No. of Tests No. Upset No. Partially No. Not

1 n 1 n Upset Upset

L

11 nu

11

i\t

11 9

30 5 4 1

^t 1 n

•50

11

11 7 n. 1 9

30 7 6 0 0

6 10 5 0 0 5

20 7 3 2 3

30 7 4 2 1

8 10 3 2

20 4 2 2

30 4 2 2

appearance of the trend of the data points. The straight line drawn

through the data points is an interpretation of how the load varies

with deformation.

The results of an individual test of a 6 inch (0.15 m) triangular anchor

emplaced at a depth of 3 1/2 feet (1.1 m) in a class 2 soil and subjected

to vertical loading are shown in figure 7.8. Obviously the test was not

carried out to failure but was terminated at a maximum load of 5,000

pounds (22 kN). This particular anchor fulfills the NFPA requirements

for pull-out capacity. Figure 7.9 shows the relationship of pull-out

load versus uplift deflection for another 6-inch triangular anchor. This

anchor was emplaced 3 feet (0.91 m) in a class 4 soil subjected to ver- tical loading. (A drastic shift in response is clearly apparent in this

diagram.) The discontinuity in this curve is a good indication of what

happens during the preloading of an arrowhead anchor. Point a on the

graph is probably where the anchor was actually "set" under a preload of

114
TEST 1 6 INCH TRIANGULAR ANCHOR

DEPTH 3 FT. VERTICAL LOADING

CLASS 6 "COMPACT FINE SAND/CLAY BINDER USBPR CLASSIFICATION A-2-4"

UPLIFT DEFLECTION - INCHES

Figure 7.7 Full-out Load versus Uplift Deflection for a 6-inch

Arrowhead Anchor

115
TEST 3 ANCHOR 1 6" TRIANGULM ANCHOR

DEPTH 3.5' VERTICAL LOADING "CLASS 2 DENSE CLAY IMPREGNATED/FINE SAND,

USBPR CLASSIFICATION A-1-2."

Okl I I \ J I 0 1 2 3 4 5

UPLIFT DEFLECTION - INCHES NOTE: 1 KIP = 4.45 kN

1 in = 25.4 nun

1 ft = 0.30 m

Figure 7.8 Pull-out Load versus Uplift Deflection for a 6-inch

Arrowhead Anchor

116
TEST 2 ANCHOR IIE

6 INCH TRIANGULAR ANCHOR

DEPTH 3 FEET VERTICAL LOADING

CLASS 4 "COMPACT GRAVEL & SAND/SMALL AMOUNT OF CLAY,

USBPR CLASS A-2-5"

UPLIFT DEFLECTION - INCHES

NOTE: 1 in = 25.4 mm

1 kip = 4.45 kN

Figure 7.9 Pull-out Load versus Uplift Deflection for a 6-inch

Arrowhead Anchor

117
approximately 3 kip (13 kN). This assumption is based on the fact that

the slope of the load-deflection curve is steeper after a load of 3 kip

was applied to the anchor than from zero up to the 3 kip load.

Because of the fact that arrowhead anchors require turning to be effective, it is felt that further experimental study in the field is needed

to more adequately assess what fraction of the ultimate load needs to be

applied to ensure that the anchor is upset. The answer to this question

appears to be that in many cases the load required to upset the anchor

is close to the pull-out capacity [91b].

Studies by Siegel [90a] have indicated that in medium firm to firm and

stronger cohesive soils, preloading an arrowhead anchor statically will

allow the anchor to exit exactly as it was emplaced into the soil.

However, by very rapid loading or "jerking," the anchor may be set in

certain such soils, but not always.

7.3 LOAD TEST DATA FROM EXPANDING PLATE ANCHORS

As stated previously, the expanding type anchor gains much of its pull

out capacity from the shear strength of undisturbed soil which holds the

anchor in place. To a certain extent, the triangular shaped anchor acts

in the same way. In both anchors the actual area of the plate bearing

against the soil during pull-out. is larger than the area inserted during

1 nstal lation.

Very little information is available on pull-out tests for expanding

plate anchors. Data from 6 pull-out tests are shown in figure 7.10 for

6 different soil types [99]. Only test number 6 meets the minimum

requirements for mobile homes. However, these tests were conducted

prior to the more stringent regulations now governing pull-out capacity

with regard to minimum deflections [69]. In addition, all of these tests were conducted with expanding plate anchors at a depth of approximately

2 feet. If these anchors were placed at a greater depth, no doubt their

118
CURVE No . SOIL DESCRIPTION 0 LOOSE FINE SAND 26" ® DENSE FINE SAND W/TRACE OF BLUE CLAY 26" ® CEMENTED SAND W/ORGANIC MATERIAL 26" ® MEDIUM DENSE FINE SAND 26" ® VERY DENSE SANDY CLAY 24" ® DENSE CLAYEY SAND W/FINE SHELL (MARL) 24"

6 -

,TEST TERMINATED

UPLIFT DEFLECTION -INCHES

NOTE: 1 in = 25.4 mm

1 kip = 4.45 kN

Figure 7.10 Pull-out Load versus Uplift Deflection for Expanding

Plate Anchor [qq]

119
capacity would be much higher, as shown by equations 1 and 2. Unfortunately, no additional data are available on the shear strength of the

soils in which the anchors were tested other than the visual description

contained on figure 7.10.

As can be seen in the figure, the load-deflection curves show 0 deflection until certain load levels, such as the 2,500 lb (11 kN) load for

test number 6, are reached. Since measurements were only taken to the

nearest 1/4 inch, it is possible that the measurement accuracy did not

permit measurement of initial deflections. Another possible explanation

is that the initial (zero) recording was taken after a load was applied.

Tests with the same anchor at the same depths of 22 to 26 inches (0.56 - 0.66 m) below the ground surface are presented in figure 7.11 [99].

Notice the detailed deflection readings below 1/2 inch (13 mm). What is

interesting in this figure is the small amount of deflection at the design

load. It should be pointed out that the individual test results that were plotted were taken arbitrarily from a set of data for three load-deflection

curves. The highest deflections at failure were registered in load tests

for soil type 5 and 6 (inci dated by the box symbol). Again, no data are provided on the shear strength of the soils that were tested.

The difference in the shapes of the pull-out load versus upfift deflection curves given in figures 7.10 and 7.11 illustrates the need for a uniform method of testing anchors for uplift capacity. For example, the

accuracy of the measured pull-out load and uplift deflection should be

specified in a standard and used throughout the industry.

7.4 LOAD TEST DATA FROM ROCK ANCHORS

Data on expanding anchors with an initial outside diameter of about 2

inches are presented in figure 7.12 for two conditions [23]. Test

number 1 was performed in a very stiff, preloaded silty clay containing

29 to 30 percent chert. (Chert is rock, usually irregular in shape and

120
A * *

ANCHORS TESTED AT DEPTH

INDICATED BELOW

SYMBOL MATERIAL*

O TYPE 3, BROKEN BED ROCK OR COMPACTED

CLAY-GRAVEL MIXTURES 122")

TYPE 4, GRAVEL, SAND |22"1

TYPE 5 & 6 MEDIUM TO SOFT CLAY I26"l

NOTES: * MATERIAL BASED ON TEXAS SOIL CLASS SYSTEM

TEST ABANDONED AT THIS LOAD

J.

1 2 3

UPLIFT DEFLECTION - INCHES NOTE: 1 in = 25.4 mm

1 kip = 4.45 kN

Figure 7.11 Full-out Load versus Uplift Deflection for

Expanding-Type Anchor p5j

121
35

UPLIFT DEFLECTION - INCHES

NOTE: 1 in = 25.4 mm

1 kip = 4.45 kN

Figure 7.12 Pull-out Load versus Uplift Deflection for

Eocpanding-Anchors in Rocky Material

122
composed of amorphous silica.) The second test was performed on intact

(?) limestone of the Burlington Formation. (Geologists used the word

"intact" to describe rock that is free from defects such as joints,

bedding planes, etc.) Unfortunately, no other soil or rock information

was given. For these two ground conditions, the anchor performed well

with respect to the NFPA 501A-1975 requirements [69].

For the anchor described above, a hole is drilled by whatever means is

feasible, keeping the hole to a minimum diameter so that when the

expandable type anchor is inserted, it has a minimum of clearance. With

this particular anchor, a hydraul ical ly applied compression load deforms

the anchor plate and increases the normal force between the anchor and

the surrounding hole; this provides a large frictional resistance against

pull-out. In principle, this type of anchor is very similar to other

types of expanding rock anchors, but it appears to work well in "stiff" or "hard" soils.

Besides the load test data presented in figure 7.12, the only other

test data obtained on the pull-out capacity of expanding rock anchors

is for one case in a blue shale of unknown strength. Using (probably

improperly) an expanding anchor of the type shown in figure 4.5, the

maximum pull-out capacity was 3,000 pounds (13 kN) while using the

multiple internal split tube type anchor, capacities of 16,000 and

19,000 pounds (7 to 85 kN) were obtained with less than one inch of

deflection. Further proprietary information could not be obtained.

7.5 DISCUSSION OF TEST DATA

Several things should be apparent to the reader regarding the determination of pull-out capacity from field tests. Although many tests have

been performed, the actual prediction of pull-out capacity of anchors

is far from precise. Just because anchors meet the NFPA [69] requirements for pull-out load at a minimum deflection in a specific soil

deposit in some states, does not necessarily mean that similar pull-out

123
capacities will be achieved in another part of the state for the same

visual soil classification. Samples of the best pull-out load test data

have been presented. However, very few pieces of literature available

from anchor manufacturers contain enough information on soil shear

strength and depth of embedment to corroborate present pull-out capacity

hypotheses by back calculation.

Although pull-out load tests for possibly up to seven or eight soil

classes may meet the requirements of a state agency, it is felt that

they would not pass the scrutiny of a soils engineer if he were given

the responsibility to design the anchor for a given pull-out capacity

and deflection. In other words, the pull-out test data that have been

shown cannot be used to further the state of the art since the test

data do not provide sufficient information on the strength and characteristics of the soil.

Clearly, what is needed is a standard for field pull-out tests which

would require the reporting of the load-displacement characteristics,

the pull out capacity and the pertinent soil parameter.

Facing page: Soiti, nzdd to be

'Ide.yLti^Ze.d to d2J>tgn against adv^/u

dnvAjLonme^yvtal. ^actou 6ach ca

zxpayi6-Lve, and ^/teez^ng i>OAJU,.

124
8. ENVIRONMENTAL EFFECTS ON ANCHORS

8.1 INTRODUCTION

In addition to being required to resist wind and flood induced loads,

anchors are subjected to other environmental effects which not only

exert loads but reduce load resistance as well. Some of these effects

are discussed below. Flood effects such as scour, soil saturation, or wave impact are beyond the scope of this report.

125
In order to design against adverse environmental factors such as expansive soils or freezing soils, the soils need to be identified. The

following paragraphs discuss the appropriate site investigations required

to identify potential soil problems and make recommendations for adequate

design.

8.2 ANCHORS IN EXPANSIVE SOILS

The geotechnical engineering literature contains much information (for

example. Reference 83) on the design of Building foundations in expansive soils that is also applicable to mobile homes. An expansive soil

is one that changes volume seasonally due to the addition or removal

of water. During the "wet season", the soil absorbs water and swells,

raising any lightweight foundation that happens to be above it. Likewise, during the dry season, the soil shrinks due to evaporation and,

as a result, settlement occurs. If this movement, both upward and

downward, occurs at different rates and different amounts on the same structure, considerable distortion may occur which will cause architectural distress and possible damage to the structure as well.

The main objectives when building on an expansive soil are to either

maintain a constant soil water content or to support the structure on

a stable soil stratum. If the water content remains stable, neither

shrinkage nor swelling will take place. Seasonal changes in the weather

and the watering of lawns and gardens both contribute to changes in the

soil water content. Sources of information on expansive soil are given

by Hilf, [49] and the Canadian Manual on Foundation Engineering [80].

Further problems of heaving are discussed in the next section.

Though it is conceivable that mobile home foundations in expansive soil

could be affected by the relative movement between the anchors and the

mobile home, no evidence of significant damage to mobile homes could be

found. It is, however, reasonable to assume that seasonal adjustment

of strap tension is advisable in some areas.

126
8.3 ANCHORS IN SOILS SUSCEPTIBLE TO FROST

Anchors embedded in soils susceptible to seasonal freezing experience

problems similar to those of anchors embedded in expansive soils.

Only in this case, as the ground freezes from the top down, ice lenses

may form and cause the ground surface or individual foundation elements

to rise. If the anchors do not experience a similar upward movement,

such heaving could be detrimental to the structural components of a mobile home and its anchoring system. Likewise, during the spring thaw,

the mobile home may settle, perhaps differentially, and the tie-down

anchors may lose their supporting capacity as the soils above the anchor

which hold it in place lose their strength due to drastic increases in

water content upon thawing.

Johnston and Ladanyi [57] performed field tests on 8, 10 and 15-inch

(0.20, 0.25 and 0.38 m) diameter power installed screw anchors embedded

in permafrost in northern Manitoba. The frozen soils at the site con- sisted of stratified silts and clays containing ice at a temperature just

below freezing. The pull-out tests showed behavior similar to that of

soils that were not frozen. However, it was found that the anchors

required relatively large displacements to attain their ultimate pullout capacities. These large displacements develop under small loads

and as a result may exceed the maximum allowable deflection criteria

for mobile home applications. The authors concluded that for those site

conditions under which they performed tests on helix anchors, grouted

rod anchors would have been much more reliable, efficient and economical.

The external forces imposed upon a mobile home during heave are illustrated in figure 8.1. In part a of this figure, the mobile home is

shown at the initial condition with over-the-top tie downs connected to

anchors A. In parts b and c of this figure, an exaggerated heave is

shown by the dashed line. If the soil above an anchor heaves, it will cause a reaction, 1, on the underside of the mobile home frame which is

in turn resisted by the over-the-top ties connected to the anchor. This

127
(T)UPWARD FORCE ON MOBILE HOME FRAME DUE TO HEAVE

OF SOIL ABOVE NON-MOVING

ANCHOR.

(?) DOWNWARD FORCE (REACTION)

IN OVER THE TOP TIES DUE

TO HEAVE. MOBILE HOME IS NOW IN COMPRESSION!

©LITTLE, IF ANY, UPWARD FORCE

ON MOBILE HOME FRAME DUE

TO SEASONAL HEAVE.

©LITTLE, IF ANY, DOWNWARD

FORCE (REACTION T0(3)j

COMPRESSING MOBILE HOME

DUE TO REASONS INDICATED BELOW AND DISCUSSED IN TEXT. OVER THETOP

TIE DOWNS EXAGGERATED

HEAVE

MOBILE

HOME

® _J(3)___t@

A A

a. INITIAL CONDITIONS

ANCHOR

HEAVE WITH (STABLE|

ANCHOR LOCATED BELOW

ZONE OF ENVIRONMENTAL

CHANGES

HEAVE WITH (STABLE)

ANCHOR LOCATED WITHIN ZONE OF ENVIRONMENTAL

CHANGES OR WITH SPRING

CONNECTION IN ANCHOR

ROD OR LOOSENING OF

TIE DOWN STRAPS

Figure 8.1 Compressive Loading of Mobile Home During Heave of

the Upper Soils when Over-the-Top tie-downs are used

128
reaction could be as large as the anchor pull out capacity, if the anchor

is embedded below the zone of environmental changes and therefore does

not move. Thus, heaving causes compression of the mobile home under these

conditions. Similar conditions would apply if the heave was caused by

expansive soils.

The induced forces could be reduced by several possible methods.

These methods include:

1. Seasonally loosening the tie-down straps where they connect

to the anchor. This would require periodic retightening of

the straps when the heaving is reversed.

2. Special spring loaded connectors which would reduce the forces

induced by relative movement but at the same time could develop

adequate wind resistance. These devices would have to take

into account the expected amount of travel or heave that would occur seasonally. Vertical creep might occur and the soil would

have to be investigated for this possibility.

3. Placing an anchor within the zone of environmental changes such

that when heave occurred, the anchor would also heave along with

the mobile home. Under these conditions, the mobile home would

be loaded by forces 3 and 4 shown in part c of figure 8.1 as the relative movement between the mobile home and the anchor

would be kept at a minimum. This latter situation presents a problem in that it requires an anchor to have the capability of

supporting the minimum required anchor load at a shallow depth

without exceeding the maximum allowable displacement.

Information to evaluate a soil for its frost heave potential are given

in reference [81] and in references [63 and 64] by Krizek which specifically relate to mobile homes.

129
8.4 EFFECTS OF CORROSION ON ANCHOR CAPACITY

Corrosion of the metallic parts of the mobile home anchoring mechanism

will reduce cross sectional areas, resulting in higher stresses which

could lead to failure. Such problems may go undetected as most of the

anchoring mechanism is underground and unavailable for inspection.

Corrosion of metal parts of the anchoring mechanism in contact with soil

may result from stray electrical currents in the ground from external

sources, corrosive chemicals within the soil, and bacterial action. The

physical property of soils that is most influential in determining the

amount of corrosion that will take place is the soil's permeability to

air and water. Generally, sands have a much higher permeability than

clays. Therefore, for loose sands and gravels where there is good

drainage and the air is free to circulate, the corrosion will approach

the atmospheric type. In highly cohesive (impermeable) soils and below

the water table, where there is a marked reduction in air (oxygen), cor- rosion takes place at a reduced rate. Corrosion may take place at

accelerated levels as a result of human activities or induced pollution.

The most corrosive soils are generally found in swampy areas, peat bogs

and very acidic and very alkaline deposits. Man-made fill areas that

contain coal storage, industrial chemical wastes, acids and recently

dumped cinder fill, may also promote corrosion. However, such areas would be undesirable mobile home locations as well.

A chemical analysis of the soil, normally beyond the scope of a routine

investigation for a mobile home site, would assist in evaluating corro- siveness. The pH value of a soil (a value that represents the logarithm

of the reciprocal of the hydrogen ion concentration) alone is not sufficiently indicative of corrosi veness; total acidity of the soil is a better indicator. Soils with a high resistivity have been found to be

noncorrosi ve. Studies on corrosion were published by Romonoff, 1957

[88a] and Uhlig, 1948 [99a].

130
Practical preventive measures for the mobile home owner concerned about

corrosion include:

1. Purchase of corrosion resistant anchors.

2. Purchase of "heavy duty" anchors which have thicker metal

sections than may ordinarily be used. Corrosion may take

place, but it will not reduce the structural capacity of the

anchor below some minimum requirement.

3. Determination if existing anchors at nearby mobile homes

have bad corrosion problems. If no information is available,

the mobile home owner should inspect his anchors below ground

on a periodic basis.

4. Replacement of corroded anchors on a periodic basis, as required.

131
Facing page: T(ie ia^^^ty oi mobiZo.

harm coynhLacjtion^ a QfiOiM-Lng

pn.obtm -in tho, U.S.

132
9. SUGGESTIONS FOR FUTURE RESEARCH

Based on shortcomings observed in this study, the following research

is suggested to improve anchoring technology, design and regulation.

1. Preparation of standard nomenclature to be used to describe

soils and rock for anchoring purposes. This information

is readily available and merely needs to be adopted as an industry-wide standard and presented in a form usable by

all segments of the industry.

133
2. Preparation of a standard method for performing field pullout tests. This standard should address such items as type

and size of a load test frame used to apply the pull-out

load; accuracy of load-deflection measurements; minimum

requirements for soils and rock classification including

strength determination by in-situ tests; and details on the

information that the test report should contain.

3. A field test program considering response of available anchor

types in various soil and rock types to establish a correlation

between pull-out capacity and such field tests as the standard

penetration test, the soil test probe, and others. Particular

attention should be paid to the amount of displacement undergone

by an anchor head, which, it is felt, has largely been ignored

in the past. The field testing should include both static and

dynamic (cyclic) testing with particular emphasis on the displacement occurring under repeated loads, and loading which

is not coaxial with the shaft of the anchor, similar to that

actually experienced by mobile homes anchors. As a result of

this test program information should be available on the

effects of cyclic and sustained loading and saturation of the

supporting soil.

4. Development of standard performance tests (pull out as well

as proof) by which the adequacy of installed anchors can be

determi ned.

134
10. ACKNOWLEDGEMENTS

This report, in draft form was sent out to various individuals for review

and comments. The authors gratefully acknowledge the constructive criticism and helpful suggestions from the following individuals.

M. Alexander, Texas Department of Labor and Standards

W. I. Buiten, Tie Down Engineering

C. W. Crossett, Portland Cement Association

E. A. Ferguson, Compliance Systems Publications Incorporated

T. H. Hanna, The University of Sheffield, England

A. F. Howard, Foremost Insurance Company

L. M. Jones, Minute Man Anchors, Inc.

T. W. Klym, Ontario Hydro, Canada

A. Kliener, Fleetwood Enterprises, Inc.

P. C. Knodel , U.S. Department of the Interior Bureau of Reclamation

D. I. McKeown, Iowa State University

M. Neill, Big Valley Industries

J. T. Odom, A. B. Chance Co.

H. Omson, Manufactured Housing Institute

L. W. Perkins, Central Florida Testing Laboratories, Inc.

S. A. Peters, Joslyn Hardware Division

C. A. Ray, Stromberg Carlson Products, Inc.

J. M. Siegel, U.S. Army Natick Research and Development Command

G. L. Smart, Department of Housing and Community Development,

State of California

B. D. Soble, Transtationary Foundation Systems Michigan, Inc.

D. Steel, Housing Engineers, Inc.

135
R. J. Taylor, Naval Civil Engineering Laboratory, Port Hueneme, CA.

G. G. Watts, Turnset Industries

S. Wengrovitz, Defense Civil Preparedness Agency

B. Young, Anchor-Sur

136
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Natick, Mass., January, 1966, (Revised, 22 April 1966, 40 pp.

(unpubl i shed)

.

86. Research and Development Command (1951) "Test of Expendable Ground

Anchors, Experimental," Report No. 31 , Research & Development

Laboratories, Jeffersonvil le Quartermaster Depot, Jeffersonville, Indiana, November, 1951.

87. Robinson, K. E. , (1969) "Grouted Rod and Multi-Helix Anchors,"

Proceedings , Specialty Sessions No. 14 and 15, 7th International Conference on Soil Mechanics and Foundations

Engineering, Mexico City, 1969, pp. 126-131.

88. Robinson, K. E. , and Taylor, H. , (1969) "Selection and Performance

of Anchors for Guyd Transmission Towers," Canadian Geotechnical

Journal , Vol. 6, No. 2, May, 1969, pp. 119-137.

88a. Romanoff, M. (1957) Underground Corrosion , National Bureau of Standards Circular 579, U.S. Department of Commerce, Washington,

D.C., 227 pp.

89. Seed, H. B., and Chan, C. K., (1966) "Clay Strength Under Earthquake

Loading Conditions," Journal of the Soil Mechanics and Founda - tions Division ," ASCE, Vol. 92, No. SM2, Proc. Paper 4723,

March, 1966, pp. 53-78.

90. Sellar, G. M. , Western Electric Co., Springfield, NJ, Private Communication, June 28, 1976.

91. Siegel, J. M. , and Strain, T. C. , (1970) "The Holding Capability of

4-inch Ground Anchors in World-Wide Temperature Soils," Draft

Technical Report , U.S. Army Natick Research and Development

Command, Natick, Mass., July, 1970, 18 pp. plus addendices

(unpublished).

91a. Soble, B. D. (1978) Private Communication, April 11, 1978.

91b. Taylor, R. J. (1978) Private Communication, January 27, 1978.

92. Taylor, R. J., Jones, D. , and Beard, R. M. , (1975) "Handbook for

Uplift-Resisting Anchors," Civil Engineering Laboratory,

Naval Construction Batallion Center, Port Hueneme, September,

1975, 153 pp.

145
93. Terzaghi, K. , and Peck, R. B. , (1967) Soil Mechanics 1n Engineering

Practice , 2nd Edition, John Wiley & Sons, Inc., New York, 1967

729 pp.

94. Theirs, G. R., and Seed, H. B., (1969) "Strength and Stress-Stain

Characteristics of Clays Subjected to Seismic Loading Conditions," Vibration Effects of Earthquakes on Soils and

Foundations , ASTM STP 450 , American Society for Testing and

Materials, 1969, pp. 3-56.

95. Trofimenkov, J. G., and Mariupol' ski i

, L. G. , (1964) "Screw Piles

as Foundations of Supports and Towers and Transmission Lines,"

Soil Mechanics and Foundation Engineering , No. 4, July-August,

1964, pp. 232-239.

96. Trofimenkov, J. G. and Mariupol ' ski i, L. G. , (1965) "Screw Piles

Used for Mast and Tower Foundations," Proceedings , 6th International Conference on Soil Mechanics and Foundation Engineering,

Toronto, 1964, Vol. II, pp. 328-332.

97. Tucker, S. G. , (1965) "Anchor System for Prefabricated Surface Membranes Surfacing for Army Helicopter Landing Pads; Engineering

Tests Made 1964," Technical Report No. 3-675, Report 1 , U.S.

Army Engineer Waterways Experiment Station, Vicksburg, Mississippi, May, 1964, 74 pp.

98. Turner, E. A., (1962) "Uplift Resistance of Transmissions Tower

Footings," Journal of the Power Division , ASCE, Vol. 88,

No. P02, Proc. Paper 3187, July, 1962, pp. 17-33.

99. Turnset Industries, Memphis, Tennessee, Private Communication,

August 18, 1977.

99a. Uhlig, H. H., Ed (1948) The Corrosion Handbook , John Wiley & Sons,

New York, 1188 pp.

100. U.S. Army Natick Laboratories, (1968) "Military Specification,

Anchors, Ground, Arrowhead With Driving Equipment," MIL-A-3962C,

February 1968, 20 pp., with Amendment 2, -- dated September 10,

1975.

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Classification System, Appendix A - Characteristics of Soil

Groups Pertaining to Embankments and Foundations, Appendix B - Characteristics of Soil Groups Pertaining to Roads & Airfields,

Technical Memorandum No. 3-357, April, 1960 (Reprinted May 1967),

30 pp. plus appendices.

146
102. Valent, P. J., Taylor, R. J., Lee, H. J., and Rail, R. D. (1976)

"State-of-the-Art in High Capacity, Deep Water Anchor Systems,"

Technical Memorandum No. 42-76-1 , Civil Engineering Laboratory,

Naval Construction Battalion Center, Port Hueneme, California,

January, 109 pp.

102a. Vann, W. P. and McDonald, J. R. (1978) "An Engineering Analysis:

Mobile Homes in Windstorms, " Report , Institute for Disaster

Research, Texas Tech University, Lubbock, Texas, February,

145 pp.

103. Vesic, A. S., (1971) "Breakout Resistance of Objects Embedded in

Ocean Bottom," Journal of the Soil Mechanics and Foundations

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104. Vollor, T. W. , (1971) "Comparison of Performance of Experimental

Membranes, Non-skid Compounds, Adhesives, and Earth Anchors

With Regard to C-130 Aircraft Operational Requriements,"

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183 pp.

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City, Missouri, April 14, 1967, 14 pp.

147

it us. GOVERNMENT PRINTING OFFICE : 1979 O—301-274
NBS-114A (REV. s-78)

U.S. DEPT. OF COMM. BIBLIOGRAPHIC DATA1. PUBLICATION OR REPORT NO. a.GoVt. Accession "W: Z. fecilJtwt'? Ar<;ftssim1 Nft

SHEET

4. TITLE AND SUBTITLE Soil and Rock Anchi

Art Report

BSS 107

Drs for Mobile Homes, A Stat

^ , 5

e of the

. Publication Dat( Oct. 197<

. Performing Orga

9

nizatt —

7. AUTHOR(S) 8 William D. Kovacs and Felix Y. Yokel

. Performing Organ. Report No.

9. PERFORMING ORGANIZATION NAME AND ADDRESS IS Center for Building Technology

NATIONAL BUREAU OF STANDARDS ^ DEPARTMENT OF COMMERCE

WASHINGTON, DC 20234

N.1^«S/taSk/Wot^5 ifelt Ho.

. Contract/Grant No.

12. SPONSORING ORGANIZATION NAME AND COMPLETE ADDRESS rsfree*. City, st^te, ziP) 13 Office of Policy Development and Research, Department of HUD

451 7th Street, S.W.

Washington, D.C. 20410 w

. Type of Report & Period Covered N/A

15. SUPPLEMENTARY NOTES

Library of Congress Number 79-600l43

I I Document describes a computer program; SF-185, FIPS Software Summary, Is attached.

16. ABSTRACT (A 200-word or less {actual eurrunary of most significant information. If document includes a significant bibliography or

literature survey, mention it here,)

Available anchor hardware is surveyed and evaluated and pull-out capacity

data are compared with hypotheses for predicting anchor pull-out capacity

based on soil mechanics principles. The evidence suggests that our ability to predict anchor pull-out capacity by soil mechanics principles

is inadequate, and that there is a need for the standardization of test

procedures and soil classification and for further test data. Suggestions

for future research are presented.

17. KEY WORDS (six to twelve entries; alphabetical order; capitalize only the first tetter of the first key word unless a proper name;

separated by semicolons) Anchors; mobile home foundations; soil anchors; soil

mechanics; wind upset.

18. AVAILABILITY [x] Unlimited

I I For Official Distribution. Do Not Release to NTIS

[X] Order From Sup. of Doc, U.S. Government Printing Office, Washington, DC

20402, SD Stock No. SN003-003-O2121-1

I I Order From National Technical Information Service (NTIS), Springfield, VA. 22161

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