Bottom Plugging Effect of Open-Ended Displacement

Bottom Plugging Effect of Open-Ended Displacement Pipe Pile in Loose Sandy Soil

Md. Azijul Islam Riyadul Amin Arman

DEPARTMENT OF CIVIL ENGINEERING BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY September, 2015

1

Bottom Plugging Effect of Open-Ended Displacement Pipe Pile in Loose Sandy Soil

A Thesis Submitted by Md. Azijul Islam (Student No. 0904001) Riyadul Amin Arman (Student No. 0904085)

In partial fulfillment of the requirement for the degree of

BACHELOR OF SCIENCE IN CIVIL ENGINEERING

DEPARTMENT OF CIVIL ENGINEERING BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY September, 2015

ii

Certification The thesis titled “Bottom Plugging Effect of Open-Ended Displacement Pipe Pile in Loose Sandy Soil” submitted by Md. Azijul Islam (0904001) and Riyadul Amin Arman (0904085) has been accepted satisfactorily in fulfillment of the requirement for the degree of Bachelor of Science in Civil Engineering on 14th September, 2015.

Dr. Md. Zoynul Abedin Professor Department of Civil Engineering Bangladesh University of Engineering and Technology (Thesis Supervisor)

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Acknowledgments

We would like to express our profound gratitude to our Supervisor Dr. Md. Zoynul Abedin, Professor of Department of Civil Engineering, BUET for his sincere supervision, constructive comments, lively encouragement and useful suggestions throughout the research work. His devotion for guidance and constant encouragement strongly supported us to complete the present research work in this manner. It was a huge honor to work under his supervision and it would have been impossible to carry out the study without his guidance and inspirations. We are greatly in debt to the technicians of Geotechnical Engineering Laboratory of BUET, especially to Mr. Md. Habibur Rahman for his help and cooperation during the laboratory work required for this study. We would like to convey special thanks to Department of Civil Engineering of BUET and to the members of the Geotechnical laboratory for their continuous assistance and co-operation during research work. We will ever be grateful to our parents and friends for their continuous inspiration and blessings.

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ABSTRACT Open-ended pipe piles are often used for the foundations of both land and offshore structures because of their relatively low driving resistance. During driving of an openended displacement pile the soil is entering through the pile toe into the profile. This plug can close up the pile toe completely. Two terms are used to measure the plugging behaviour: (i) Plug Length Ratio (PLR) and (ii) Incremental Filling Ratio (IFR), which are used to indicate the degree of soil plugging in open-ended piles. In this study, a series of tests were conducted on model pipe piles installed in sands with different soil conditions in order to evaluate the effect of pile diameter, pile material, soil type, soil density and water table condition on plugging behaviour of open ended pipe pile. The experimental results show that, in general plug length increases with the increase of pile diameter, with the decrease of relative density of soil and grain size (D50). However, it was observed that, for water table condition PLR increases with the increase of water table, and decreases after a certain height of water table. The study yielded interesting relationships between plugging behaviour with soil parameters that can be expressed by statistical equations.

v

Table of Contents Certification

iii

Acknowledgments

iv

ABSTRACT

v

Table of Contents

vi

List of Figures

viii

List of Tables

xi

Chapter 1

1

Introduction

1

1.1

General

1

1.2

Background

1

1.3

Objective of the Research

2

1.4

Organization of the Thesis

3

Chapter 2

4

Literature Review

4

2.1

General

4

2.2

Pipe Piles

4

2.3

Soil Plugging

4

2.3.1

Soil Plugging Mechanism in Cohesionless Soil

6

2.3.2

Plug Length Ratio and Incremental Filling Ratio

8

2.3.3

Effect of Soil Plug in Open-Ended Pipe Piles

9

2.3.4

Influence of Driving Method

10

2.3.5

Press-in Pile Driving

12

2.4

Study on Pile Plugging

13

2.5

Concluding Remarks

20

Chapter 3

21

Test Program and Procedure

21

3.1

General

21

3.2

Materials Used

21

3.2.1

Sand

21

3.2.2

Pipe Piles

21

3.3 3.3.1

Experimental Program

24

Experimental Setup

24

(a)

Fabrication of tank for holding sand bed

24

(b)

Depth measuring tool

25

(c)

Holder

25 vi

(d)

Proving ring

25

(e)

Load frame setup for press-in pile

27

3.3.2

Calibration of Density

28

3.3.2

Sand Bed Preparation

29

Chapter 4

33

Test Results and Discussions

33

4.1

General

33

4.2

Analysis of Test Data

33

4.3

Effect of Pile Diameter on Plugging at Different Water Table Conditions

36

4.4

Effect of Relative Density on Plugging for Different Particle Sizes and Pipe Materials 40

4.5

Effect of Water Table on Plug-in for Different Pipe Materials and Diameters

43

4.6

Effect of Density on Plug-in for Different Pipe Diameters

45

Chapter 5

51

Conclusion and Recommendation

51

5.1

General

51

5.2

Conclusion

51

5.3

Recommendation for Future Study

52

References

54

APPENDIX- A: TEST DATA

56

APPENDIX- B: PLOTS OF TEST DATA

93

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List of Figures Figure 1.1: Pile plug....................................................................................................... 1 Figure 2.1: Conditions of plugging effect (modified from Paikowsky et al. 1989)....... 5 Figure 2.2: Illustration of the different stages of soil plugging. X illustrates the penetration distance of the pile. ..................................................................................... 5 Figure 2.3: Left: Illustration of arching principle. Right: Soil formation indicative of passive arching (Paikowsky, 1989)................................................................................ 6 Figure 2.4: Unplugged and plugged penetration............................................................ 7 Figure 2.5: Soil plugging mode ..................................................................................... 8 Figure 2.6: Void ratio distribution within the internal soil column after simulation of jacked and vibratory driving (Henke & Grabe, 2008). ................................................ 11 Figure 2.7: A press-in pile driver ................................................................................. 13 Figure 2.8: Development of soil plug .......................................................................... 14 Figure 2.9: Incremental filling ratio versus penetration depth for test piles ................ 15 Figure 2.10: IFR and soil plug length versus penetration depth for open ended pile. . 16 Figure 2.11: Results of PLR and IFR measurement: (a) TP-1; (b) TP-2; (c) TP-3. .... 18 Figure 3.1: Grain size distribution of fine (River) sand. .............................................. 22 Figure 3.2: Grain size distribution of coarse (Sylhet) sand. ........................................ 22 Figure 3.3: Aluminum pipes (1 inch, 1.5 inch, 2 inch diameter) ................................. 23 Figure 3.4: Stainless Steel pipes (0.5 inch, 1 inch, 1.5 inch diameter) ........................ 24 Figure 3.5: Sand bed holding tank (schematic diagram) ............................................. 25 Figure 3.6: Measuring rods with different diameters................................................... 26 Figure 3.7: Device for holding pipe piles to the proving ring ..................................... 26 Figure 3.8: Proving ring ............................................................................................... 27 Figure 3.9: Mechanical setup for press-in pile............................................................. 27 Figure 3.10: Standard cone .......................................................................................... 28 Figure 3.11: Standard container ................................................................................... 28 Figure 3.12: Preparation of sand bed ........................................................................... 29 Figure 3.13: SS pipe pile in fine sand..... ..................................................................... 30 Figure 3.14: Al pipe pile in coarse sand ...................................................................... 30 Figure 3.15: Plugged length after driving of piles to a certain depth. ......................... 31 Figure 4.1: PLR vs Pipe Dia Curve at Different Water Table Condition (D50=8.66x10-3 inch, Dr=11.5%).................................................................................. 36 Figure 4.2: PLR vs Pipe Dia Curve at Different Water Table Condition (D50=8.66x10-3 inch, Dr=22.3%).................................................................................. 36

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Figure 4.3: PLR vs Pipe Dia Curve at Different Water Table Condition (D50=8.66x10-3 inch, Dr=26.3%).................................................................................. 37 Figure 4.4: PLR vs Pipe Dia Curve at Different Water Table Condition (D50=22.44x10-3 inch, Dr=20%)................................................................................... 37 Figure 4.5: PLR vs Pipe Dia Curve at Different Water Table Condition (D50=22.44x10-3 inch, Dr=24.2%)................................................................................ 37 Figure 4.6: PLR vs Pipe Dia Curve at Different Water Table Condition (D50=22.44x10-3 inch, Dr=30.4%)................................................................................ 38 Figure 4.7: PLR vs Pipe Dia Curve at Different Water Table Condition (D50=8.66x10-3 inch, Dr=11.5%).................................................................................. 38 Figure 4.8: PLR vs Pipe Dia Curve at Different Water Table Condition (D50=8.66x10-3 inch, Dr=22.3%).................................................................................. 38 Figure 4.9: PLR vs Pipe Dia Curve at Different Water Table Condition (D50=8.66x10-3 inch, Dr=26.3%).................................................................................. 39 Figure 4.10: PLR vs Pipe Dia Curve at Different Water Table Condition (D50=22.44x10-3 inch, Dr=20%)................................................................................... 39 Figure 4.11: PLR vs Pipe Dia Curve at Different Water Table Condition (D50=22.44x10-3 inch, Dr=24.2%)................................................................................ 39 Figure 4.12: PLR vs Pipe Dia Curve at Different Water Table Condition (D50=22.44x10-3 inch, Dr=30.4%)................................................................................ 40 Fig. 4.13: PLR vs Relative Density Curve for Different Particle Sizes and Pipe Materials

(1” Dia pipe, No WT) .............................................................................. 41

Fig. 4.14: PLR vs Relative Density Curve for Different Particle Sizes and Pipe Materials

(1” Dia pipe, WT at mid height) .............................................................. 41


(1” Dia pipe, WT at GL) .......................................................................... 41


(1.5” Dia pipe, No WT) ........................................................................... 42


(1.5” Dia pipe, WT at mid height) ........................................................... 42


(1.5” Dia pipe, WT at GL) ....................................................................... 42

Figure 4.19: PLR vs water table conditoin for different pipe material (D50=8.66x10-3 inch, Dr=11.5%).................................................................................. 43 Figure 4.20: PLR vs water table conditoin for different pipe material (D50=8.66x10-3 inch, Dr=22.3%).................................................................................. 44 ix

Figure 4.21: PLR vs water table conditoin for different pipe material (D50=8.66x10-3 inch, Dr=26.3%).................................................................................. 44 Figure 4.22: PLR vs water table conditoin for different pipe material (D50=22.44x10-3 inch, Dr=20%) ................................................................................... 44 Figure 4.23: PLR vs water table conditoin for different pipe material (D50=22.44x10-3 inch, Dr=24.2%) ................................................................................ 45 Figure 4.24: PLR vs water table conditoin for different pipe material (D50=22.44x10-3 inch, Dr=30.4%)................................................................................ 45 Figure 4.25: PLR vs Pipe Diameter for different densities (D50=8.66x10-3 inch, no WT, Al) ................................................................................. 46 Figure 4.26: PLR vs Pipe Diameter for different densities (D50=8.66x10-3 inch, WT at mid height, Al)................................................................ 46 Figure 4.27: PLR vs Pipe Diameter for different densities (D50=8.66x10-3 inch, WT GL, Al) ............................................................................... 46 Figure 4.28: PLR vs Pipe Diameter for different densities (D50=8.66x10-3 inch, no WT, SS) ................................................................................ 47 Figure 4.29: PLR vs Pipe Diameter for different densities (D50=8.66x10-3 inch, WT at mid height, SS) ............................................................... 47 Figure 4.30: PLR vs Pipe Diameter for different densities (D50=8.66x10-3 inch, WT GL, SS) ............................................................................... 47 Figure 4.31: PLR vs Pipe Diameter for different densities (D50=22.44x10-3 inch, no WT, Al) ............................................................................... 48 Figure 4.32: PLR vs Pipe Diameter for different densities (D50=22.44x10-3 inch, WT at mid height, Al).............................................................. 48 Figure 4.33: PLR vs Pipe Diameter for different densities (D50=22.44x10-3 inch, WT GL, Al) ............................................................................. 48 Figure 4.34: PLR vs Pipe Diameter for different densities (D50=22.44x10-3 inch, no WT, SS) .............................................................................. 49 Figure 4.35: PLR vs Pipe Diameter for different densities (D50=22.44x10-3 inch, WT at mid height, SS) ............................................................. 49 Figure 4.36: PLR vs Pipe Diameter for different densities (D50=22.44x10-3 inch, WT GL, SS) ............................................................................. 49

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List of Tables

Table 3.1: Physical properties of soil ......................................................................... 223 Table 3.2: Calibration of Density & Density Index.....................................................28 Table 3.3: Test scheme for the experimental study ..................................................... 31 Table 3.4: Test scheme for the experimental study ..................................................... 32 Table 4.1: PLR values for Fine Sand (D50 = 8.66x10-3 inch) for different conditions (After 12 inch penetration)........................................................................................... 34 Table 4.2: PLR values for Coarse Sand (D50 = 22.44x10-3 inch) for different conditions (After 12 inch penetration) ......................................................................... 35

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Chapter 1 Introduction 1.1

General

Open-ended displacement piles are piles, which are open at the pile toe like pipe piles, H-profiles or composed of sheeting piles. Open-ended piles are often used for deep offshore foundations. Compared to close ended piles, an open-ended pile can be installed more easily at the penetration depth required for tension capacity. During installation of such a pile, given the limited cross section of the pile, a limited amount of soil is pushed aside, deformed and compacted. However, soil will also flow into the pile, which can lead to the formation of a soil plug in the pile as shown in Fig. 1.1. If this occurs, only a limited amount of soil will enter the pile during further penetration and the pile will behave more like a closed-ended pile during further penetration. The soil properties and stress state around the pile and in the soil plug are altered during pile installation but more so if plugging occurs. This implies that a prediction of the pile bearing capacity or the driving resistance, based on the undistorted soil properties, should incorporate these installation effects in order to be as accurate as possible.

Fig. 1.1: Pile plug 1.2

Background

The soil inside an open-ended pile may form a plug during the driving process, preventing new soil from entering at the toe, referred to as soil plugging. Soil plugging changes the driving characteristics of the open-ended pile to that of a closed-ended pile, often accompanied by increased driving resistance. It follows that if the plugging 1

behavior of the pile is not correctly understood, the result is either that unnecessarily powerful and costly hammers are used because of high predicted driving resistance or that the pile plugs unexpectedly such that the hammer cannot achieve further penetration. The latter is referred to as premature refusal during driving and may result in insufficient bearing capacity of the pile. The mechanisms involved in soil plugging of open-ended piles have been shown by Paikowsky (1989) to involve arching in cohesion-less soil which may result in significant internal shaft resistance and capacity of the internal soil column (Randolph, et al., 1991). Soil plugging is however not fully understood in terms of drivability aspects and it is also affected by the driving method as shown by Henke and Grabe (2008) and De Nicola and Randolph (1997) among others. Additionally, Byrne (1995) and De Nicola and Randolph (1997) found that open-ended piles equipped with an internal sleeve near the toe may either gain or lose drivability compared to an openended pile without sleeve depending on the geometry of the sleeve and the stress conditions. Drivability prediction models currently used by the industry are generally not able to determine if and when an open-ended pile plugs. Today the user is therefore required to model the pile response on the basis of a plugged or unplugged pile, indicating a need to be able to evaluate soil plugging prior to performing the drivability analysis or before using the results as basis for decision. 1.3

Objective of the Research

The present study was aimed to investigate the bottom plugging behavior of model open ended pipe installed in sandy soil in order to meet the following objectives (i)

To establish relationship between plugging characteristics with pipe pile diameter.

(ii)

To determine the nature of plugging with respect to pile materials.

(iii)

To estimate plug length for different soil type.

(iv)

To investigate the effect of water table on plugging.

(v)

To study the effect of soil densities on plugging behaviour.

2

1.4

Organization of the Thesis

The present study is reported in this thesis consisting of five chapters outlined as under. Chapter 1 is the Introduction that describes the problem statement, background of the research work and objectives of the study. Chapter 2 is the Literature Review that reports the existing available literature on the study of plugging behaviour. Chapter 3 Test Program and Procedure provides a detailed description of the testing equipment, properties of material used in this study and the total experiment scheme. Results and Discussions are provided in Chapter 4. Finally conclusions of the study and recommendations for future study are reported in Chapter 5.

3

Chapter 2 Literature Review 2.1

General

The present investigation is concerned with the study of plugging effect of soil during installation of open ended pipe pile. The aim of this chapter is to provide a conceptual framework of the present research problem by reviewing the existing available literature on the subject especially of plugging in steel pipe piling. The review mainly deals with fundamentals of soil plugging which depends on pile diameter, pile material, soil density, soil type, pile driving method etc. A summary of literature review undergone is presented in the following sections. 2.2

Pipe Piles

Steel pipe piles can be divided into two categories: open-ended piles and closed-ended piles. Closed-ended pipe piles are displacement piles. For larger diameter steel pipe piles (500 mm in diameter or larger), the piles are installed as open ended. The behavior of open-ended piles is more complex, with a response generally intermediate between that of non-displacement and displacement piles. 2.3

Soil Plugging

The term soil plugging generally refers to the state where the soil within the pile has mobilized enough frictional force to overcome the toe resistance and prevent additional soil from entering the pile. When an open-ended pipe pile is driven into the ground, it is very likely that the soil enters inside of the pile in the initial stage of pile driving at very shallow depths. If pile penetration depth is equal to the soil plug length, this behavior is referred to as “fully coring” or “unplugging” behaviour. As an open-ended pile is driven into the soil, a soil column (or soil plug) forms inside the pile. The length of this plug may be equal to or less than the pile driving depth. If it is the same, the pile has been driven in a fully coring or unplugged mode throughout. If driving takes place in a partially or fully plugged mode at least during part of the way, the length of the soil plug within the pile will be less than that of the pile. It may be possible to observe all three driving modes (fully coring, partially plugged or fully 4

plugged), as illustrated in Figs. 2.1 and 2.2, during the driving of a single pile (Paikowski et al. 1989). In Fig. 2.2, X illustrates the penetration distance of the pile.

(a)

(b)

(c)

Fig. 2.1: Conditions of plugging effect (modified from Paikowsky et al. 1989)

Fig. 2.2: Illustration of the different stages of soil plugging The plugging effect of a steel pipe pile can be divided into three conditions: unplugged; partially plugged; and fully plugged, as shown in Fig. 2.1. During the initial pile driving,

5

the soil plug length in the pile is equal to the penetration depth, and the pile is in an unplugged condition (Fig. 2.1a). As pile penetration continues, inner shaft frictional resistance occurs between the soil plug and the inner pile. Because of this, the length of the soil plug becomes less than the penetration depth and the pile is partially plugged (Fig. 2.1b). Eventually, the pile penetrates into soil but the soil plug length does not change, thus creating a fully plugged condition (Fig. 2.1c). 2.3.1

Soil Plugging Mechanism in Cohesionless Soil

The mechanism for redistribution of stresses within the soil body has been shown by Paikowsky (1989) to involve arching in cohesionless soils. The arching mechanism is well recognized and covered in the original Silo theory by Janssen (1895), used for situations where the soil undergoes settlement in a laterally confined space. During installation of open-ended piles the pile walls move relative to the soil body, referred to by Paikowsky (1989) as passive arching (as opposed to active arching in the Silo theory). Passive arching in an open-ended pile will cause concave soil formation at the pile toe level, shown in Fig. 2.3. The arching mechanism is able to transfer axial stress acting on the internal soil column at the toe of the pile to the pile walls in the form of horizontal (normal) stress, giving rise to increased internal shaft friction.

(a)

(b)

Fig. 2.3: (a) Illustration of arching principle; (b) Soil formation indicative of passive arching (Paikowsky, 1989). 6

During unplugged penetration, the pile moves downwards relative to the internal soil column, in the manner of a sampler tube (Fig. 2.4a). Penetration is resisted by shaft friction on the inside (Qsi) and outside (Qso) of the pile and by base resistance on the annulus of pile wall (Qw). As the pile is driven deeper into the soil, the soil friction on the inside of the pile wall increases until a “soil plug” is formed which may prevent or partially restrict additional soil from entering the inside of the pipe. This behavior is referred to as “plugging”, and the length of soil plug is less than the pile penetration depth. During plugged penetration the internal soil column is dragged downwards (Fig. 2.4b), and the pile assumes the characteristics of a closed ended pile (Paikowsky et. al, 1989). Penetration is resisted by shaft friction on the outside of the shaft (Qso) and by base resistance on the pile wall (Qw) and the soil plug (Qp)

Fig. 2.4: Unplugged and plugged penetration

𝑄𝑢𝑛𝑝𝑙𝑢𝑔𝑔𝑒𝑑 = 𝑄𝑠𝑜 + 𝑄𝑠𝑖 + 𝑄𝑤

(2.1)

𝑄𝑝𝑙𝑢𝑔𝑔𝑒𝑑 = 𝑄𝑠𝑜 + 𝑄𝑤 + 𝑄𝑝 − 𝑊𝑝

(2.2)

When a tubular pile is being installed by the press-in method, (or is being loaded to failure- these events are analogous), penetration will occur by which ever mechanism is the weakest (Raines et al, 1992). If the shaft friction on the inside of the pile (Qsi) (plus the weight of the soil column) is greater than the base resistance of the soil column (Qp), the pile will penetrate in a plugged manner. Hence, when predicting the driving 7

load in order to select a machine type, the profiles of both unplugged and plugged penetration resistance with depth should be estimated. The lower bound of these two mechanisms will form the driving load. Normally formation of the plug requires that the pile penetrates into the plugging soil layer not less than 10d length, where d is the diameter of the pile. 2.3.2

Plug Length Ratio and Incremental Filling Ratio

Even though soil plugging behavior of open-ended pipe piles has been a recognized issue (Kishida and Isemoto 1977; Klos and Tejchman 1977), the efforts to quantify the degree of soil plugging have been very rare. The two most widely used indicators of soil plugging are plug length ratio (PLR) and incremental filling ratio (IFR), respectively, defined as 𝑃𝐿𝑅 = 𝐿/𝐷

(2.3)

𝐼𝐹𝑅 = ∆𝐿/∆𝐷

(2.4)

Where, 𝐷

= pile penetration depth;

𝐿

= length of soil plug;

∆𝐷 = increment of pile penetration depth; and ∆𝐿

= increment of soil plug length corresponding to an increment of pile penetration depth ∆𝐷 (Fig. 2.2).

By definition, IFR is a first derivative of PLR, meaning that IFR is a slope of curve of plug length versus pile penetration depth plot. As shown in Fig. 2.5, in the case of a fully coring mode, PLR and IFR must be equal to 1.

Fig. 2.5: Soil plugging mode 8

An IFR = 1 means that the surface of the plug does not penetrate into the soil during driving in comparison to the last measurement. Only the pile penetrates into the soil. This means that no plugging effect takes place. In contrast an IFR = 0 means that the surface of the plug penetrates into the soil with the same value as the pile. In this case the pile is fully plugged and all the soil has to be displaced sideways. In the case of fully plugging mode, however, IFR at final penetration must be equal to zero because additional soils do not enter inside of the pile after the previous penetration, but PLR is not necessarily zero at that depth. Typically, open-ended piles for onshore applications are driven in partially plugging mode in sandy soils (Paikowsky et al. 1989; Paik and Salgado 2003). PLR is a good indicator of degree of overall soil plugging, and researchers proposed to use PLR for estimation of limit unit skin friction of open-ended pipe piles (Paik and Salgado 2003). The better indicator of soil plugging on estimation of end bearing values may be IFR, as it can represent the condition of soil plugging at the final penetration depth from final pile driving. Paik and Salgado (2003) proposed an equation, derived from model pile tests in calibration chamber, for estimating the unit end bearing value in sandy soils using IFR. They showed that the unit end bearing normalized to horizontal effective stress increases with increasing relative density and decreasing IFR. 2.3.3

Effect of Soil Plug in Open-Ended Pipe Piles

For open-ended steel tubes, consideration will need to be given to assessing whether the pile will act in a plugged mode or unplugged mode. When subject to working load, an open-ended pile with soil plug does not behave in the same way as a closed-ended pile driven to the same depth. This is because in the former case, the soil around and beneath the open end is not displaced and compressed to the same extent as that beneath a closed-ended pipe. Tomlinson (1994) suggested that for open-ended pipe piles driven in cohesion less materials, the ultimate bearing capacity can be taken as the sum of the skin friction along the external perimeter of the shaft and the ultimate base resistance, i.e. ignoring the internal skin friction between soil plug and pile. The skin friction and ultimate base resistance can be determined as if the pile were closed-ended, but a reduction factor of 0.8 and 0.5 respectively should be applied. The base resistance should be calculated using the gross cross-sectional area of the pile. 9

The size of soil plug in a pipe pile driven into granular soil is very limited. The Ultimate bearing capacity of the pile can be taken as the sum of the external and internal shaft friction and the base resistance on the net cross-sectional area of the pile toe; or the end bearing resistance of the plug, whichever is less (American Petroleum Institute, 1987). Tomlinson(1994), based on field observations, suggested that the base resistance of open ended pipe piles should be limited to 5Mpa irrespective of the diameter of the pile or of the density of the soil in to which they are driven. This limiting value should be used in conjunction with a safety factor of 2.5. Test results showed that the hammer blow count necessary to drive a pile to a required depth decreases not only with increasing driving energy for the same fall height, but also with increasing hammer weight at constant driving energy. The IFR of driven piles tends to decrease as the driving energy level increases for the same hammer fall height or as the hammer weight increases at constant driving energy. Accordingly, pile bearing capacity was observed to increase with increasing hammer weight for the same driving energy and with increasing driving energy for a given fall height. It was observed that the rate of change of shaft capacity with changes in driving energy or hammer weight was higher than that of base capacity. So shaft capacity is much more affected by the pile driving parameters than base capacity. The tests also show that the jacked pile became fully plugged (IFR=0) early in the penetration process, while the driven piles never reached a fully plugged state during driving. The bearing capacity of the jacked pile is larger than that of an identical driven pile under similar soil conditions because of the better formation of soil plugging. 2.3.4

Influence of Driving Method

Finite element analysis was carried out by Henke and Grabe (2008) to study the soil plugging mechanisms during jacked, impact and vibratory driving. All models used the 1

same medium dense sand, internal shaft friction tan 𝛿 = 𝜑′ and internal pile diameter 3

0.61 m. The jacked installation was simulated using displacement control to a depth of 5 m (8D) and the results clearly showed the mechanisms associated with soil plug formation. The internal, horizontal stress distribution, showed a distinct stress concentration at the lower part of the pile. Values of internal horizontal stress peaked 10

near the pile walls and at the center of the pile it was still many times higher than the external horizontal stress. Void ratio distribution along the inside of the pile indicated that no significant compaction of the soil body took place, enabling the build-up of the large horizontal stresses that were observed. Vibratory driving was simulated by Henke and Grabe (2008) for 4 m (6.5D) of driving. In contrast to the results from the simulation of jacked driving, the void ratio had decreased down to values near the minimum void ratio of the soil, indicating a high degree of compaction which corresponds to the lack of internal horizontal stress build-up that was observed. Internal values of horizontal stress were still higher than external values. Void ratio distributions for the jacked and vibratory simulations are illustrated in Fig. 2.6. During field measurements of pile driving in medium dense to dense soil Henke and Grabe (2013) concluded that during the vibratory part of the driving process there was not a significant increase in internal horizontal stress at the toe of the piles, compared to outside. This finding is consistent with the results from the simulation of the vibratory installation process previously mentioned.

Fig. 2.6: Void ratio distribution within the internal soil column after simulation of jacked and vibratory driving (after Henke and Grabe, 2008). Impact driving was simulated by Henke and Grabe (2008) using a dynamic finite element model with a simplified load-curve and the results for approximately 4 m (6.5D) driving were presented. The simulation results showed lower values of void ratio along the internal soil body, corresponding to compaction of the soil. Internal and external horizontal stresses were similar in magnitude and significantly lower than during the jacked driving simulation. The main reasons for the lack of soil-plug 11

formation are thought to be the higher degree of soil compaction caused by the driving process and the acceleration such that the inertia of the soil body did not allow plugging to occur. Contrary to the simulation results, Henke and Grabe (2013) observed a significant increase in internal horizontal stress compared to external horizontal stress during field measurements of impact driven piles. The observed ratio was above 4 for piles with an internal diameter of 0.686 m and a length of 15 m, corresponding to a penetration of 22D. It is likely that part of the reason that the field measurements showed a build-up of internal horizontal stress was the significantly deeper penetration of the pile in relation to its diameter (22D vs 6.5D). A value was found based on cone penetration resistance measurements inside the pile. Back-calculation using Equations (2.3) and (2.4) presented above was then used to find a shaft friction value. The value is low compared to the plots and seems to indicate that friction fatigue has taken place during driving. A CASE analysis performed during driving indicated a characteristic slope change to a more constant value of vertical capacity during the later stages of driving, indicative of plug formation. CAPWAP analysis confirmed a significant increase in shaft resistance over the lower section of the pile, also indicative of a soil plug formation based on the ratio of internal to external horizontal stress that was measured. 2.3.5

Press-in Pile Driving

Press-in pile driving machines provide an alternative method for installing pre-formed tubular or sheet piles. These machines use hydraulic rams to press piles into the ground using the negative shaft friction of previously-driven piles to provide reaction force (Fig. 2.7). This technique eliminates the vibration, hammering and noise pollution associated with dynamic installation methods. The press-in method is particularly suited for retrofit renewal of existing structures where the disruption of existing services must be avoided. Press-in pilers are capable of operating alongside. Appropriate selection of machinery is more critical to operators of press-in pilers than conventional pile driving equipment. The driving load of a pressin pile is limited by the force capacity of the hydraulic rams. If unexpected resistance is met when driving with an undersized pile hammer or vibrator, penetration will be slowed, but total refusal is rare. In contrast, if the unexpected resistance exceeds the force capacity of the press-in piler, penetration is impossible. 12

Fig. 2.7: A press-in pile driver When using dynamic installation methods, appropriate pile driving equipment is selected by predicting penetration resistance through dynamic analysis or an energy method (e.g. Hiley, 1925). In contrast, since press-in pile installation applies a quasistatic load to the pile, static equilibrium analysis can be carried out to select an appropriate size of machine. Driving load can be predicted in the same manner as ultimate load by summing shaft friction and base resistance. The state of plugging of the pile is determined on the basis of the difference between the ground levels inside and outside the pile. 2.4

Study on Pile Plugging

Pipe piles, driven with open toes to reduce driving resistance, are often used for the foundations of both land and offshore structures. During driving of a pipe pile, a soil plug is formed within the pile. The bearing capacity of a pipe pile depends strongly on the degree of soil plugging achieved during pile installation (Kindel 1977; Paikowsky and Whitman 1990; Miller and Luteneggar 1997). It is generally acknowledged that the degree of soil plugging in piles varies with soil state (stress state and density), type of soil, pile characteristics (pile diameter, penetration depth, and roughness of pile surface), and installation technique (Kraft 1991).

13

Kyuho Paik and Rodrigo Salgado (2002) conducted calibration chamber tests on model pipe piles installed in sands with different soil conditions in order to investigate the effects of the pile installation method on penetration parameters and bearing capacity. The incremental filling ratio (IFR), which is used to indicate the degree of soil plugging in open-ended piles, decreased (i) with increasing hammer weight for the same driving energy, and (ii) with increasing hammer weight at the same fall height. The behavior of open-ended piles is governed by the degree of plugging, and the degree of plugging for piles is usually quantified by the incremental filling ratio (IFR). Figures 2.1 and 2.2 show how the soil plug length and IFR change with pile penetration depth. The behavior of open-ended piles is governed by the degree of plugging, and the degree of plugging for piles is usually quantified by the incremental filling ratio (IFR). Figures 2.8 and 2.9 show how the soil plug length and IFR change with pile penetration depth.

Fig. 2.8: Development of soil plug

14

Fig. 2.9: Incremental filling ratio versus penetration depth for test piles It is seen that the soil plug length developed during pile installation decreases as the driving energy increases for a given fall height and as the hammer weight increases for the same driving energy. It can also be seen that every test pile during static load testing advances in fully plugged mode, irrespective of the pile installation method and the degree of plugging during pile installation. The load tests appear as short vertical lines in Fig. 2.8, meaning that penetration depth increases while soil plug length remains unchanged. Figure 2.9 shows that IFR is high at the start of pile driving, but then decreases sharply with penetration depth, stabilizing in the 40 to 70 % range depending on the driving parameters. Notice, however, that while the driven piles never reached a fully plugged state. Kyuho Paik et al. (2001) have carried out a study to investigate the effect of diameter and relative densities on soil plug formation. If a pile is driven in a fully coring (or fully unplugged mode), soil enters the pile at the same rate as it advances. On the other hand, if a pile is driven under plugged or partially plugged conditions, a soil plug finally attaches itself to the inner surface of the pile, preventing additional soil from entering the pile. A pile driven in the plugged mode behaves similarly as a closed-ended pile. Typically, a large-diameter pipe pile (such as used in offshore piling) driven in sand will tend to be driven in a fully coring mode, while smaller diameter piles will be 15

plugged, at least partially. Larger penetration depths and lower relative densities facilitate soil plug formation.

Fig. 2.10: IFR and soil plug length versus penetration depth for open ended pile. Gudavalli et.al. (2013) measured plug lengths at final penetration depths for open-ended driven pipe piles with different pile diameters. This analyses indicated that the PLR (plug length ratio), ratio of length of soil, values increased with the increase in pile diameter in the given soil conditions. Lüking and Kempfert (2012) have carried out a research work and investigated the influence of different factors on the plugging effect and hence the change in the loadbearing behavior mainly in non-cohesive soils using experimental, numerical and statistical methods. The maximum pile diameter in which a plugging effect could occur is about 1.5 m, (Jardine et al. 2005). Brucy et al. (1991) and Bruno and Randolph (1999) have shown that the increase of driving energy by increasing the fall height leads to higher IFR. However, examination of the results of Brucy et al. (1991) shows that the IFR decreases with increasing driving energy for the same fall height. Therefore, we can conclude that the IFR is more strongly affected by the hammer fall height than by the driving energy. It is also observed that the IFR tends to a limit value for high driving energy values or for large hammer weights at the same driving energy. 16

According to the test results of Ata and Vipulanandan (1999), the shear strength of sand increases rapidly with increasing loading rate. According to these authors, the strength of Ottawa sand was observed to change by more than 200 % as the loading rate increases 100-fold. Thus, the higher the driving energy, the higher the interface shear strength between the pile and soil plug during pile driving. Szechy (1959) and Raines et al. (1992) reported that the IFR decreases as the pile-soil plug interface friction angle increases. Therefore, piles driven by heavier hammers tend to plug more than piles driven with lighter hammers, even at the same driving energy. However, the IFR tends to stabilize as the driving energy and/or hammer weight increase beyond a certain level. For driven piles, the driving energy induces a compressive wave in the pile. As it travels down the pile, it generates dynamic friction along the pile-soil plug interface, so that a compressive wave is also induced in the soil plug. The compressive wave, however, travels more rapidly in the pile than in the soil plug, because of the large difference in the elastic modulus of steel and soil. Consequently, the pile moves down earlier than the soil plug. Only after the pile has reached its final set, the soil plug determines its own final set that depends on the resistance it encounters at the pile base. Therefore, driven piles are usually driven in partially plugged mode. It is known that a short open-ended pile has lower load capacity than an equivalent closed-ended pile. However, as pile length (or penetration depth) increases, the load capacity of the open-ended pile approaches that of the equivalent closed-ended pile. This is due to the greater degree of soil plugging with larger penetration depth (Klos and Tejchman, 1981; Paikowsky and Whitman, 1990). According to Szechy (1961), the settlement of an open-ended pile is greater than that of a closed-ended pile under the same load and soil conditions. This means that, if ultimate load capacity is defined with reference to a standard settlement of 10% of the pile diameter, for example, the load capacity of open-ended piles is typically lower than that of closed-ended piles. However, the difference in load capacities varies within a wide range, depending on the degree of soil plugging during driving. Lehane and Randolph (2001), for example, postulate that pipe piles driven in fully coring mode have base capacity only slightly higher than that of non-displacement piles, while piles driven in fully plugged mode develop base capacities that approach those of closed-ended piles.

17

Both the PLR and IFR were measured on three instrumented piles to investigate the plugging effect on different pile diameters. The measurement results are presented in Fig. 2.11 in terms of the depth versus both PLR and IFR. Test piles TP-1 (Fig 2.11a), TP-2 (Fig 2.11b), and TP-3(Fig 2.11c) were considered to be partially plugged because the IFR of all piles were between 0 and 100. It was also shown that the PLR sharply decreased in the early stage of penetration (roughly 2.0– 3.0 m) in all cases. As the pile driving process continued, the PLR of TP-1, TP-2, and TP-3 reached 0.44, 0.76, and 0.85 at the end of penetration, respectively. Based on these results, it is shown that the plugging effect of open-ended piles decreases with an increase of the pile diameter. This is consistent with most works by other researchers (e.g. Szechy 1959; Kishida 1967; Paikowsky 1989), which show that largediameter pipe piles are typically not in a plugged condition but rather in a partially plugged condition.

Fig. 2.11: PLR and IFR measurement: (a) TP-1 (after Lehane and Randolph, 2001)

18

Fig. 2.11(contd.): PLR and IFR measurement: (b) TP-2; (c) TP-3.

19

Lehane and Gavin (2001), Gavin and Lehane (2003) and Foye et al. (2009) demonstrated experimentally that plugging increased both the shaft and base resistance of piles installed in sand and proposed correlations between pile resistance and IFR. Both Jardine et al (2005) and Lehane et al (2005) incorporated plugging into design practice in the ICP-05 and UWA-05 design approaches, for piles in sand, which are included in the commentary of the latest American Petroleum Institute (API) design code. 2.5

Concluding Remarks

Both open-ended and closed-ended pipe piles are often used in practice, but highquality information available on the plugging of these piles is very limited. The load response of open-ended pipe piles is primarily affected by the degree to which a soil plug develops within the pile. Experimental data found in the literature suggest that the degree of plugging for piles varies with so many factors like soil properties, pile characteristics as well as installation method (driving or jacking, driving energy, and hammer weight). However, no published literature was available on the study of plugging effect of pile in Bangladesh soil. The use of pipe piles in Bangladesh are increasing day by day in large projects in bridges, jetty structures and also in the form sand compactions piles for soil improvement. As such, it was felt necessary that a study should be carried out on the plugging aspect of pipe piles.

20

Chapter 3 Test Program and Procedure 3.1

General

This chapter presents the details about materials used and methods followed for the determination of bottom plugin effect of open-ended displacement pipe pile with different types of soils and pipe diameter. For convenience, this chapter is divided into two parts: (i) material properties and (ii) experimental program. Collection of materials and their physical properties are briefly described in the first part. The experimental setup, test program procedure and instrumental description are presented in the later part of the chapter. 3.2

Materials Used

The sand samples were collected from different location of Bangladesh namely, Sylhet (coarse sand) and Turag River (fine sand) which were used for the test. Both samples were sieved through ASTM #4 sieve (0.187 inch) in order to separate the sand particles. Tests were done by varying the densities of the soil sample. 3.2.1

Sand

As mentioned earlier, two types of sand were used in this study, fine sand and coarse sand. Several tests were performed in order to determine the physical and engineering properties of the samples. These tests are Specific gravity (according to ASTM D854), Grain size analysis (according to ASTM D422), Minimum density (according to ASTM D4254), Maximum density (according to ASTM D4255) and Permeability Test (according to ASTM D5084). Grain size distribution of the samples is shown in Figs. 3.1 and 3.2. The properties of the fine and coarse sand derived from these standard tests are also presented in Table 3.1. 3.2.2

Pipe Piles

In this study, two types of pipe piles were used as pile: (i) Aluminum and (ii) Stainless Steel (SS). Three different types of diameters are used for each type of pile material. For aluminum pipe pile 1 inch, 1.5 inch and 2 inch outer diameter pipes were used. For SS pipe pile 0.5 inch, 1 inch and 1.5 inch outer diameter pipes were used. All pipes 21

were 18″ long with different diameters. Photographs of the pile piles are shown in Figs. 3.3 and 3.4. 100

Percent Finer

80

60

40

20

0 0.01

0.1

1

10

Particle Size (mm) Fig. 3.1: Grain size distribution of fine sand (Turag sand) 100

Percent Finer

80

60

40

20

0 0.01

0.1

1

Particle Size (mm) Fig. 3.2: Grain size distribution of coarse sand (Sylhet sand)

22

10

Table 3.1: Physical properties of soil Properties

Soil Sample Fine Sand Coarse Sand

Particle Specific Gravity

2.71

2.69

Effective size, D10 (inch)

3x10-3

6x10-3

D30 (inch)

6.7 x10-3

0.356.7 x10-3

D50 (inch)

6.7 x10-3

13.78 x10-3

D60 (inch)

9.84 x10-3

28.35 x10-3

Uniformity Coefficient, Cu

3.247

4.645

Coefficient of curvature, Cz

1.501

1.098

Fineness Modulus

1.07

2.38

Minimum Density (lb/ft3)

79.87

93.60

Maximum Density (lb/ft3)

103.58

117.31

Loose state (5 blow/layer)

28.80  10-3

56.06  10-3

Medium Dense (10 blow/layer)

27.07  10-3

48.99  10-3

Dense (15 blow/layer)

26.14  10-3

29.28  10-3

Permeability of Soil (ft/sec)

2 inch

1.5 inch

1 inch

Fig. 3.3: Aluminum pipes (1 inch, 1.5 inch and 2 inch diameter)

23

0.5 inch

1 inch

1.5 inch

Fig. 3.4: Stainless Steel pipes (0.5 inch, 1 inch and 1.5 inch diameter) 3.3

Experimental Program

The experimental programs were performed to estimate the plugging length of different pipe diameters and materials along with different soil samples. For this purpose, a sand tank and measuring rods are fabricated. A number of tests were conducted at different densities and different water table conditions. The variation of plugging length with densities and water table are shown in the following Chapter 4. The details of the experimental setup, preparation of soil sample and experimental procedure are described in the following subsections. 3.3.1

Experimental Setup

The experimental setup used in this investigation mainly consisted of a tank, pipes (Al and SS), measuring rods, holder, proving ring and mechanical setup for press-in pile. The descriptions of these apparatus are given below: (a)

Fabrication of tank for holding sand bed

A metallic tank designed and fabricated using 0.08 inch thick steel was used as the container to retain the soil sample. Thus the tank is known as the tank for soil bed formation. The inside dimension of the tank was same to make cubic sand bed having length, width and depth dimensions of 20 inch. Schematic diagram of the tank is shown in Fig. 3.5. 24

Figure 3.5: Schematic diagram sand bed holding tank (b)

Depth measuring tool

A very small diameter rod was used for each pipe to measure the plugging length, as shown in Fig. 3.6. At the bottom of the rod a circular thin plate was attached whose diameter is slightly less than the inner diameter of each pipe such that the rod can easily move into the pipe. The weight of the measuring tool was very light so that it has negligible effect on the plugging of soil. (c)

Holder

Three holders are used to fit different diameters of pipe in the same loading frame setup. A clamp is attached to the top of the holder to join with the proving ring so that load comes from the proving ring can be evenly distributed to all pipes. Holding device is shown in Fig. 3.7. (d)

Proving ring

A proving ring device was used to measure the load applied to the pile. It consists of an elastic ring with a measuring device located in the center of the ring. Proving ring with strain dial gauge is shown in Fig. 3.8.

25

The proving ring consists of two main elements, the ring itself and the diametermeasuring system, Fig. 3.8. Forces are applied to the ring through external bosses. The resulting change in diameter or the deflection of the ring, is measured with a micrometer screw and vibrating reed mounted diametrically within the ring. Calibration of the proving ring was done before using.

Fig. 3.6: Depth measuring rods having different base diameters

Fig. 3.7: Device for holding pipe piles 26

Fig. 3.8: Proving ring with dial gauge (e)

Load frame setup for press-in pile

Press-in pile driving machines provide an alternative method for installing pre-formed tubular or sheet piles. These machines use hydraulic rams to press piles into the ground. This technique eliminates the vibration, hammering and noise pollution associated with dynamic installation methods.

Fig 3.9: Electrical load frame setup for press-in pile 27

The setup consists of a metal rod (1.5 inch dia), a gear box and a motor. There are two sensors which automatically turn of the device when the pipe reaches to extreme ends. 3.3.2

Calibration of Density

Sand bed density was calibrated using a standard cone and a standard container whose volume and initial weight was known. A standard cone is shown in Fig. 3.10 and standard container is shown in the Fig. 3.11. The container was filled with sand falling from the cone at different height. Three heights were used in order to achieve three types of density. Falling from 2 inch height was referred to as loose sand. Similarly, falling height 1ft refers to medium dense and falling height 2 ft. refers to dense sand. Table 3.2 shows the calibrated densities with respect to certain falling height.

Fig. 3.10: Standard cone

Fig. 3.11: Standard container

Table 3.2: Calibration of density and density index Height of fall (inch)

Coarse sand (Sylhet sand) Bulk density (lb/ft3)

2

97.406

12

98.281

24

99.590

Min. density (lb/ft3)

93.413

Max. density (lb/ft3)

117.499

Fine sand (Turag sand)

Density index (%)

Bulk density (lb/ft3)

20.0

82.243

24.2

84.302

30.4

85.176

28

Min. density (lb/ft3)

Max. density (lb/ft3)

Density index (%) 11.5

80.122

103.459

22.3 26.3

3.3.2

Sand Bed Preparation

Sand bed was prepared in the fabricated steel framed experimental cubic tank. Free falling method from a certain height was used to fill the experimental tank in order to achieve uniform density. The step by step procedures for preparing soil sample for this experiment are as follows. They are illustrated in Fig. 3.12. (i)

Soil samples were sieved through #4 sieve (0.187 inch) to exclude the impurities.

(ii)

A standard cone was used to fill the tank from a known height.

(iii) Continuous filling was used so that uniform density can be ensured. (iv) The top of the sand bed was levelled with straight edge to produce a smooth surface. (v)

For the tests where water table was needed, water was provided from the bottom of the sand bed by hose pipe.

(vi) Transparent hose pipe was used to maintain water table at different levels.

(a) 2” falling height

(b) 12” falling height

(c) 24” falling height

Fig. 3.12: Preparation of sand bed with various falling height

29

3.3.3

Test Procedures for Plug-in

The plug-in test for all combinations of pile diameter and sand bed densities were done in the sand bed tank using the loading frame. The step by step test procedures are described below and are illustrated in Figs. 3.13 and 3.14. (i)

Sand bed was prepared in accordance with the procedures described in Section 3.3.2.

(ii)

Three pipes were attached at a time with the holder to the proving ring.

(iii) Measuring rods was placed in each pipe carefully and their initial position was recorded. (iv) Load was given from the press in pile driving machine gradually. (v)

The proving ring dial reading were recorded per ½ inch penetration.

(vi) Plugging length of each pipe was measured continuously using measuring tape at every 0.5 inch penetration depth. (vii) For each setup, the test piles were driven up to 12 inch and the necessary data were recorded.

Fig. 3.13: SS pipe pile in fine sand

Fig. 3.14: Al pipe pile in coarse sand

(No water table)

(Water table at ground level)

30

Proving Ring Dial Gauge Guide rod Plugged Length Fig. 3.15: Plugged length after driving of piles to a certain depth. 3.3.4

Test Program for Plug-in Observation

In total 36 tests were conducted for various water table conditions, densities and pipe materials. The test schemes are tabulated in Tables 3.3 and 3.4. Table 3.3: Test scheme for the experimental study (Sand bed of fine soil) Relative Density

Dr =11.5%

WT condition

Pipe Material

Test Designation

No WT

Al

F-1

WT at mid height

Al

F-2

WT at GL

Al

F-3

No WT

SS

F-4

WT at mid height

SS

F-5

WT at GL

SS

F-6

31

Relative Density

Dr = 22.3%

Dr = 26.3%

WT condition

Pipe Material

Test Designation

No WT

Al

F-7

WT at mid height

Al

F-8

WT at GL

Al

F-9

No WT

SS

F-10

WT at mid height

SS

F-11

WT at GL

SS

F-12

No WT

Al

F-13

WT at mid height

Al

F-14

WT at GL

Al

F-15

No WT

SS

F-16

WT at mid height

SS

F-17

WT at GL

SS

F-18

Table 3.4: Test scheme for the experimental study (Sand bed of coarse soil) Relative Density

Dr = 20%

Dr = 24.2%

Dr = 30.4%

WT condition

Pipe Material

Test Designation

No WT

Al

C-1

WT at mid height

Al

C-2

WT at GL

Al

C-3

No WT

SS

C-4

WT at mid height

SS

C-5

WT at GL

SS

C-6

No WT

Al

C-7

WT at mid height

Al

C-8

WT at GL

Al

C-9

No WT

SS

C-10

WT at mid height

SS

C-11

WT at GL

SS

C-12

No WT

Al

C-13

WT at mid height

Al

C-14

WT at GL

Al

C-15

No WT

SS

C-16

WT at mid height

SS

C-17

WT at GL

SS

C-18

32

Chapter 4 Test Results and Discussions 4.1

General

This chapter covers the results and discussions of the laboratory investigation on the plugging effect of open ended pipe pile. Experimental results are presented here to evaluate the plugging effect for varying parameters like pipe diameter, water table condition, soil type, pipe material and soil densities. Based on the data obtained, analyses of the results and discussions are presented in the following sections. 4.2

Analysis of Test Data

In total 36 tests were carried out using two types of soil having different coarsenesses (Fineness Modulus 1.07 and 2.38), termed as fine and coarse, with varying soil densities, pile diameter, pile materials, and water table. Piles were pushed into the prepared sand bed of desired density using a motorized loading frame and load settlement readings were recorded along with plug-in height/length of the soil into the pipe. The two most widely used indicators of soil plugging, plug length ratio (PLR) and incremental filling ratio (IFR) were estimated using the following relationships as mentioned earlier in Chapter 2. 𝑃𝐿𝑅 = 𝐿/𝐷

(2.3)

𝐼𝐹𝑅 = ∆𝐿/∆𝐷

(2.4)

Where, 𝐷

= pile penetration depth;

𝐿

= length of soil plug;

∆𝐷 = increment of pile penetration depth; and ∆𝐿

= increment of soil plug length corresponding to an increment of pile penetration depth ∆𝐷 (Fig. 2.2).

All the test data from 36 tests with estimated PLR and IFR values are summarized in Appendix-A.

33

From each set of experimental data for a test, 4 graphs were plotted; Plugging Length vs Load, Plugging Length vs Penetration Depth, Plug Length Ratio (PLR) vs Penetration Depth and Penetration Depth vs Incremental Filling Ratio (IFR). They are presented in Appendix-B. The test results are summarized in Tables 4.1 and 4.2 for fine and coarse soils respectively. Table 4.1: PLR values for Fine Sand (FM = 1.07, D50 = 8.66x10-3 inch) for various soil density and submergence different conditions Dr = 11.5% Pile Diameter (inch)

0.5

1.0

1.5

2.0

PLR (Al, no WT)

0.321

0.575

0.838

PLR (Al, WT at mid height)

0.333

0.617

0.846

PLR (Al, WT at GL)

0.321

0.604

0.833

PLR (SS, no WT)

0.171

0.671

0.821

PLR (SS, WT at GL)

0.179

0.433

0.792

PLR (SS, WT at GL)

0.121

0.342

0.588

1.0

1.5

2.0

PLR (Al, no WT)

0.275

0.433

0.571


0.250

0.475

0.621

PLR (Al, WT at GL)

0.263

0.392

0.604

Dr = 22.2% Pile Diameter (inch)

0.5

PLR (SS, no WT)

0.138

0.396

0.646

PLR (SS, WT at GL)

0.138

0.483

0.742

PLR (SS, WT at GL)

0.142

0.388

0.733

1.0

1.5

2.0

PLR (Al, no WT)

0.246

0.346

0.508


0.404

0.433

0.575

PLR (Al, WT at GL)

0.192

0.304

0.538


0.5

PLR (SS, no WT)

0.133

0.463

0.604

PLR (SS, WT at GL)

0.146

0.588

0.700

PLR (SS, WT at GL)

0.250

0.392

0.525

34

Table 4.2: PLR values for Coarse Sand (FM = 2.38, D50 = 22.44x10-3 inch) for various soil density and submergence different conditions Dr = 20% Pile Diameter (inch)

0.5

1.0

1.5

2.0

PLR (Al, no WT)

0.242

0.446

0.663


0.275

0.438

0.771

PLR (Al, WT at GL)

0.213

0.200

0.292

PLR (SS, no WT)

0.450

0.113

0.638

PLR (SS, WT at GL)

0.083

0.392

0.596

PLR (SS, WT at GL)

0.096

0.379

0.558

1.0

1.5

2.0

PLR (Al, no WT)

0.221

0.388

0.633


0.267

0.400

0.621

PLR (Al, WT at GL)

0.225

0.367

0.421


0.5

PLR (SS, no WT)

0.067

0.233

0.521

PLR (SS, WT at GL)

0.104

0.408

0.700

PLR (SS, WT at GL)

0.050

0.354

0.475

1.0

1.5

2.0

PLR (Al, no WT)

0.108

0.213

0.350


0.296

0.458

0.767

PLR (Al, WT at GL)

0.250

0.400

0.596


0.5

PLR (SS, no WT)

0.046

0.221

0.458

PLR (SS, WT at GL)

0.096

0.396

0.692

PLR (SS, WT at GL)

0.075

0.342

0.633

In the subsequent sections, the test results are presented graphically to depict the relationship among different parameters that affect plugging behaviour. The PLR values at 12 inch penetration depth for all conditions are taken into consideration.

35

4.3

Effect of Pile Diameter on Plugging at Different Water Table Conditions

The variations of PLR with pile diameter for aluminum pipe pile are presented in Figs. 4.1 to 4.6, and those for steel piles are presented in Figs. 4.7 to 4.11. It can be observed that the PLR value in general increases with the increasing pile diameter. 0.90 0.80 0.70 0.60

PLR

0.50 0.40 0.30 No WT 0.20

WT at Mid Height WT at GL

0.10 0.00 1 INCH DIA

1.5 INCH DIA

2 INCH DIA

Fig. 4.1: PLR vs Pipe Dia Curve at Different Water Table Condition (Aluminum pipe, Fine sand, D50=8.66x10-3 inch, Dr=11.5%)

0.70 0.60 0.50

PLR

0.40 0.30 0.20

No WT WT at Mid Height

0.10

WT at GL

0.00 1 INCH DIA

1.5 INCH DIA

2 INCH DIA

Fig. 4.2: PLR vs Pipe Dia Curve at Different Water Table Condition (Fine sand, D50=8.66x10-3 inch, Dr=22.3%)

36

0.70 0.60 0.50

No WT WT at Mid Height WT at GL

PLR

0.40 0.30 0.20 0.10 0.00 1 INCH DIA

1.5 INCH DIA

2 INCH DIA

Fig. 4.3: PLR vs Pipe Dia Curve at Different Water Table Condition (Aluminum pipe, Fine sand, D50=8.66x10-3 inch, Dr=26.3%) 0.90 0.80 0.70 0.60


PLR

0.50 0.40 0.30 0.20 0.10 0.00 1 INCH DIA

1.5 INCH DIA

2 INCH DIA

Fig. 4.4: PLR vs Pipe Dia Curve at Different Water Table Condition (Aluminum pipe, Coarse sand, D50=22.44x10-3 inch, Dr=20%) 0.70 0.60 0.50


PLR

0.40 0.30 0.20 0.10 0.00 1 INCH DIA

1.5 INCH DIA

2 INCH DIA

Fig. 4.5: PLR vs Pipe Dia Curve at Different Water Table Condition (Aluminum pipe, Coarse sand, D50=22.44x10-3 inch, Dr=24.2%) 37

0.90 0.80 0.70 0.60


PLR

0.50

0.40 0.30 0.20 0.10 0.00 1 INCH DIA

1.5 INCH DIA

2 INCH DIA

Fig. 4.6: PLR vs Pipe Dia Curve at Different Water Table Condition (Aluminum pipe, Coarse sand D50=22.44x10-3 inch, Dr=30.4%) 0.90 0.80 0.70


0.60

PLR

0.50 0.40 0.30 0.20 0.10

0.00 0.5 INCH DIA

1 INCH DIA

1.5 INCH DIA

Fig.4.7: PLR vs Pipe Dia Curve at Different Water Table Condition (Steel pipe, Fine sand, D50=8.66x10-3 inch, Dr=11.5%) 0.80 0.70 0.60

PLR

0.50


0.40 0.30 0.20 0.10 0.00 0.5 INCH DIA

1 INCH DIA

1.5 INCH DIA

Fig. 4.8: PLR vs Pipe Dia Curve at Different Water Table Condition (Steel pipe, Fine sand, D50=8.66x10-3 inch, Dr=22.3%) 38

0.80 0.70

0.60


PLR

0.50 0.40 0.30 0.20 0.10 0.00 0.5 INCH DIA

1 INCH DIA

1.5 INCH DIA

Fig. 4.9: PLR vs Pipe Dia Curve at Different Water Table Condition (Steel pipe, Fine sand D50=8.66x10-3 inch, Dr=26.3%) 0.70 0.60


0.50

PLR

0.40 0.30 0.20 0.10 0.00 0.5 INCH DIA

1 INCH DIA

1.5 INCH DIA

Fig. 4.10: PLR vs Pipe Dia Curve at Different Water Table Condition (Steel pipe, Coarse sand, D50=22.44x10-3 inch, Dr=20%) 0.80 0.70 0.60


PLR

0.50 0.40 0.30 0.20 0.10 0.00 0.5 INCH DIA

1 INCH DIA

1.5 INCH DIA

Fig. 4.11: PLR vs Pipe Dia Curve at Different Water Table Condition (Steel pipe, Coarse sand, D50=22.44x10-3 inch, Dr=24.2%) 39

0.80 No WT WT at Mid Height WT at GL

0.70 0.60

0.50

PLR

0.40 0.30 0.20 0.10 0.00 0.5 INCH DIA

1 INCH DIA

1.5 INCH DIA

Fig. 4.12: PLR vs Pipe Dia Curve at Different Water Table Condition (Steel pipe, Coarse sand, D50=22.44x10-3 inch, Dr=30.4%)

Plugging behaviour was found similar for different pipe materials though PLR value was larger for stainless steel pipe might be because of smaller skin friction. Plug-in was found to decrease with the increase of diameter of the pipe. It was found that for 1.5 inch diameter pipe plugging decreases 80%-90% compared to 1 inch dia pipe. On the contrary, plugging decreases only 30%-40% for 2 inch diameter pipe compared to 1.5 inch diameter pipe. Statistical analysis of the data yielded the relationships as presented in Chapter 5. 4.4

Effect of Relative Density on Plugging for Different Particle Sizes and

Pipe Materials The variations of PLR with relative density for different particle size as well as different pipe materials are arranged in Figs. 4.13 to 4.18. It can be observed that the PLR value usually decreases with the increasing relative density.

40

0.800 0.700 0.600 D50=8.66x10^-3 inch,Al D50=8.66x10^-3 inch,SS D50=22.44x10^-3 inch,Al D50=22.44x10^-3 inch,SS

PLR

0.500 0.400 0.300 0.200 0.100 0.000 0

5

10

15

20

25

30

35

Reative Density (%) Fig. 4.13: PLR vs Relative Density Curve for Different Particle Sizes and Pipe Materials (1” Dia pipe, No WT) 0.700 0.600

PLR

0.500 D50=8.66x10^-3 inch,Al D50=8.66x10^-3 inch,SS D50=22.44x10^-3 inch,Al D50=22.44x10^-3 inch,SS

0.400 0.300 0.200 0.100 0.000 0

5

10

15

20

25

30

35

Reative Density (%) Fig. 4.14: PLR vs Relative Density Curve for Different Particle Sizes and Pipe Materials (1” Dia pipe, WT at mid height) 0.450 0.400 0.350

PLR


0.250 0.200 0.150 0.100

0.050 0.000 0

5

10

15

20

25

30

35

Reative Density (%) Fig. 4.15: PLR vs Relative Density Curve for Different Particle Sizes and Pip Materials (1” Dia pipe, WT at GL)

41

0.900 0.800 0.700

PLR


0.500 0.400 0.300

0.200 0.100 0.000 0

5

10

15

20

25

30

35

Reative Density (%) Fig. 4.16: PLR vs Relative Density Curve for Different Particle Sizes and Pipe Materials (1.5” Dia pipe, No WT) 0.900 0.800 0.700

PLR

0.600

D50=8.66x10^-3 inch,Al D50=8.66x10^-3 inch,SS D50=22.44x10^-3 inch,Al D50=22.44x10^-3 inch,SS

0.500 0.400 0.300 0.200 0.100 0.000 0

5

10

15

20

25

30

35

Reative Density (%) Fig. 4.17: PLR vs Relative Density Curve for Different Particle Sizes and Pipe Materials (1.5” Dia pipe, WT at mid height) 0.800 0.700 0.600

PLR

0.500

D50=8.66x10^-3 inch,Al D50=8.66x10^-3 inch,SS D50=22.44x10^-3 inch,Al D50=22.44x10^-3 inch,SS

0.400 0.300 0.200 0.100 0.000 0

5

10

15

20

25

30

35

Reative Density (%) Fig. 4.18: PLR vs Relative Density Curve for Different Particle Sizes and Pipe Materials (1.5” Dia pipe, WT at GL)

42

Plugging behaviour was found quite different for different particle sizes though PLR value was smaller for higher relative density. This is due to greater compactness of the soil. Plug-in was found to increase faster with the decrease of D50 of soil sample. It was found that for fine sand (D50=8.66x10-3 inch) PLR decreases 15%-55% for same pipe material. On the contrary, PLR decreases 3%-100% for coarse sand (D50=22.44x10-3 inch). Statistical analysis of the data yielded the relationships as presented in Chapter 5. 4.5

Effect of Water Table on Plug-in for Different Pipe Materials and

Diameters The plug length ratio data obtained are plotted, in Figs. 4.13 to 4.18, against water table for both steel and aluminum piles of different diameters. The plug length ratio was found to increase initially with the increase in water table and then found to decrease with the increase of water table. PLR increases 5%-15% in case of water table at mid height compared to dry condition of soil. On the other hand conditions for fully saturated condition PLR decreases around 8%. Statistical analysis of the data yielded the relationships as presented in Chapter 5.

0.90 0.80 0.70 0.60

0.50 PLR

0.40 0.30 0.20

1" Dia Al

1.5" Dia Al

0.10

1" Dia SS

1.5" Dia SS

0.00

No WT

WT at Mid Height

WT at GL

Water Table Condition

Fig. 4.19: PLR vs Water Table Condition for Different Pipe Material (Fine sand, D50=8.66x10-3 inch, Dr=11.5%)

43

0.80 0.70 0.60 0.50

PLR

0.40 0.30 0.20 0.10 0.00

No WT

1" Dia Al

1.5" Dia Al

1" Dia SS

1.5" Dia SS

WT at Mid Height

WT at GL


Fig. 4.20: PLR vs Water Table Condition for Different Pipe Material (Fine sand, D50=8.66x10-3 inch, Dr=22.3%) 0.80 0.70 0.60 0.50

PLR

0.40 0.30 0.20 1" Dia Al 1" Dia SS

0.10

1.5" Dia Al 1.5" Dia SS

0.00

No WT

WT at Mid Height

WT at GL


Fig. 4.21: PLR vs Water Table Condition for Different Pipe Material (Fine sand, D50=8.66x10-3 inch, Dr=26.3%) 0.70 0.60 0.50 0.40

PLR

0.30

0.20 0.10

1" Dia Al

1.5" Dia Al

0.00

1" Dia SS

1.5" Dia Al

No WT

WT at Mid Height

WT at GL


Fig. 4.22: PLR vs Water Table Condition for Different Pipe Material (Coarse sand, D50=22.44x10-3 inch, Dr=20%) 44

0.80 0.70 0.60 0.50

PLR

0.40 0.30 0.20 0.10 0.00

No WT

1" Dia Al

1.5" Dia Al

1" Dia SS

1.5" Dia SS

WT at Mid Height

WT at GL


Fig. 4.23: PLR vs Water Table Condition for Different Pipe Material (Coarse sand, D50=22.44x10-3 inch, Dr=24.2%) 0.80 0.70 0.60 0.50

PLR

0.40 0.30 0.20 0.10 0.00

No WT

1" Dia Al

1.5" Dia Al

1" Dia SS

1.5" Dia SS

WT at Mid Height

WT at GL


Fig. 4.24: PLR vs Water Table Condition for Different Pipe Material (Coarse sand, D50=22.44x10-3 inch, Dr=30.4%)

4.6

Effect of Density on Plug-in for Different Pipe Diameters

The plug-in ratio data were plotted against pipe diameter for different soil densities for various water table conditions, in Figs. 4.19 to 4. It is observed that plug length reduces with the increase of relative density for considerable number of setups. The reduction of PLR is within the range of 35%. But for other cases some absurd behaviour is noticed. This phenomena may be occurred due to loose deposit of soil.

45

PLR

0.900 0.800 0.700 0.600 0.500 0.400 0.300 0.200 0.100 0.000

Dr=11.5% Dr=22.3% Dr=26.3%

0

0.5

1

1.5

2

2.5

Pipe Diameter (inch)

Fig. 4.25: PLR vs Pipe diameter for Different Densities

PLR

(Fine sand, D50=8.66x10-3 inch, No WT, Al- pipe)

0.900 0.800 0.700 0.600 0.500 0.400 0.300 0.200 0.100 0.000

Dr=11.5% Dr=22.3% Dr=26.3%

0

0.5

1

1.5

2

2.5



PLR

(Fine sand, D50=8.66x10-3 inch, WT at mid height, Al) 0.900 0.800 0.700 0.600 0.500 0.400 0.300 0.200 0.100 0.000

Dr=11.5% Dr=22.3% Dr=26.3%

0

0.5

1

1.5

2


Fig. 4.27: PLR vs Pipe diameter for Different Densities (Fine sand, D50=8.66x10-3 inch, WT at GL, Al-pipe) 46

2.5

PLR

0.900 0.800 0.700 0.600 0.500 0.400 0.300 0.200 0.100 0.000

Dr=11.5% Dr=22.3% Dr=26.3%

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.4

1.6



PLR

(Fine sand D50=8.66x10-3 inch, no WT, SS-pipe)

0.900 0.800 0.700 0.600 0.500 0.400 0.300 0.200 0.100 0.000

Dr=11.5% Dr=22.3% Dr=26.3%

0

0.2

0.4

0.6

0.8

1

1.2


Fig. 4.29: PLR vs Pipe diameter for Different Densities (Fine sand, D50=8.66x10-3 inch, WT at mid height, SS-pipe)

0.800 Dr=11.5%

0.700

Dr=22.3%

PLR

0.600

Dr=26.3%

0.500 0.400

0.300 0.200 0.100 0.000 0

0.2

0.4

0.6

0.8

1

1.2

1.4


Fig. 4.30: PLR vs Pipe diameter for Different Densities (Fine sand, D50=8.66x10-3 inch, WT at GL, SS-pipe) 47

1.6

0.700

Dr=20%

0.600

Dr=24.2%

PLR

0.500

Dr=30.4%

0.400 0.300 0.200 0.100 0.000 0

0.5

1

1.5

2

2.5



PLR

(Coarse sand, D50=22.44x10-3 inch, No WT, Al-pipe) 0.900 0.800 0.700 0.600 0.500 0.400 0.300 0.200 0.100 0.000

Dr=20% Dr=24.2% Dr=30.4%

0

0.5

1

1.5

2

2.5


Fig. 4.32: PLR vs Pipe diameter for Different Densities (D50=22.44x10-3 inch, WT at mid height, Al-pipe)

0.700 Dr=20%

0.600

Dr=24.2%

PLR

0.500

Dr=30.4%

0.400

0.300 0.200 0.100 0.000 0

0.5

1

1.5

2


Fig. 4.33: PLR vs Pipe diameter for Different Densities (Coarse sand, D50=22.44x10-3 inch, WT at GL, Al-pipe)

48

2.5

0.700 Dr=20%

0.600

Dr=24.2%

PLR

0.500

Dr=30.4%

0.400 0.300 0.200 0.100 0.000 0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.4

1.6


Fig. 4.34: PLR vs Pipe diameter for Different Densities (Coarse sand, D50=22.44x10-3 inch, No WT, SS)

PLR

0.800 0.700

Dr=20%

0.600

Dr=24.2%

0.500

Dr=30.4%

0.400 0.300 0.200 0.100 0.000 0

0.2

0.4

0.6

0.8

1

1.2


Fig. 4.35: PLR vs Pipe diameter for Different Densities (Coarse sand, D50=22.44x10-3 inch, WT at mid height, SS) 0.700 Dr=20%

0.600

Dr=24.2%

PLR

0.500

Dr=30.4%

0.400 0.300 0.200 0.100 0.000 0

0.2

0.4

0.6

0.8

1

1.2

1.4


Fig. 4.36: PLR vs Pipe Diameter for Different Densities (Coarse sand, D50=22.44x10-3 inch, WT at GL, SS) 49

1.6

The following comments can be made from the test results: a)

For 1 inch dia Aluminum pipe IFR becomes zero for all conditions which indicates fully plugged condition. For 1.5 inch dia Al pipe, IFR varies in between 10%-20% indicating near plugging condition. But for 2 inch dia Al pipe, IFR lies around 50%-60% which indicates unplugged condition.

b)

It is observed that fully plugged condition is achieved at 6-7 inch penetration depth for 0.5 inch Al pipe pile in fine sand (D50=8.66x10-3 inch, Dr=11.5%). It decreases with the increase of density. At Dr=26.3% the fully plugged condition is achieved at 4-5 inch penetration depth, irrespective of water table condition.

c)

Stainless steel pipe behaves quite similar to Al pipe except its plug length is higher than the Al pipe. For 1 inch pipe, plug length is 30%-40% higher in SS pipe compared to Al pipe.

d)

IFR values tends to zero for smaller dia pipes for both SS and Al.

e)

For coarse sand (D50 = 22.44x10-3 inch) the length at which fully plugged condition occurs decreases with increasing density. For 1 inch dia Al pipe , at penetration depth 8-9 inch, fully plugged condition is achieved whereas it is 6-7 inch for fine sand (D50= 22.44x10-3 inch)

f)

IFR decreases with the increase of pipe diameter. For smaller diameter pile, IFR becomes zero after certain penetration depth. Larger diameter piles remains unplugged for greater penetration depth.

g)

SS pipe behaves quite similar to Al pipe except its plug length is higher than the Aluminum pipe. For 1 inch pipe, plug length is 35%-45% higher in SS pipe compared to Al pipe.

h)

IFR values tends to zero at smaller dia pipes for both SS and Al.

50

Chapter 5 Conclusion and Recommendation 5.1

General

This chapter summarizes conclusion on the test results and major findings of the study. Major objectives of this study were to find out the effect of different parameters on soil plugging. These effects were investigated on limited experimental analysis. 5.2

Conclusion

The following conclusions can be drawn from the present study. a) The PLR value increases with the increase of water table after a certain value, decreases with the increase of water table. Although the studied piles show some deviation, the best fitting of the PLR with the water table height was found by the polynomial expression: PLR = -0.3005x2 + 0.2808x + 0.3934

(5.1)

Where x= ratio of height of water table to total depth b) Plug length increases with the increase of diameter. PLR value can be correlated with the diameter for different pipe materials and soil condition. For the best fit of PLR with the pile diameter, following equation is used PLR = 0.2909x1.2071

(5.2)

Where x = pipe diameter (in inch) c) PLR value decreases with the increase of relative density. PLR value can be correlated with the relative density for different particle sizes and pipe materials. For the best fit of PLR with the relative, following equation is used PLR = -0.0001x3 + 0.0072x2 - 0.1624x + 1.5934

(5.3)

Where x = relative density (%) d) PLR can be correlated with different independent variables using regression analysis. The following two linear equations are suggested for the four independent variables i.e. pile diameter, Particle size (D50), Relative Density (Dr) and water table height. For Aluminum Pile: PLR = 0.4D-1.9617D50-0.00634Dr-0.00432WT

51

(5.4)

For Stainless Steel Pile: PLR = 0.51026D-5.5843D50-0.00145Dr—0.01235WT

(5.5)

Where, D= pile diameter (in inch), D50 = Particle size (in inch), Dr= Relative Density (%), WT= ratio of height of water table to total depth. 5.3

Recommendation for Future Study

Soil plugging of open-ended piles is a highly relevant area, both in terms of drivability and the magnitude of resistance that can be mobilized for the piles. The fact that soil plugging is so strongly related to the driving method and soil conditions means that it is both hard to predict and to model the behavior of the piles. Below is a list of suggested areas for future studies: (i)

The tests were carried out on only two types of soil samples. Other types of soil sample (eg. Clay, Silt, Viti sand etc) can be used to observe the effects on those samples.\

(ii)

Only 12 inch driving of pile is done to notice the plugging behaviour. More depths can be used.

(iii) The pore water pressure near the pile toe has great influence on the soil plug capacity through the effective stresses generated during driving. Although studies have been made to investigate effect of water table on the plugging, this is still an area where more knowledge is needed since the results are sensitive to the soil and pile properties. (iv) More available computing power these days allows for FEM analysis based on more advanced soil models, finer meshing, adaptive meshing and an increased number of components included in the model. Soil plugging during driving is consequently increasingly feasible to model in a realistic setup. The possibility of modelling the entire driving scenario and comparing the results to field measurements from the actual driving situation is definitely an interesting are for future research. (v)

In this study, Al & SS – two types of pipe pile are used. Other materials like GI pipe, Carbon and alloy steel, Corrugated Steel Pipe, Polymer Pre-coated etc. can be investigated.

(vi) Layered soil sample can be used with alternating layers in different depths. 52

(vii) The experiment of this study was done in drained condition. Undrained condition and more water table depths can be used for further study. (viii) Comparison with field data can be done in order to judge the lab model data with field data.

53

References American Petroleum Institute (API) (1993) RP2A: Recommended practice of planning, designing and constructing fixed offshore platforms- Working stress design, 20th edition, Washington 59-61. Brucy, F., Meunier, J., and Nauroy, J. F., (1991), “Behavior of Pile Plug in Sandy Soils During and After Driving,”Proceedings, 23rd Annual Offshore Technology Conference, Vol. 1, pp. 145–154. Bruno, D. and Randolph, M. F., (1999), “Dynamic and Static Load Testing of Model Piles Driven into Dense Sand,”Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol. 125, No. 11, pp. 988–998. Choi, Y. and O’Neill, M. W., (1997), “Soil Plugging and Relaxation in Pipe Pile During Earthquake Motion, “Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol. 123, No. 10, pp. 975–982. Chow, F.C. (1997) “Investigations into behaviour of displacement piles for offshore structures”, PhD Thesis, Civ. Eng. Dept., University of London (Imperial College). De Nicola, A., (1996). “The Performance of Pipe Piles in Sand”. PhD Thesis, The University of Western Australia, Perth, Australia. De Nicola, A. and Randolph, M. F., (1997), “The Plugging Behavior of Driven and Jacked Piles in Sand,”Geotechnique, London, UK, Vol. 47, No. 4, pp. 841–856. Gudavalli, S., Safaqah, O. & Seo, H., (2013). “Effect of Soil Plugging on Axial Capacity of Open Ended Pipe Piles in Sands”, Paris, Presses des Ponts. Henke, S., and Grabe, J., (2008). “Numerical investigation of soil plugging inside openended piles with respect to the installation method”. Acta Geotechnica, 3(3), pp. 215– 223 Jeong, S., Ko, J. & Chung, M., (2014). “Analysis of Plugging Effect for Open-Ended Piles in Sandy Soil”. DFI/EFFC 11th International Conference on Piling and Deep Foundations, Stockholm, Sweden, Deep Foundations Institute, 139-148. Kishida, H. and Isemoto, N., (1977). “Behavior of sand plugs in open-end steel pipe piles”. Proceedings of the 9th International Conference on Soil Mechanics and Foundation Engineering, Tokyo, pp. 601-604. Kyuho Paik & Rodrigo Salgado (2009), “Effect of Pile Installation Method on Pipe Pile Behavior in Sands”, Geotechnical Testing Journal,Vol. 27, No. 1. Lehane, B. M. and Gavin, K. G., (2004). Discussion of “Determination of bearing capacity of open-ended piles in sand”. Journal of Geotechnical and Geoenvironmental Engineering, Vol. 130, No. 6, pp. 656–658.

54

Ogawa, N., Ishihara, Y., Yokotobi, T., Kinoshita, S., Nagayama, T., Kitamura, A., and Tagaya, K., (2008). “Soil Plug Behaviour of Open-Ended Tubular Pile During PressIn”. In Proceedings of 2nd IPA International Workshop, New Orleans, Lousiana, International Press-In Assocation, pp. 15–22. Paik, K. H. and Lee, S. R., (1993), “Behavior of Soil Plugs in OpenEnded Model Piles Driven into Sands,”Marine Georesources and Geotechnology, Vol. 11, pp. 353–373. Paik, K. H., Salgado, R., Lee, J. H., and Kim, B. J., (2003), “Behavior of Open- and Closed-Ended Piles Driven into Sands,” Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol. 129, No. 4, pp. 296–306. Paikowsky, S.G. (1989). “A static evaluation of soil plug behavior with application to the pile plugging problem”. D.Sc. thesis, Massachusetts Institute of Technology, Cambridge, Mass Paikowsky, S. G. and Whitman, R. V., (1990), “The Effects of Plugging on Pile Performance and Design,”Canadian Geotechnical Journal, Ottawa, Canada, Vol. 27, pp. 429–440. Paikowsky, S. G., Whitman, R. V., and Baligh, M. M., (1989), “A New Look at the Phenomenon of Offshore Pile Plugging,”Marine Geotechnology, Vol. 8, pp. 213–230. Raines D. R., Ugaz O. G. and O'Neill M. W. (1992) Driving characteristics of open-toe piles in dense sand ASCE Journal of Geotechnical Engineering 118(1): 72-88 Randolph M. F., Leong E. C., and Houlsby G. T. (1991) One-dimensional analysis of soil plugs in pipe piles Geotechnique 41(4): 587-598 Smith, I. M., To, P., and Wilson, S. M. “1986”. ‘‘Plugging of pipe piles.’’ Proc., 3rd Int. Conf. on Numerical Method in Offshore Piling, Nantes,France, 53–73 Yamahara, H. (1964). “Plugging effects and bearing mechanism of steel pipe piles”. Transportation of the Architectural Institute of Japan, 96: 28–35. Ko and Jeong 547 Published by NRC Research Press Can. Geotech. J.

55

APPENDIX- A: TEST DATA

56

Test No: F-1 Sand Type D50= 8.66x10-3 inch Drive Length (inch)

WT Condition No WT

Proving Ring Dial Reading

Load (lb)

0

0

0.5

Density Dr=11.5%

Plugging Length (inch)

Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

4

29.96

0.4

0.4

0.45

80

80

90

0.800

0.800

0.900

1.0

7.1

37.56

0.75

0.85

0.9

70

90

90

0.750

0.850

0.900

1.5

10

44.67

1.2

1.3

1.3

90

90

80

0.800

0.867

0.867

2.0

13.1

52.27

1.65

1.8

1.85

90

100

110

0.825

0.900

0.925

2.5

17.8

63.79

2.05

2.25

2.3

80

90

90

0.820

0.900

0.920

3.0

21.2

72.12

2.45

2.7

2.75

80

90

90

0.817

0.900

0.917

3.5

27

86.34

2.9

3.2

3.25

90

100

100

0.829

0.914

0.929

4.0

30.8

95.66

3.2

3.6

3.65

60

80

80

0.800

0.900

0.913

4.5

36

108.40

3.4

4

4.15

40

80

100

0.756

0.889

0.922

5.0

40.5

119.43

3.5

4.4

4.5

20

80

70

0.700

0.880

0.900

5.5

45

130.46

3.55

4.8

4.95

10

80

90

0.645

0.873

0.900

6.0

48.4

138.80

3.6

5.15

5.35

10

70

80

0.600

0.858

0.892

6.5

52.9

149.83

3.6

5.5

5.75

0

70

80

0.554

0.846

0.885

7.0

55.7

156.69

3.6

5.8

6.25

0

60

100

0.514

0.829

0.893

7.5

60

167.23

3.6

6

6.55

0

40

60

0.480

0.800

0.873

8.0

63.8

176.55

3.65

6.15

7

10

30

90

0.456

0.769

0.875

8.5

69.6

190.76

3.65

6.25

7.45

0

20

90

0.429

0.735

0.876

9.0

76

206.45

3.65

6.3

7.85

0

10

80

0.406

0.700

0.872

9.5

84.2

226.55

3.7

6.45

8.2

10

30

70

0.389

0.679

0.863

10.0

91.4

244.20

3.7

6.55

8.6

0

20

80

0.370

0.655

0.860

10.5

101.3

268.47

3.7

6.6

9

0

10

80

0.352

0.629

0.857

11.0

109.8

289.30

3.75

6.65

9.35

10

10

70

0.341

0.605

0.850

11.5

131.2

341.76

3.8

6.8

9.7

10

30

70

0.330

0.591

0.843

12.0

150.5

389.06

3.85

6.9

10.05

10

20

70

0.321

0.575

0.838

57


WT Condition WT at Mid Height


Load (lb)

0

0

0.5

Density Dr=11.5%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

17

61.83

0.40

0.40

0.5

80

80

100

0.800

0.800

1.000

1.0

20.1

69.43

0.75

0.80

0.9

70

80

80

0.750

0.800

0.900

1.5

23

76.54

1.20

1.25

1.35

90

90

90

0.800

0.833

0.900

2.0

26.1

84.14

1.60

1.80

1.9

80

110

110

0.800

0.900

0.950

2.5

30.8

95.66

2.05

2.20

2.4

90

80

100

0.820

0.880

0.960

3.0

34.2

103.99

2.40

2.65

2.85

70

90

90

0.800

0.883

0.950

3.5

50

142.72

2.75

3.10

3.35

70

90

100

0.786

0.886

0.957

4.0

53.8

152.03

3.10

3.60

3.7

70

100

70

0.775

0.900

0.925

4.5

59

164.78

3.20

4.00

4.2

20

80

100

0.711

0.889

0.933

5.0

63.5

175.81

3.45

4.30

4.55

50

60

70

0.690

0.860

0.910

5.5

68

186.84

3.60

4.75

5

30

90

90

0.655

0.864

0.909

6.0

71.4

195.17

3.65

5.00

5.45

10

50

90

0.608

0.833

0.908

6.5

75.9

206.21

3.65

5.45

5.75

0

90

60

0.562

0.838

0.885

7.0

78.7

213.07

3.80

5.65

6.3

30

40

110

0.543

0.807

0.900

7.5

83

223.61

3.80

5.95

6.65

0

60

70

0.507

0.793

0.887

8.0

86.8

232.92

3.85

6.05

7.05

10

20

80

0.481

0.756

0.881

8.5

92.6

247.14

3.90

6.35

7.45

10

60

80

0.459

0.747

0.876

9.0

99

262.83

3.90

6.50

7.9

0

30

90

0.433

0.722

0.878

9.5

107.2

282.93

3.95

6.65

8.3

10

30

80

0.416

0.700

0.874

10.0

114.4

300.58

3.95

6.85

8.65

0

40

70

0.395

0.685

0.865

10.5

124.3

324.84

3.95

7.00

9

0

30

70

0.376

0.667

0.857

11.0

132.8

345.68

4.00

7.15

9.4

10

30

80

0.364

0.650

0.855

11.5

154.2

398.13

4.00

7.25

9.8

0

20

80

0.348

0.630

0.852

12.0

173.5

445.44

4.00

7.40

10.15

0

30

70

0.333

0.617

0.846

58


WT Condition WT at GL


Load (lb)

0

0

0.5

Density Dr=11.5%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

13

52.02

0.35

0.35

0.45

70

70

90

0.700

0.700

0.900

1.0

16.1

59.62

0.7

0.75

0.85

70

80

80

0.700

0.750

0.850

1.5

19

66.73

1.15

1.2

1.3

90

90

90

0.767

0.800

0.867

2.0

22.1

74.33

1.55

1.75

1.85

80

110

110

0.775

0.875

0.925

2.5

21.8

73.60

2

2.15

2.35

90

80

100

0.800

0.860

0.940

3.0

25.2

81.93

2.3

2.55

2.75

60

80

80

0.767

0.850

0.917

3.5

41

120.66

2.65

3

3.25

70

90

100

0.757

0.857

0.929

4.0

44.8

129.97

3

3.5

3.6

70

100

70

0.750

0.875

0.900

4.5

50

142.72

3.1

3.9

4.1

20

80

100

0.689

0.867

0.911

5.0

54.5

153.75

3.35

4.2

4.45

50

60

70

0.670

0.840

0.890

5.5

59

164.78

3.5

4.65

4.9

30

90

90

0.636

0.845

0.891

6.0

62.4

173.11

3.55

4.9

5.35

10

50

90

0.592

0.817

0.892

6.5

66.9

184.14

3.55

5.35

5.65

0

90

60

0.546

0.823

0.869

7.0

69.7

191.01

3.75

5.6

6.25

40

50

120

0.536

0.800

0.893

7.5

71

194.19

3.75

5.9

6.6

0

60

70

0.500

0.787

0.880

8.0

74.8

203.51

3.8

6

7

10

20

80

0.475

0.750

0.875

8.5

80.6

217.73

3.8

6.3

7.4

0

60

80

0.447

0.741

0.871

9.0

87

233.41

3.8

6.45

7.85

0

30

90

0.422

0.717

0.872

9.5

95.2

253.51

3.8

6.5

8.15

0

10

60

0.400

0.684

0.858

10.0

102.4

271.16

3.8

6.7

8.5

0

40

70

0.380

0.670

0.850

10.5

112.3

295.43

3.8

6.85

8.85

0

30

70

0.362

0.652

0.843

11.0

120.8

316.26

3.85

7

9.25

10

30

80

0.350

0.636

0.841

11.5

142.2

368.72

3.85

7.1

9.65

0

20

80

0.335

0.617

0.839

12.0

161.5

416.03

3.85

7.25

10

0

30

70

0.321

0.604

0.833

59


WT Condition No WT


Load (lb)

0

0

0.5

Density Dr=11.5%


Pipe Material SS

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

1

22.61

0.4

0.4

0.5

80

80

100

0.800

0.800

1.000

1.0

2.5

26.29

0.75

0.75

0.85

70

70

70

0.750

0.750

0.850

1.5

5.5

33.64

1.15

1.3

1.4

80

110

110

0.767

0.867

0.933

2.0

7.5

38.54

1.45

1.75

1.9

60

90

100

0.725

0.875

0.950

2.5

9.5

43.45

1.55

2.2

2.4

20

90

100

0.620

0.880

0.960

3.0

11

47.12

1.7

2.7

2.9

30

100

100

0.567

0.900

0.967

3.5

12.8

51.53

1.8

3.15

3.4

20

90

100

0.514

0.900

0.971

4.0

13.2

52.51

1.8

3.65

3.9

0

100

100

0.450

0.913

0.975

4.5

13.5

53.25

1.8

4.1

4.3

0

90

80

0.400

0.911

0.956

5.0

14.6

55.95

1.9

4.5

4.8

20

80

100

0.380

0.900

0.960

5.5

14.8

56.44

1.95

5

5.3

10

100

100

0.355

0.909

0.964

6.0

15.1

57.17

1.95

5.4

5.7

0

80

80

0.325

0.900

0.950

6.5

17

61.83

1.95

5.9

6.2

0

100

100

0.300

0.908

0.954

7.0

18.5

65.51

1.95

6.3

6.65

0

80

90

0.279

0.900

0.950

7.5

21.1

71.88

1.95

6.65

7.1

0

70

90

0.260

0.887

0.947

8.0

24.5

80.21

1.95

7

7.55

0

70

90

0.244

0.875

0.944

8.5

26.9

86.10

2

7.3

7.95

10

60

80

0.235

0.859

0.935

9.0

27

86.34

2

7.5

8.3

0

40

70

0.222

0.833

0.922

9.5

28.5

90.02

2

7.6

8.7

0

20

80

0.211

0.800

0.916

10.0

31.3

96.88

2

7.65

8.9

0

10

40

0.200

0.765

0.890

10.5

35.5

107.18

2

7.85

9.25

0

40

70

0.190

0.748

0.881

11.0

38

113.30

2

7.85

9.4

0

0

30

0.182

0.714

0.855

11.5

42.2

123.60

2

8

9.6

0

30

40

0.174

0.696

0.835

12.0

46

132.91

2.05

8.05

9.85

10

10

50

0.171

0.671

0.821

60




Load (lb)

0

0

0.5

Density Dr=11.5%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

2.8

27.02

0.3

0.4

0.3

60

80

60.00

0.600

0.800

0.600

1.0

4.8

31.92

0.7

0.8

0.8

80

80

100.00

0.700

0.800

0.800

1.5

4.5

31.19

1.1

1.2

1.25

80

80

90.00

0.733

0.800

0.833

2.0

5.5

33.64

1.5

1.6

1.75

80

80

100.00

0.750

0.800

0.875

2.5

6.2

35.36

1.8

2

2.2

60

80

90.00

0.720

0.800

0.880

3.0

7.1

37.56

2

2.4

2.7

40

80

100.00

0.667

0.800

0.900

3.5

8.1

40.01

2.05

2.8

3.15

10

80

90.00

0.586

0.800

0.900

4.0

10.5

45.90

2.05

3.4

3.65

0

120

100.00

0.513

0.850

0.913

4.5

13.8

53.99

2.05

3.6

4.1

0

40

90.00

0.456

0.800

0.911

5.0

16.5

60.60

2.05

4

4.5

0

80

80.00

0.410

0.800

0.900

5.5

17.5

63.06

2.05

4.3

4.95

0

60

90.00

0.373

0.782

0.900

6.0

17.5

63.06

2.05

4.3

5.4

0

0

90.00

0.342

0.717

0.900

6.5

18.1

64.53

2.05

4.3

5.85

0

0

90.00

0.315

0.662

0.900

7.0

25

81.44

2.05

4.75

6.35

0

90

100.00

0.293

0.679

0.907

7.5

27.2

86.83

2.05

4.85

6.7

0

20

70.00

0.273

0.647

0.893

8.0

27.2

86.83

2.05

4.9

7.1

0

10

80.00

0.256

0.613

0.888

8.5

29.5

92.47

2.05

5.1

7.45

0

40

70.00

0.241

0.600

0.876

9.0

31.5

97.37

2.05

5.15

7.8

0

10

70.00

0.228

0.572

0.867

9.5

34.8

105.46

2.1

5.2

8.15

10

10

70.00

0.221

0.547

0.858

10.0

34.8

105.46

2.1

5.2

8.4

0

0

50.00

0.210

0.520

0.840

10.5

35.3

106.69

2.1

5.2

8.75

0

0

70.00

0.200

0.495

0.833

11.0

35.5

107.18

2.1

5.2

9.1

0

0

70.00

0.191

0.473

0.827

11.5

41.2

121.15

2.1

5.2

9.3

0

0

40.00

0.183

0.452

0.809

12.0

46.2

133.40

2.15

5.2

9.5

10

0

40.00

0.179

0.433

0.792

61




Load (lb)

0

0

0.5

Density Dr=11.5%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

5

32.42

0.3

0.4

0.4

60

80

80.00

0.600

0.800

0.800

1.0

5.6

33.89

0.65

0.9

0.9

70

100

100.00

0.650

0.900

0.900

1.5

6.5

36.09

1

1.3

1.4

70

80

100.00

0.667

0.867

0.933

2.0

7

37.32

1.2

1.8

1.9

40

100

100.00

0.600

0.900

0.950

2.5

8.5

40.99

1.25

2.2

2.35

10

80

90.00

0.500

0.880

0.940

3.0

10.5

45.90

1.3

2.65

2.8

10

90

90.00

0.433

0.883

0.933

3.5

12

49.57

1.35

3.05

3.25

10

80

90.00

0.386

0.871

0.929

4.0

13.5

53.25

1.4

3.4

3.7

10

70

90.00

0.350

0.850

0.925

4.5

14.8

56.44

1.4

3.7

4.1

0

60

80.00

0.311

0.822

0.911

5.0

16.2

59.87

1.4

3.9

4.5

0

40

80.00

0.280

0.780

0.900

5.5

18.2

64.77

1.4

4

4.85

0

20

70.00

0.255

0.727

0.882

6.0

20

69.18

1.4

4.1

5.2

0

20

70.00

0.233

0.683

0.867

6.5

21.1

71.88

1.4

4.1

5.4

0

0

40.00

0.215

0.631

0.831

7.0

22.2

74.58

1.45

4.1

5.65

10

0

50.00

0.207

0.586

0.807

7.5

24.5

80.21

1.45

4.1

5.8

0

0

30.00

0.193

0.547

0.773

8.0

24.8

80.95

1.45

4.1

5.85

0

0

10.00

0.181

0.513

0.731

8.5

25.5

82.66

1.45

4.1

5.95

0

0

20.00

0.171

0.482

0.700

9.0

28

88.79

1.45

4.1

6.15

0

0

40.00

0.161

0.456

0.683

9.5

30

93.70

1.45

4.1

6.15

0

0

0.00

0.153

0.432

0.647

10.0

30.8

95.66

1.45

4.1

6.3

0

0

30.00

0.145

0.410

0.630

10.5

32.3

99.33

1.45

4.1

6.5

0

0

40.00

0.138

0.390

0.619

11.0

34.7

105.22

1.45

4.1

6.6

0

0

20.00

0.132

0.373

0.600

11.5

37

110.85

1.45

4.1

6.85

0

0

50.00

0.126

0.357

0.596

12.0

42.2

123.60

1.45

4.1

7.05

0

0

40.00

0.121

0.342

0.588

62


WT Condition No WT


Load (lb)

0

0

0.5

Density Dr=22.3%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

34

103.50

0.1

0.2

0.1

20

40

20

0.200

0.400

0.200

1.0

49

140.27

0.4

0.6

0.4

60

80

60

0.400

0.600

0.400

1.5

62

172.13

0.7

0.95

0.7

60

70

60

0.467

0.633

0.467

2.0

64.5

178.26

1.1

1.25

1

80

60

60

0.550

0.625

0.500

2.5

65

179.49

1.25

1.55

1.4

30

60

80

0.500

0.620

0.560

3.0

85

228.51

1.55

1.95

1.85

60

80

90

0.517

0.650

0.617

3.5

85.5

229.74

1.8

2.3

2.3

50

70

90

0.514

0.657

0.657

4.0

90

240.77

1.95

2.6

2.6

30

60

60

0.488

0.650

0.650

4.5

90

240.77

2.1

2.9

3.05

30

60

90

0.467

0.644

0.678

5.0

90

240.77

2.3

3.15

3.4

40

50

70

0.460

0.630

0.680

5.5

90

240.77

2.35

3.4

3.8

10

50

80

0.427

0.618

0.691

6.0

94

250.57

2.4

3.55

4.25

10

30

90

0.400

0.592

0.708

6.5

94

250.57

2.55

3.8

4.7

30

50

90

0.392

0.585

0.723

7.0

94

250.57

2.6

4

4.95

10

40

50

0.371

0.571

0.707

7.5

95

253.02

2.65

4.2

5.3

10

40

70

0.353

0.560

0.707

8.0

95.5

254.25

2.75

4.3

5.7

20

20

80

0.344

0.538

0.713

8.5

95.5

254.25

2.8

4.45

5.85

10

30

30

0.329

0.524

0.688

9.0

95.5

254.25

2.85

4.55

5.85

10

20

0

0.317

0.506

0.650

9.5

98

260.38

2.9

4.75

6.1

10

40

50

0.305

0.500

0.642

10.0

110

289.79

3

4.85

6.1

20

20

0

0.300

0.485

0.610

10.5

123

321.66

3.1

4.9

6.35

20

10

50

0.295

0.467

0.605

11.0

135

351.07

3.2

5

6.45

20

20

20

0.291

0.455

0.586

11.5

158

407.45

3.3

5.1

6.75

20

20

60

0.287

0.443

0.587

12.0

183

468.73

3.3

5.2

6.85

0

20

20.00

0.275

0.433

0.571

63

Test no: F-8 Sand Type D50= 8.66x10-3 inch Drive Length (inch)



Load (lb)

0

0

0.5

Density Dr=22.3%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

22

74.09

0.35

0.45

0.4

70

90

80

0.700

0.900

0.800

1.0

34

103.50

0.75

0.9

0.9

80

90

100

0.750

0.900

0.900

1.5

38

113.30

1.25

1.35

1.4

100

90

100

0.833

0.900

0.933

2.0

45

130.46

1.7

1.8

1.9

90

90

100

0.850

0.900

0.950

2.5

47

135.37

2.1

2.2

2.35

80

80

90

0.840

0.880

0.940

3.0

53

150.07

2.4

2.7

2.85

60

100

100

0.800

0.900

0.950

3.5

62

172.13

2.7

3.05

3.25

60

70

80

0.771

0.871

0.929

4.0

68

186.84

2.8

3.45

3.7

20

80

90

0.700

0.863

0.925

4.5

71

194.19

2.9

3.85

4.15

20

80

90

0.644

0.856

0.922

5.0

76

206.45

2.9

4.15

4.45

0

60

60

0.580

0.830

0.890

5.5

83

223.61

3

4.55

4.9

20

80

90

0.545

0.827

0.891

6.0

88

235.86

3

4.85

5.3

0

60

80

0.500

0.808

0.883

6.5

94

250.57

3

5.1

5.65

0

50

70

0.462

0.785

0.869

7.0

99

262.83

3

5.25

6.05

0

30

80

0.429

0.750

0.864

7.5

112

294.69

3

5.3

6.15

0

10

20

0.400

0.707

0.820

8.0

125

326.56

3

5.35

6.4

0

10

50

0.375

0.669

0.800

8.5

133

346.17

3

5.4

6.65

0

10

50

0.353

0.635

0.782

9.0

144

373.13

3

5.45

6.85

0

10

40

0.333

0.606

0.761

9.5

154

397.64

3

5.5

7

0

10

30

0.316

0.579

0.737

10.0

168

431.96

3

5.55

7.15

0

10

30

0.300

0.555

0.715

10.5

181

463.83

3

5.6

7.25

0

10

20

0.286

0.533

0.690

11.0

194

495.69

3

5.65

7.3

0

10

10

0.273

0.514

0.664

11.5

211

537.36

3

5.7

7.3

0

10

0

0.261

0.496

0.635

12.0

231

586.39

3

5.7

7.45

0

0

30

0.250

0.475

0.621

64

Test no: F-9 Sand Type D50= 8.66x10-3 inch Drive Length (inch)



Load (lb)

0

0

0.5

Density Dr=22.3%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

13

52.02

0.4

0.25

0.35

80

50

70.00

0.800

0.500

0.700

1.0

14

54.48

0.8

0.8

0.8

80

110

90.00

0.800

0.800

0.800

1.5

14

54.48

1.25

1.25

1.25

90

90

90.00

0.833

0.833

0.833

2.0

15.5

58.15

1.7

1.65

1.7

90

80

90.00

0.850

0.825

0.850

2.5

18

64.28

2.05

2.1

2.15

70

90

90.00

0.820

0.840

0.860

3.0

20

69.18

2.4

2.5

2.65

70

80

100.00

0.800

0.833

0.883

3.5

25

81.44

2.6

2.9

3.1

40

80

90.00

0.743

0.829

0.886

4.0

25.5

82.66

2.8

3.25

3.6

40

70

100.00

0.700

0.813

0.900

4.5

33

101.05

2.8

3.55

3.95

0

60

70.00

0.622

0.789

0.878

5.0

35

105.95

2.9

3.8

4.3

20

50

70.00

0.580

0.760

0.860

5.5

39

115.76

2.95

4

4.7

10

40

80.00

0.536

0.727

0.855

6.0

44

128.01

3

4.1

5.05

10

20

70.00

0.500

0.683

0.842

6.5

48

137.82

3.05

4.2

5.35

10

20

60.00

0.469

0.646

0.823

7.0

59

164.78

3.05

4.35

5.65

0

30

60.00

0.436

0.621

0.807

7.5

64

177.04

3.05

4.45

5.8

0

20

30.00

0.407

0.593

0.773

8.0

75

204.00

3.05

4.45

6.05

0

0

50.00

0.381

0.556

0.756

8.5

81

218.71

3.1

4.5

6.1

10

10

10.00

0.365

0.529

0.718

9.0

92

245.67

3.1

4.55

6.4

0

10

60.00

0.344

0.506

0.711

9.5

105

277.54

3.1

4.55

6.45

0

0

10.00

0.326

0.479

0.679

10.0

110

289.79

3.15

4.6

6.45

10

10

0.00

0.315

0.460

0.645

10.5

119

311.85

3.15

4.65

6.65

0

10

40.00

0.300

0.443

0.633

11.0

131

341.27

3.15

4.65

6.9

0

0

50.00

0.286

0.423

0.627

11.5

143

370.68

3.15

4.7

7.15

0

10

50.00

0.274

0.409

0.622

12.0

145

375.58

3.15

4.7

7.25

0

0

20.00

0.263

0.392

0.604

65


WT Condition No WT


Load (lb)

0

0

0.5

Density Dr=22.3%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

31

96.15

0.35

0.25

0.7

70

50

140.00

0.700

0.500

1.400

1.0

51

145.17

0.55

0.75

1.05

40

100

70.00

0.550

0.750

1.050

1.5

51

145.17

0.95

1.15

1.4

80

80

70.00

0.633

0.767

0.933

2.0

51

145.17

1.25

1.6

1.9

60

90

100.00

0.625

0.800

0.950

2.5

51

145.17

1.35

2.2

2.5

20

120

120.00

0.540

0.880

1.000

3.0

64

177.04

1.45

2.55

2.9

20

70

80.00

0.483

0.850

0.967

3.5

64

177.04

1.55

3.05

3.4

20

100

100.00

0.443

0.871

0.971

4.0

64

177.04

1.55

3.45

3.8

0

80

80.00

0.388

0.863

0.950

4.5

64

177.04

1.55

3.85

4.2

0

80

80.00

0.344

0.856

0.933

5.0

64

177.04

1.55

4.2

5

0

70

160.00

0.310

0.840

1.000

5.5

66

181.94

1.55

4.35

5.2

0

30

40.00

0.282

0.791

0.945

6.0

66

181.94

1.55

4.35

5.55

0

0

70.00

0.258

0.725

0.925

6.5

66

181.94

1.55

4.45

5.9

0

20

70.00

0.238

0.685

0.908

7.0

66

181.94

1.55

4.45

6.25

0

0

70.00

0.221

0.636

0.893

7.5

70.5

192.97

1.55

4.5

6.5

0

10

50.00

0.207

0.600

0.867

8.0

70.5

192.97

1.55

4.55

6.8

0

10

60.00

0.194

0.569

0.850

8.5

70.5

192.97

1.55

4.55

7

0

0

40.00

0.182

0.535

0.824

9.0

70.5

192.97

1.55

4.55

7.15

0

0

30.00

0.172

0.506

0.794

9.5

70.5

192.97

1.6

4.55

7.2

10

0

10.00

0.168

0.479

0.758

10.0

70.5

192.97

1.6

4.55

7.4

0

0

40.00

0.160

0.455

0.740

10.5

74

201.55

1.65

4.6

7.5

10

10

20.00

0.157

0.438

0.714

11.0

75.5

205.22

1.65

4.65

7.6

0

10

20.00

0.150

0.423

0.691

11.5

81

218.71

1.65

4.65

7.65

0

0

10.00

0.143

0.404

0.665

12.0

81

218.71

1.65

4.75

7.75

0

20

20.00

0.138

0.396

0.646

66




Load (lb)

0

0

0.5

Density Dr=22.3%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

18

64.28

0.1

0.2

0.4

20

40

80.00

0.200

0.400

0.800

1.0

38

113.30

0.4

0.7

1.3

60

100

180.00

0.400

0.700

1.300

1.5

41

120.66

0.85

1.2

1.75

90

100

90.00

0.567

0.800

1.167

2.0

54

152.52

1.2

1.6

2.3

70

80

110.00

0.600

0.800

1.150

2.5

58

162.33

1.35

2.1

2.7

30

100

80.00

0.540

0.840

1.080

3.0

58

162.33

1.45

2.5

3.2

20

80

100.00

0.483

0.833

1.067

3.5

60

167.23

1.45

2.9

3.6

0

80

80.00

0.414

0.829

1.029

4.0

73

199.10

1.45

3.35

4.1

0

90

100.00

0.363

0.838

1.025

4.5

73

199.10

1.5

3.75

4.55

10

80

90.00

0.333

0.833

1.011

5.0

73

199.10

1.5

4.25

5.05

0

100

100.00

0.300

0.850

1.010

5.5

76

206.45

1.5

4.8

5.5

0

110

90.00

0.273

0.873

1.000

6.0

79

213.80

1.5

5.25

5.85

0

90

70.00

0.250

0.875

0.975

6.5

80

216.26

1.5

5.15

6.3

0

-20

90.00

0.231

0.792

0.969

7.0

80

216.26

1.55

5.4

6.85

10

50

110.00

0.221

0.771

0.979

7.5

86

230.96

1.55

5.55

7.2

0

30

70.00

0.207

0.740

0.960

8.0

97

257.93

1.55

5.65

7.6

0

20

80.00

0.194

0.706

0.950

8.5

97

257.93

1.6

5.7

8

10

10

80.00

0.188

0.671

0.941

9.0

97

257.93

1.6

5.7

8.3

0

0

60.00

0.178

0.633

0.922

9.5

97

257.93

1.6

5.75

8.4

0

10

20.00

0.168

0.605

0.884

10.0

97

257.93

1.65

5.8

8.6

10

10

40.00

0.165

0.580

0.860

10.5

97

257.93

1.65

5.8

8.7

0

0

20.00

0.157

0.552

0.829

11.0

100

265.28

1.65

5.8

8.8

0

0

20.00

0.150

0.527

0.800

11.5

114.5

300.82

1.65

5.8

8.85

0

0

10.00

0.143

0.504

0.770

12.0

116

304.50

1.65

5.8

8.9

0

0

10.00

0.138

0.483

0.742

67




Load (lb)

0

0

0.5

Density Dr=22.3%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

30

93.70

0.15

0.2

0.3

30

40

60.00

0.300

0.400

0.600

1.0

33

101.05

0.4

0.7

0.85

50

100

110.00

0.400

0.700

0.850

1.5

38

113.30

0.65

1.15

1.3

50

90

90.00

0.433

0.767

0.867

2.0

42

123.11

1

1.6

1.8

70

90

100.00

0.500

0.800

0.900

2.5

42

123.11

1.05

2.1

2.3

10

100

100.00

0.420

0.840

0.920

3.0

43

125.56

1.05

2.45

2.75

0

70

90.00

0.350

0.817

0.917

3.5

59

164.78

1.05

2.85

3.2

0

80

90.00

0.300

0.814

0.914

4.0

59

164.78

1.3

3.15

3.6

50

60

80.00

0.325

0.788

0.900

4.5

59

164.78

1.35

3.2

4.3

10

10

140.00

0.300

0.711

0.956

5.0

59

164.78

1.4

3.6

4.5

10

80

40.00

0.280

0.720

0.900

5.5

59

164.78

1.4

3.75

5

0

30

100.00

0.255

0.682

0.909

6.0

59

164.78

1.6

3.85

5.4

40

20

80.00

0.267

0.642

0.900

6.5

59

164.78

1.65

4

5.8

10

30

80.00

0.254

0.615

0.892

7.0

66

181.94

1.65

4.05

6.25

0

10

90.00

0.236

0.579

0.893

7.5

74

201.55

1.7

4.1

6.75

10

10

100.00

0.227

0.547

0.900

8.0

76

206.45

1.7

4.25

7.1

0

30

70.00

0.213

0.531

0.888

8.5

76

206.45

1.7

4.3

7.5

0

10

80.00

0.200

0.506

0.882

9.0

76

206.45

1.7

4.35

7.8

0

10

60.00

0.189

0.483

0.867

9.5

76

206.45

1.7

4.4

8.1

0

10

60.00

0.179

0.463

0.853

10.0

76

206.45

1.7

4.45

8.25

0

10

30.00

0.170

0.445

0.825

10.5

85

228.51

1.7

4.5

8.45

0

10

40.00

0.162

0.429

0.805

11.0

94

250.57

1.7

4.55

8.6

0

10

30.00

0.155

0.414

0.782

11.5

94

250.57

1.7

4.6

8.7

0

10

20.00

0.148

0.400

0.757

12.0

94

250.57

1.7

4.65

8.8

0

10

20.00

0.142

0.388

0.733

68


WT Condition No WT


Load (lb)

0

0

0.5

Density Dr=26..3%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

31

103.5

0.3

0.4

0.4

60

80

80

0.600

0.800

0.800

1.0

38

140.27

0.7

0.8

0.9

80

80

100

0.700

0.800

0.900

1.5

50

172.13

1.1

1.3

1.4

80

100

100

0.733

0.867

0.933

2.0

61

178.26

1.6

1.7

1.8

100

80

80

0.800

0.850

0.900

2.5

66

179.49

2.05

2.15

2.35

90

90

110

0.820

0.860

0.940

3.0

71

228.51

2.4

2.5

2.75

70

70

80

0.800

0.833

0.917

3.5

75

229.74

2.7

2.95

3.15

60

90

80

0.771

0.843

0.900

4.0

79

240.77

2.8

3.25

3.55

20

60

80

0.700

0.813

0.888

4.5

83

240.77

2.8

3.5

3.9

0

50

70

0.622

0.778

0.867

5.0

86

240.77

2.8

3.65

4.25

0

30

70

0.560

0.730

0.850

5.5

90

240.77

2.8

3.65

4.45

0

0

40

0.509

0.664

0.809

6.0

90

250.57

2.8

3.7

4.6

0

10

30

0.467

0.617

0.767

6.5

90

250.57

2.8

3.7

4.7

0

0

20

0.431

0.569

0.723

7.0

94

250.57

2.8

3.75

4.85

0

10

30

0.400

0.536

0.693

7.5

101

253.02

2.8

3.75

4.95

0

0

20

0.373

0.500

0.660

8.0

109

254.25

2.8

3.75

5

0

0

10

0.350

0.469

0.625

8.5

118

254.25

2.8

3.8

5.1

0

10

20

0.329

0.447

0.600

9.0

126

254.25

2.8

3.8

5.2

0

0

20

0.311

0.422

0.578

9.5

130

260.38

2.8

3.85

5.35

0

10

30

0.295

0.405

0.563

10.0

142

289.79

2.8

3.95

5.45

0

20

20

0.280

0.395

0.545

10.5

162

321.66

2.85

4

5.65

10

10

40

0.271

0.381

0.538

11.0

183

351.07

2.85

4.05

5.75

0

10

20

0.259

0.368

0.523

11.5

208

407.45

2.9

4.15

5.95

10

20

40

0.252

0.361

0.517

12.0

247

468.73

2.95

4.15

6.1

10

0

30

0.246

0.346

0.508

69




Load (lb)

0

0

0.5

Density Dr=26..3%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

34

103.5

0.25

0.35

0.3

50

70

60

0.500

0.700

0.600

1.0

35

140.27

0.65

0.8

0.75

80

90

90

0.650

0.800

0.750

1.5

40

172.13

1.2

1.3

1.25

110

100

100

0.800

0.867

0.833

2.0

48

178.26

1.7

1.75

1.75

100

90

100

0.850

0.875

0.875

2.5

57

179.49

2.1

2.2

2.25

80

90

100

0.840

0.880

0.900

3.0

68

228.51

2.65

2.65

2.7

110

90

90

0.883

0.883

0.900

3.5

71

229.74

3.1

3.1

3.2

90

90

100

0.886

0.886

0.914

4.0

85

240.77

3.5

3.45

3.55

80

70

70

0.875

0.863

0.888

4.5

98

240.77

3.9

3.85

4

80

80

90

0.867

0.856

0.889

5.0

110

240.77

4.15

4.05

4.3

50

40

60

0.830

0.810

0.860

5.5

123

240.77

4.35

4.4

4.7

40

70

80

0.791

0.800

0.855

6.0

127

250.57

4.45

4.55

5.05

20

30

70

0.742

0.758

0.842

6.5

134

250.57

4.5

4.7

5.3

10

30

50

0.692

0.723

0.815

7.0

143

250.57

4.5

4.75

5.5

0

10

40

0.643

0.679

0.786

7.5

149

253.02

4.5

4.75

5.7

0

0

40

0.600

0.633

0.760

8.0

161

254.25

4.5

4.85

5.85

0

20

30

0.563

0.606

0.731

8.5

170

254.25

4.55

4.9

6

10

10

30

0.535

0.576

0.706

9.0

183

254.25

4.55

4.95

6.1

0

10

20

0.506

0.550

0.678

9.5

195

260.38

4.55

5

6.2

0

10

20

0.479

0.526

0.653

10.0

215

289.79

4.55

5.1

6.25

0

20

10

0.455

0.510

0.625

10.5

232

321.66

4.6

5.1

6.5

10

0

50

0.438

0.486

0.619

11.0

248

351.07

4.65

5.15

6.65

10

10

30

0.423

0.468

0.605

11.5

268

407.45

4.75

5.2

6.75

20

10

20

0.413

0.452

0.587

12.0

290

468.73

4.85

5.2

6.9

20

0

30

0.404

0.433

0.575

70




Load (lb)

0

0

0.5

Density Dr=26..3%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

20

103.5

0.3

0.3

0.35

60

60

70

0.600

0.600

0.700

1.0

30

140.27

0.75

0.75

0.9

90

90

110

0.750

0.750

0.900

1.5

31.5

172.13

1.35

1.2

1.4

120

90

100

0.900

0.800

0.933

2.0

31.5

178.26

1.6

1.65

1.85

50

90

90

0.800

0.825

0.925

2.5

332

179.49

1.8

2.05

2.3

40

80

90

0.720

0.820

0.920

3.0

38

228.51

2

2.45

2.7

40

80

80

0.667

0.817

0.900

3.5

43

229.74

2.15

2.8

3.05

30

70

70

0.614

0.800

0.871

4.0

48

240.77

2.2

3

3.4

10

40

70

0.550

0.750

0.850

4.5

52

240.77

2.25

3.2

3.75

10

40

70

0.500

0.711

0.833

5.0

59

240.77

2.25

3.35

3.95

0

30

40

0.450

0.670

0.790

5.5

67

240.77

2.25

3.45

4.2

0

20

50

0.409

0.627

0.764

6.0

73

250.57

2.25

3.55

4.45

0

20

50

0.375

0.592

0.742

6.5

78

250.57

2.25

3.6

4.65

0

10

40

0.346

0.554

0.715

7.0

93

250.57

2.25

3.6

5

0

0

70

0.321

0.514

0.714

7.5

99

253.02

2.25

3.6

5.3

0

0

60

0.300

0.480

0.707

8.0

110

254.25

2.25

3.65

5.4

0

10

20

0.281

0.456

0.675

8.5

122

254.25

2.25

3.65

5.45

0

0

10

0.265

0.429

0.641

9.0

135

254.25

2.25

3.65

5.45

0

0

0

0.250

0.406

0.606

9.5

141

260.38

2.25

3.65

5.45

0

0

0

0.237

0.384

0.574

10.0

156

289.79

2.3

3.65

5.65

10

0

40

0.230

0.365

0.565

10.5

183

321.66

2.3

3.65

5.7

0

0

10

0.219

0.348

0.543

11.0

201

351.07

2.3

3.65

6.05

0

0

70

0.209

0.332

0.550

11.5

220

407.45

2.3

3.65

6.2

0

0

30

0.200

0.317

0.539

12.0

235

468.73

2.3

3.65

6.45

0

0

50

0.192

0.304

0.538

71


WT Condition No WT


Load (lb)

0

0

0.5

Density Dr=26..3%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

2

25.06

0.35

0.5

0.4

70

100

80

0.700

1.000

0.800

1.0

4

29.96

0.85

0.85

1.05

100

70

130

0.850

0.850

1.050

1.5

6

34.87

1.15

1.4

1.55

60

110

100

0.767

0.933

1.033

2.0

10

44.67

1.35

2

2

40

120

90

0.675

1.000

1.000

2.5

13

52.02

1.4

2.45

2.4

10

90

80

0.560

0.980

0.960

3.0

16

59.38

1.4

2.85

2.9

0

80

100

0.467

0.950

0.967

3.5

19

66.73

1.4

3.3

3.3

0

90

80

0.400

0.943

0.943

4.0

22

74.09

1.45

3.65

3.7

10

70

80

0.363

0.913

0.925

4.5

26

83.89

1.45

4.05

4.15

0

80

90

0.322

0.900

0.922

5.0

31

96.15

1.45

4.45

4.7

0

80

110

0.290

0.890

0.940

5.5

32

98.60

1.5

4.75

5

10

60

60

0.273

0.864

0.909

6.0

35

105.95

1.55

4.95

5.5

10

40

100

0.258

0.825

0.917

6.5

38

113.30

1.55

5.05

5.8

0

20

60

0.238

0.777

0.892

7.0

42

123.11

1.55

5.1

6.1

0

10

60

0.221

0.729

0.871

7.5

44

128.01

1.55

5.15

6.35

0

10

50

0.207

0.687

0.847

8.0

46

132.91

1.55

5.3

6.6

0

30

50

0.194

0.663

0.825

8.5

50

142.72

1.55

5.35

6.7

0

10

20

0.182

0.629

0.788

9.0

52.5

148.85

1.55

5.4

6.75

0

10

10

0.172

0.600

0.750

9.5

52.5

148.85

1.55

5.45

6.9

0

10

30

0.163

0.574

0.726

10.0

55

154.98

1.55

5.45

7

0

0

20

0.155

0.545

0.700

10.5

59

164.78

1.55

5.45

7.15

0

0

30

0.148

0.519

0.681

11.0

62

172.13

1.6

5.45

7.15

10

0

0

0.145

0.495

0.650

11.5

67

184.39

1.6

5.5

7.2

0

10

10

0.139

0.478

0.626

12.0

69

189.29

1.6

5.55

7.25

0

10

10

0.133

0.463

0.604

72




Load (lb)

0

0

0.5

Density Dr=26..3%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

15.5

58.15

0.3

0.45

0.45

60

90

90

0.600

0.900

0.900

1.0

22.5

75.31

0.7

1

1

80

110

110

0.700

1.000

1.000

1.5

27

86.34

1.05

1.45

1.45

70

90

90

0.700

0.967

0.967

2.0

29

91.24

1.35

2

1.95

60

110

100

0.675

1.000

0.975

2.5

30

93.70

1.55

2.5

2.35

40

100

80

0.620

1.000

0.940

3.0

30

93.70

1.6

2.95

2.85

10

90

100

0.533

0.983

0.950

3.5

30

93.70

1.65

3.4

3.25

10

90

80

0.471

0.971

0.929

4.0

30

93.70

1.65

3.85

3.7

0

90

90

0.413

0.963

0.925

4.5

30

93.70

1.65

4.25

4.1

0

80

80

0.367

0.944

0.911

5.0

30

93.70

1.65

4.7

4.55

0

90

90

0.330

0.940

0.910

5.5

30

93.70

1.65

5.05

4.95

0

70

80

0.300

0.918

0.900

6.0

30

93.70

1.65

5.55

5.35

0

100

80

0.275

0.925

0.892

6.5

30

93.70

1.65

5.85

5.75

0

60

80

0.254

0.900

0.885

7.0

31

96.15

1.65

6.1

6.1

0

50

70

0.236

0.871

0.871

7.5

34

103.50

1.65

6.35

6.55

0

50

90

0.220

0.847

0.873

8.0

40

118.21

1.65

6.45

6.8

0

20

50

0.206

0.806

0.850

8.5

42

123.11

1.65

6.55

7.05

0

20

50

0.194

0.771

0.829

9.0

44

128.01

1.65

6.6

7.35

0

10

60

0.183

0.733

0.817

9.5

55

154.98

1.7

6.7

7.7

10

20

70

0.179

0.705

0.811

10.0

62

172.13

1.7

6.75

7.75

0

10

10

0.170

0.675

0.775

10.5

74

201.55

1.75

6.85

7.95

10

20

40

0.167

0.652

0.757

11.0

84.5

227.29

1.75

6.9

8.15

0

10

40

0.159

0.627

0.741

11.5

89

238.32

1.75

7

8.3

0

20

30

0.152

0.609

0.722

12.0

96

255.47

1.75

7.05

8.4

0

10

20

0.146

0.588

0.700

73




Load (lb)

0

0

0.5

Density Dr=26..3%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

14

54.48

0.25

0.6

0.45

50

120

90

0.500

1.200

0.900

1.0

16

59.38

0.65

1

0.95

80

80

100

0.650

1.000

0.950

1.5

29

91.24

0.95

1.05

1.45

60

10

100

0.633

0.700

0.967

2.0

48

137.82

1

1.45

1.9

10

80

90

0.500

0.725

0.950

2.5

48

137.82

1

1.85

2.35

0

80

90

0.400

0.740

0.940

3.0

48

137.82

1.15

2.4

2.75

30

110

80

0.383

0.800

0.917

3.5

48

137.82

1.2

2.8

3.2

10

80

90

0.343

0.800

0.914

4.0

53

150.07

1.35

3.2

3.6

30

80

80

0.338

0.800

0.900

4.5

53

150.07

1.5

3.6

4

30

80

80

0.333

0.800

0.889

5.0

53

150.07

1.55

3.95

4.45

10

70

90

0.310

0.790

0.890

5.5

53

150.07

1.55

4.15

4.6

0

40

30

0.282

0.755

0.836

6.0

53

150.07

1.55

4.2

4.8

0

10

40

0.258

0.700

0.800

6.5

53

150.07

1.7

4.2

5

30

0

40

0.262

0.646

0.769

7.0

53

150.07

1.7

4.25

5.1

0

10

20

0.243

0.607

0.729

7.5

52

147.62

2

4.3

5.2

60

10

20

0.267

0.573

0.693

8.0

50

142.72

2.2

4.35

5.35

40

10

30

0.275

0.544

0.669

8.5

50

142.72

2.35

4.4

5.5

30

10

30

0.276

0.518

0.647

9.0

49

140.27

2.4

4.45

5.6

10

10

20

0.267

0.494

0.622

9.5

50

142.72

2.4

4.5

5.7

0

10

20

0.253

0.474

0.600

10.0

57

159.88

2.7

4.55

5.8

60

10

20

0.270

0.455

0.580

10.5

70

191.74

3

4.6

5.9

60

10

20

0.286

0.438

0.562

11.0

75.5

205.22

3

4.6

6.15

0

0

50

0.273

0.418

0.559

11.5

76

206.45

3

4.65

6.2

0

10

10

0.261

0.404

0.539

12.0

76

206.45

3

4.7

6.3

0

10

20

0.250

0.392

0.525

74

Test No: C-1 Sand Type D50= 22.44x10-3 inch Drive Length (inch)

WT Condition No WT


Load (lb)

0

0

0.5

Density Dr=20%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

10

44.67

0.45

0.45

0.5

90

90

100

0.900

0.900

1.000

1.0

18

64.28

0.75

0.75

0.95

60

60

90

0.750

0.750

0.950

1.5

21

71.63

1.15

1.15

1.35

80

80

80

0.767

0.767

0.900

2.0

22

74.09

1.45

1.5

1.7

60

70

70

0.725

0.750

0.850

2.5

22.5

75.31

1.75

1.9

2.15

60

80

90

0.700

0.760

0.860

3.0

23.7

78.25

1.95

2.25

2.55

40

70

80

0.650

0.750

0.850

3.5

26.5

85.12

2.1

2.55

3.05

30

60

100

0.600

0.729

0.871

4.0

27.8

88.30

2.15

2.7

3.3

10

30

50

0.538

0.675

0.825

4.5

32.5

99.82

2.2

2.75

3.75

10

10

90

0.489

0.611

0.833

5.0

32.8

100.56

2.25

3.25

4.1

10

100

70

0.450

0.650

0.820

5.5

33

101.05

2.35

2.75

4.35

20

-100

50

0.427

0.500

0.791

6.0

36

108.40

2.35

2.75

4.85

0

0

100

0.392

0.458

0.808

6.5

39

115.76

2.4

2.85

5.1

10

20

50

0.369

0.438

0.785

7.0

43.5

126.79

2.4

2.85

5.4

0

0

60

0.343

0.407

0.771

7.5

50.5

143.94

2.45

2.85

5.85

10

0

90

0.327

0.380

0.780

8.0

58.5

163.55

2.5

2.85

5.95

10

0

20

0.313

0.356

0.744

8.5

64

177.04

2.5

3.35

6

0

100

10

0.294

0.394

0.706

9.0

70

191.74

2.6

3.55

6.1

20

40

20

0.289

0.394

0.678

9.5

80

216.26

2.6

4.15

6.6

0

120

100

0.274

0.437

0.695

10.0

89

238.32

2.7

4.35

7.2

20

40

120

0.270

0.435

0.720

10.5

105

277.54

2.75

4.65

7.3

10

60

20

0.262

0.443

0.695

11.0

114

299.60

2.8

4.85

7.5

10

40

40

0.255

0.441

0.682

11.5

141

365.78

2.85

5.15

7.8

10

60

60

0.248

0.448

0.678

12.0

160

412.35

2.9

5.35

7.95

10

40

30

0.242

0.446

0.663

75




Load (lb)

0

0

0.5

Density Dr=20%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

17

61.83

0.5

0.45

0.45

100

90

90

1.000

0.900

0.900

1.0

29

91.24

0.8

0.95

1

60

100

110

0.800

0.950

1.000

1.5

38

113.30

1.2

1.25

1.35

80

60

70

0.800

0.833

0.900

2.0

44

128.01

1.5

1.65

1.75

60

80

80

0.750

0.825

0.875

2.5

49

140.27

1.9

2

2.2

80

70

90

0.760

0.800

0.880

3.0

52

147.62

2.2

2.35

2.6

60

70

80

0.733

0.783

0.867

3.5

56

157.43

2.45

2.75

3.05

50

80

90

0.700

0.786

0.871

4.0

59

164.78

2.6

3.05

3.5

30

60

90

0.650

0.763

0.875

4.5

61.5

170.91

2.7

3.35

4.05

20

60

110

0.600

0.744

0.900

5.0

66

181.94

2.75

3.65

4.3

10

60

50

0.550

0.730

0.860

5.5

70

191.74

2.8

3.95

4.7

10

60

80

0.509

0.718

0.855

6.0

73

199.10

2.8

4.2

5.25

0

50

110

0.467

0.700

0.875

6.5

80

216.26

2.8

4.4

5.7

0

40

90

0.431

0.677

0.877

7.0

86

230.96

2.95

4.65

6.1

30

50

80

0.421

0.664

0.871

7.5

95

253.02

2.95

4.85

6.65

0

40

110

0.393

0.647

0.887

8.0

105

277.54

2.95

4.95

6.75

0

20

20

0.369

0.619

0.844

8.5

111

292.24

3

5

7.1

10

10

70

0.353

0.588

0.835

9.0

123

321.66

3

5.1

7.55

0

20

90

0.333

0.567

0.839

9.5

140

363.33

3.1

5.15

7.75

20

10

40

0.326

0.542

0.816

10.0

155.5

401.32

3.15

5.2

8.15

10

10

80

0.315

0.520

0.815

10.5

178

456.47

3.25

5.25

8.45

20

10

60

0.310

0.500

0.805

11.0

208

530.01

3.3

5.25

8.75

10

0

60

0.300

0.477

0.795

11.5

235

596.19

3.3

5.25

9.05

0

0

60

0.287

0.457

0.787

12.0

268

677.08

3.3

5.25

9.25

0

0

40

0.275

0.438

0.771

76




Load (lb)

0

0

0.5

Density Dr=20%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

28

88.79

0.5

0.35

0.45

100

70

90

1.000

0.700

0.900

1.0

32

98.60

0.7

0.55

0.8

40

40

70

0.700

0.550

0.800

1.5

35

105.95

0.95

0.8

1.2

50

50

80

0.633

0.533

0.800

2.0

40

118.21

1.1

0.95

1.5

30

30

60

0.550

0.475

0.750

2.5

45

130.46

1.1

0.95

1.85

0

0

70

0.440

0.380

0.740

3.0

46

132.91

1.15

1

2.2

10

10

70

0.383

0.333

0.733

3.5

51

145.17

1.25

1.1

2.5

20

20

60

0.357

0.314

0.714

4.0

51

145.17

1.5

1.35

2.75

50

50

50

0.375

0.338

0.688

4.5

52

147.62

1.65

1.5

2.9

30

30

30

0.367

0.333

0.644

5.0

55

154.98

1.7

1.55

3

10

10

20

0.340

0.310

0.600

5.5

59

164.78

1.75

1.6

3.1

10

10

20

0.318

0.291

0.564

6.0

60

167.23

1.8

1.65

3.2

10

10

20

0.300

0.275

0.533

6.5

67

184.39

1.95

1.8

3.2

30

30

0

0.300

0.277

0.492

7.0

75

204.00

2

1.85

3.2

10

10

0

0.286

0.264

0.457

7.5

82

221.16

2.1

1.95

3.2

20

20

0

0.280

0.260

0.427

8.0

90

240.77

2.25

2.1

3.25

30

30

10

0.281

0.263

0.406

8.5

97

257.93

2.4

2.25

3.25

30

30

0

0.282

0.265

0.382

9.0

105

277.54

2.5

2.35

3.35

20

20

20

0.278

0.261

0.372

9.5

120

314.30

2.5

2.35

3.35

0

0

0

0.263

0.247

0.353

10.0

130

338.82

2.55

2.4

3.4

10

10

10

0.255

0.240

0.340

10.5

141

365.78

2.55

2.4

3.4

0

0

0

0.243

0.229

0.324

11.0

155

400.10

2.55

2.4

3.5

0

0

20

0.232

0.218

0.318

11.5

182

466.28

2.55

2.4

3.5

0

0

0

0.222

0.209

0.304

12.0

198

505.50

2.55

2.4

3.5

0

0

0

0.213

0.200

0.292

77


WT Condition No WT


Load (lb)

0

0

0.5

Density Dr=20%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

6

34.87

0.2

0.35

0.5

40

70

100

0.400

0.700

1.000

1.0

9

42.22

0.45

0.7

1

50

70

100

0.450

0.700

1.000

1.5

13

52.02

0.65

1.15

1.5

40

90

100

0.433

0.767

1.000

2.0

14

54.48

0.8

1.55

2

30

80

100

0.400

0.775

1.000

2.5

14

54.48

0.9

2

2.4

20

90

80

0.360

0.800

0.960

3.0

14

54.48

0.95

2.4

2.9

10

80

100

0.317

0.800

0.967

3.5

14.2

54.97

0.95

2.9

3.3

0

100

80

0.271

0.829

0.943

4.0

14.2

54.97

0.95

3.1

3.7

0

40

80

0.238

0.775

0.925

4.5

14.2

54.97

0.95

3.5

4.2

0

80

100

0.211

0.778

0.933

5.0

14.2

54.97

0.95

3.65

4.55

0

30

70

0.190

0.730

0.910

5.5

14.8

56.44

0.95

3.9

4.9

0

50

70

0.173

0.709

0.891

6.0

15.5

58.15

0.95

4.05

5.2

0

30

60

0.158

0.675

0.867

6.5

19.5

67.96

0.95

4.25

5.6

0

40

80

0.146

0.654

0.862

7.0

20.8

71.14

1.1

4.4

6

30

30

80

0.157

0.629

0.857

7.5

24.7

80.70

1.2

4.5

6.1

20

20

20

0.160

0.600

0.813

8.0

27

86.34

1.2

4.65

6.45

0

30

70

0.150

0.581

0.806

8.5

31

96.15

1.2

4.85

6.8

0

40

70

0.141

0.571

0.800

9.0

35

105.95

1.25

4.9

7

10

10

40

0.139

0.544

0.778

9.5

41

120.66

1.25

5.05

7.25

0

30

50

0.132

0.532

0.763

10.0

48.6

139.29

1.25

5.25

7.35

0

40

20

0.125

0.525

0.735

10.5

53.5

151.30

1.3

5.3

7.45

10

10

20

0.124

0.505

0.710

11.0

63.5

175.81

1.35

5.35

7.55

10

10

20

0.123

0.486

0.686

11.5

75

204.00

1.35

5.4

7.6

0

10

10

0.117

0.470

0.661

12.0

90

240.77

1.35

5.4

7.65

0

0

10

0.113

0.450

0.638

78




Load (lb)

0

0

0.5

Density Dr=20%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

13

52.02

0.1

0.2

0.4

20

40

80

0.200

0.400

0.800

1.0

16

59.38

0.4

0.6

0.9

60

80

100

0.400

0.600

0.900

1.5

18

64.28

0.65

1.1

1.35

50

100

90

0.433

0.733

0.900

2.0

20

69.18

0.85

1.5

1.75

40

80

80

0.425

0.750

0.875

2.5

25

81.44

0.9

1.8

2.2

10

60

90

0.360

0.720

0.880

3.0

25.5

82.66

0.9

2.2

2.65

0

80

90

0.300

0.733

0.883

3.5

29

91.24

0.9

2.65

3.05

0

90

80

0.257

0.757

0.871

4.0

31

96.15

0.9

3.05

3.45

0

80

80

0.225

0.763

0.863

4.5

31.5

97.37

0.9

3.4

3.85

0

70

80

0.200

0.756

0.856

5.0

33

101.05

0.9

3.7

4.35

0

60

100

0.180

0.740

0.870

5.5

33

101.05

0.9

3.9

4.7

0

40

70

0.164

0.709

0.855

6.0

33

101.05

0.9

4

5.1

0

20

80

0.150

0.667

0.850

6.5

33

101.05

0.9

4.15

5.4

0

30

60

0.138

0.638

0.831

7.0

34

103.50

0.9

4.25

5.75

0

20

70

0.129

0.607

0.821

7.5

36

108.40

0.9

4.3

6.05

0

10

60

0.120

0.573

0.807

8.0

38

113.30

0.9

4.3

6.25

0

0

40

0.113

0.538

0.781

8.5

40

118.21

0.9

4.45

6.35

0

30

20

0.106

0.524

0.747

9.0

41.5

121.88

0.9

4.5

6.65

0

10

60

0.100

0.500

0.739

9.5

43

125.56

0.95

4.6

6.65

10

20

0

0.100

0.484

0.700

10.0

45

130.46

0.95

4.6

6.85

0

0

40

0.095

0.460

0.685

10.5

52

147.62

0.95

4.65

7

0

10

30

0.090

0.443

0.667

11.0

55

154.98

1

4.7

7.1

10

10

20

0.091

0.427

0.645

11.5

59

164.78

1

4.7

7.1

0

0

0

0.087

0.409

0.617

12.0

61

169.68

1

4.7

7.15

0

0

0

0.083

0.392

0.596

79




Load (lb)

0

0

0.5

Density Dr=20%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

13

52.02

0.25

0.4

0.5

50

80

100

0.500

0.800

1.000

1.0

13

52.02

0.35

0.8

0.85

20

80

70

0.350

0.800

0.850

1.5

15

56.93

0.4

1.2

1.2

10

80

70

0.267

0.800

0.800

2.0

15

56.93

0.5

1.65

1.7

20

90

100

0.250

0.825

0.850

2.5

18

64.28

0.5

2

2.05

0

70

70

0.200

0.800

0.820

3.0

19

66.73

0.5

2.3

2.55

0

60

100

0.167

0.767

0.850

3.5

20

69.18

0.55

2.6

2.9

10

60

70

0.157

0.743

0.829

4.0

20

69.18

0.55

2.9

3.25

0

60

70

0.138

0.725

0.813

4.5

23

76.54

0.55

3.25

3.75

0

70

100

0.122

0.722

0.833

5.0

24

78.99

0.65

3.45

4.1

20

40

70

0.130

0.690

0.820

5.5

24

78.99

0.8

3.5

4.55

30

10

90

0.145

0.636

0.827

6.0

24

78.99

0.9

3.55

4.75

20

10

40

0.150

0.592

0.792

6.5

24

78.99

0.95

3.6

5

10

10

50

0.146

0.554

0.769

7.0

24

78.99

0.95

3.65

5.2

0

10

40

0.136

0.521

0.743

7.5

25

81.44

0.95

3.8

5.45

0

30

50

0.127

0.507

0.727

8.0

29

91.24

0.95

3.95

5.6

0

30

30

0.119

0.494

0.700

8.5

32

98.60

1

4.15

5.75

10

40

30

0.118

0.488

0.676

9.0

35

105.95

1.1

4.2

6

20

10

50

0.122

0.467

0.667

9.5

41

120.66

1.1

4.3

6.25

0

20

50

0.116

0.453

0.658

10.0

52

147.62

1.1

4.4

6.3

0

20

10

0.110

0.440

0.630

10.5

58

162.33

1.1

4.5

6.35

0

20

10

0.105

0.429

0.605

11.0

65

179.49

1.15

4.55

6.5

10

10

30

0.105

0.414

0.591

11.5

66

181.94

1.15

4.55

6.65

0

0

30

0.100

0.396

0.578

12.0

69

189.29

1.15

4.55

6.7

0

0

10

0.096

0.379

0.558

80


WT Condition No WT


Load (lb)

0

0

0.5

Density Dr=24.2%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

10

44.67

0.35

0.35

0.3

70

70

60

0.700

0.700

0.600

1.0

15

56.93

0.75

0.8

0.8

80

90

100

0.750

0.800

0.800

1.5

18

64.28

1.15

1.2

1.2

80

80

80

0.767

0.800

0.800

2.0

20

69.18

1.35

1.6

1.4

40

80

40

0.675

0.800

0.700

2.5

21

71.63

1.75

1.95

1.9

80

70

100

0.700

0.780

0.760

3.0

24

78.99

2

2.35

2.3

50

80

80

0.667

0.783

0.767

3.5

25

81.44

2.05

2.55

2.65

10

40

70

0.586

0.729

0.757

4.0

27.5

87.57

2.15

2.85

3

20

60

70

0.538

0.713

0.750

4.5

29

91.24

2.25

3.15

3.4

20

60

80

0.500

0.700

0.756

5.0

31

96.15

2.35

3.45

3.8

20

60

80

0.470

0.690

0.760

5.5

32

98.60

2.35

3.55

4.2

0

20

80

0.427

0.645

0.764

6.0

32

98.60

2.35

3.75

4.6

0

40

80

0.392

0.625

0.767

6.5

32

98.60

2.35

3.95

4.9

0

40

60

0.362

0.608

0.754

7.0

56

157.43

2.35

4.05

5.2

0

20

60

0.336

0.579

0.743

7.5

59

164.78

2.35

4.2

5.6

0

30

80

0.313

0.560

0.747

8.0

59

164.78

2.35

4.25

5.8

0

10

40

0.294

0.531

0.725

8.5

59

164.78

2.35

4.25

6.1

0

0

60

0.276

0.500

0.718

9.0

59

164.78

2.35

4.3

6.4

0

10

60

0.261

0.478

0.711

9.5

59

164.78

2.4

4.35

6.6

10

10

40

0.253

0.458

0.695

10.0

59

164.78

2.45

4.35

6.8

10

0

40

0.245

0.435

0.680

10.5

63

174.58

2.45

4.35

7.1

0

0

60

0.233

0.414

0.676

11.0

71

194.19

2.5

4.45

7.3

10

20

40

0.227

0.405

0.664

11.5

84

226.06

2.55

4.6

7.5

10

30

40

0.222

0.400

0.652

12.0

112

294.69

2.65

4.65

7.6

20

10

20

0.221

0.388

0.633

81




Load (lb)

0

0

0.5

Density Dr=24.2%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

34

103.50

0.4

0.45

0.3

80

90

60

0.800

0.900

0.600

1.0

80

216.26

0.65

0.9

0.7

50

90

80

0.650

0.900

0.700

1.5

80

216.26

0.9

1.15

1

50

50

60

0.600

0.767

0.667

2.0

81

218.71

1.2

1.45

1.4

60

60

80

0.600

0.725

0.700

2.5

83

223.61

1.55

1.8

1.9

70

70

100

0.620

0.720

0.760

3.0

83

223.61

1.8

2.1

2.3

50

60

80

0.600

0.700

0.767

3.5

83

223.61

2.05

2.4

2.7

50

60

80

0.586

0.686

0.771

4.0

83

223.61

2.25

2.6

3.1

40

40

80

0.563

0.650

0.775

4.5

83

223.61

2.45

2.95

3.5

40

70

80

0.544

0.656

0.778

5.0

83

223.61

2.7

3.1

3.9

50

30

80

0.540

0.620

0.780

5.5

83

223.61

2.85

3.4

4.3

30

60

80

0.518

0.618

0.782

6.0

83

223.61

2.9

3.6

4.65

10

40

70

0.483

0.600

0.775

6.5

83

223.61

2.9

3.85

5

0

50

70

0.446

0.592

0.769

7.0

83

223.61

2.95

4

5.3

10

30

60

0.421

0.571

0.757

7.5

83

223.61

3

4.2

5.7

10

40

80

0.400

0.560

0.760

8.0

83

223.61

3

4.3

5.95

0

20

50

0.375

0.538

0.744

8.5

83

223.61

3

4.4

6.25

0

20

60

0.353

0.518

0.735

9.0

84

226.06

3

4.55

6.45

0

30

40

0.333

0.506

0.717

9.5

91

243.22

3.05

4.6

6.65

10

10

40

0.321

0.484

0.700

10.0

100

265.28

3.1

4.7

6.8

10

20

30

0.310

0.470

0.680

10.5

112

294.69

3.2

4.7

6.95

20

0

30

0.305

0.448

0.662

11.0

124

324.11

3.2

4.8

7.15

0

20

40

0.291

0.436

0.650

11.5

140

363.33

3.2

4.8

7.25

0

0

20

0.278

0.417

0.630

12.0

175

449.12

3.2

4.8

7.45

0

0

40

0.267

0.400

0.621

82




Load (lb)

0

0

0.5

Density Dr=24.2%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

38

113.30

0.25

0.35

0.35

50

70

70

0.500

0.700

0.700

1.0

50

142.72

0.65

0.75

0.8

80

80

90

0.650

0.750

0.800

1.5

53.5

151.30

1

1.15

1.2

70

80

80

0.667

0.767

0.800

2.0

56

157.43

1.3

1.5

1.55

60

70

70

0.650

0.750

0.775

2.5

65

179.49

1.6

1.85

1.9

60

70

70

0.640

0.740

0.760

3.0

80

216.26

1.8

2.15

2.3

40

60

80

0.600

0.717

0.767

3.5

88

235.86

1.95

2.4

2.6

30

50

60

0.557

0.686

0.743

4.0

92

245.67

2.1

2.6

2.95

30

40

70

0.525

0.650

0.738

4.5

92

245.67

2.25

2.8

3.25

30

40

60

0.500

0.622

0.722

5.0

92

245.67

2.3

2.95

3.6

10

30

70

0.460

0.590

0.720

5.5

96.5

256.70

2.35

3.15

3.9

10

40

60

0.427

0.573

0.709

6.0

96.5

256.70

2.4

3.35

4.2

10

40

60

0.400

0.558

0.700

6.5

96.5

256.70

2.4

3.5

4.4

0

30

40

0.369

0.538

0.677

7.0

96.5

256.70

2.5

3.7

4.5

20

40

20

0.357

0.529

0.643

7.5

96.5

256.70

2.6

3.8

4.55

20

20

10

0.347

0.507

0.607

8.0

97

257.93

2.6

3.9

4.6

0

20

10

0.325

0.488

0.575

8.5

102

270.18

2.65

4.05

4.75

10

30

30

0.312

0.476

0.559

9.0

111

292.24

2.65

4.1

4.85

0

10

20

0.294

0.456

0.539

9.5

125

326.56

2.65

4.15

4.95

0

10

20

0.279

0.437

0.521

10.0

138

358.42

2.65

4.25

5

0

20

10

0.265

0.425

0.500

10.5

150

387.84

2.65

4.25

5

0

0

0

0.252

0.405

0.476

11.0

163

419.70

2.7

4.4

5

10

30

0

0.245

0.400

0.455

11.5

181

463.83

2.7

4.4

5.05

0

0

10

0.235

0.383

0.439

12.0

189

483.44

2.7

4.4

5.05

0

0

0

0.225

0.367

0.421

83


WT Condition No WT


Load (lb)

0

0

0.5

Density Dr=24.2%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

23

34.87

0.05

0.3

0.5

10

60

100

0.100

0.600

1.000

1.0

26

42.22

0.05

0.75

0.95

0

90

90

0.050

0.750

0.950

1.5

27

52.02

0.15

1.1

1.4

20

70

90

0.100

0.733

0.933

2.0

30

54.48

0.15

1.4

1.8

0

60

80

0.075

0.700

0.900

2.5

30

54.48

0.2

1.8

2.3

10

80

100

0.080

0.720

0.920

3.0

30

54.48

0.25

2

2.7

10

40

80

0.083

0.667

0.900

3.5

34

54.97

0.25

2

3.1

0

0

80

0.071

0.571

0.886

4.0

34

54.97

0.25

2

3.4

0

0

60

0.063

0.500

0.850

4.5

36

54.97

0.25

2.3

3.8

0

60

80

0.056

0.511

0.844

5.0

36.5

54.97

0.25

2.5

4.1

0

40

60

0.050

0.500

0.820

5.5

37.5

56.44

0.3

2.6

4.4

10

20

60

0.055

0.473

0.800

6.0

38

58.15

0.3

2.75

4.65

0

30

50

0.050

0.458

0.775

6.5

39

67.96

0.3

2.8

4.9

0

10

50

0.046

0.431

0.754

7.0

40

71.14

0.3

2.8

5

0

0

20

0.043

0.400

0.714

7.5

45

80.7

0.3

2.8

5.2

0

0

40

0.040

0.373

0.693

8.0

45.5

86.34

0.3

2.8

5.45

0

0

50

0.038

0.350

0.681

8.5

46

96.15

0.35

2.8

5.6

10

0

30

0.041

0.329

0.659

9.0

46

105.95

0.35

2.8

5.7

0

0

20

0.039

0.311

0.633

9.5

46

120.66

0.35

2.8

5.8

0

0

20

0.037

0.295

0.611

10.0

46

139.29

0.35

2.8

5.85

0

0

10

0.035

0.280

0.585

10.5

46

151.3

0.55

2.8

6.1

40

0

50

0.052

0.267

0.581

11.0

50

175.81

0.6

2.8

6.25

10

0

30

0.055

0.255

0.568

11.5

51

204

0.8

2.8

6.25

40

0

0

0.070

0.243

0.543

12.0

52

240.77

0.8

2.8

6.25

0

0

0

0.067

0.233

0.521

84




Load (lb)

0

0

0.5

Density Dr=24.2%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

45

34.87

0.1

0.4

0.8

20

80

160

0.200

0.800

1.600

1.0

76

42.22

0.4

0.9

1.4

60

100

120

0.400

0.900

1.400

1.5

78

52.02

0.7

1.3

1.85

60

80

90

0.467

0.867

1.233

2.0

78

54.48

0.8

1.75

2.3

20

90

90

0.400

0.875

1.150

2.5

78

54.48

0.9

2.2

2.75

20

90

90

0.360

0.880

1.100

3.0

78

54.48

0.9

2.6

3.2

0

80

90

0.300

0.867

1.067

3.5

78

54.97

1

2.95

3.55

20

70

70

0.286

0.843

1.014

4.0

78

54.97

1.1

3.1

4

20

30

90

0.275

0.775

1.000

4.5

78

54.97

1.15

3.4

4.45

10

60

90

0.256

0.756

0.989

5.0

78

54.97

1.2

3.8

4.85

10

80

80

0.240

0.760

0.970

5.5

78

56.44

1.25

4

5.2

10

40

70

0.227

0.727

0.945

6.0

78

58.15

1.25

4.1

5.9

0

20

140

0.208

0.683

0.983

6.5

78

67.96

1.25

4.1

6.25

0

0

70

0.192

0.631

0.962

7.0

78

71.14

1.25

4.5

6.6

0

80

70

0.179

0.643

0.943

7.5

78

80.7

1.25

4.6

7.2

0

20

120

0.167

0.613

0.960

8.0

78

86.34

1.25

4.7

7.5

0

20

60

0.156

0.588

0.938

8.5

78

96.15

1.25

4.8

7.6

0

20

20

0.147

0.565

0.894

9.0

78

105.95

1.25

4.85

7.65

0

10

10

0.139

0.539

0.850

9.5

78

120.66

1.25

4.85

7.9

0

0

50

0.132

0.511

0.832

10.0

78

139.29

1.25

4.9

8.05

0

10

30

0.125

0.490

0.805

10.5

81

151.3

1.25

4.9

8.2

0

0

30

0.119

0.467

0.781

11.0

82

175.81

1.25

4.9

8.3

0

0

20

0.114

0.445

0.755

11.5

83

204

1.25

4.9

8.35

0

0

10

0.109

0.426

0.726

12.0

85

240.77

1.25

4.9

8.4

0

0

10

0.104

0.408

0.700

85




Load (lb)

0

0

0.5

Density Dr=24.2%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

47

34.87

0.25

0.35

0.45

50

70

90

0.500

0.700

0.900

1.0

50

42.22

0.3

0.75

0.95

10

80

100

0.300

0.750

0.950

1.5

53

52.02

0.35

1.15

1.4

10

80

90

0.233

0.767

0.933

2.0

65

54.48

0.35

1.5

1.9

0

70

100

0.175

0.750

0.950

2.5

73

54.48

0.4

1.9

2.35

10

80

90

0.160

0.760

0.940

3.0

73

54.48

0.45

2.3

2.8

10

80

90

0.150

0.767

0.933

3.5

75

54.97

0.5

2.65

3.1

10

70

60

0.143

0.757

0.886

4.0

75.5

54.97

0.5

3.05

3.6

0

80

100

0.125

0.763

0.900

4.5

79

54.97

0.6

3.3

4.05

20

50

90

0.133

0.733

0.900

5.0

80

54.97

0.6

3.55

4.45

0

50

80

0.120

0.710

0.890

5.5

82

56.44

0.6

3.65

4.8

0

20

70

0.109

0.664

0.873

6.0

82

58.15

0.6

3.8

5.4

0

30

120

0.100

0.633

0.900

6.5

82

67.96

0.6

3.95

5.65

0

30

50

0.092

0.608

0.869

7.0

83

71.14

0.6

4

5.65

0

10

0

0.086

0.571

0.807

7.5

83

80.7

0.6

4.05

5.65

0

10

0

0.080

0.540

0.753

8.0

83

86.34

0.6

4.2

5.65

0

30

0

0.075

0.525

0.706

8.5

83

96.15

0.6

4.2

5.7

0

0

10

0.071

0.494

0.671

9.0

83

105.95

0.6

4.25

5.7

0

10

0

0.067

0.472

0.633

9.5

83

120.66

0.6

4.25

5.7

0

0

0

0.063

0.447

0.600

10.0

83

139.29

0.6

4.25

5.7

0

0

0

0.060

0.425

0.570

10.5

85

151.3

0.6

4.25

5.7

0

0

0

0.057

0.405

0.543

11.0

89

175.81

0.6

4.25

5.7

0

0

0

0.055

0.386

0.518

11.5

89

204

0.6

4.25

5.7

0

0

0

0.052

0.370

0.496

12.0

91

240.77

0.6

4.25

5.7

0

0

0

0.050

0.354

0.475

86




Load (lb)

0

0

0.5

Density Dr=24.2%


Pipe Material SS

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

15

56.93

0.15

0.2

0.2

30

40

40

0.300

0.400

0.400

1.0

20

69.18

0.4

0.45

0.45

50

50

50

0.400

0.450

0.450

1.5

23

76.54

0.55

0.65

0.65

30

40

40

0.367

0.433

0.433

2.0

25

81.44

0.65

0.9

0.8

20

50

30

0.325

0.450

0.400

2.5

26

83.89

0.85

1.05

1.1

40

30

60

0.340

0.420

0.440

3.0

44

128.01

1

1.3

1.25

30

50

30

0.333

0.433

0.417

3.5

45

130.46

1.05

1.4

1.45

10

20

40

0.300

0.400

0.414

4.0

47.5

136.59

1.05

1.55

1.65

0

30

40

0.263

0.388

0.413

4.5

49

140.27

1.1

1.7

1.85

10

30

40

0.244

0.378

0.411

5.0

81

218.71

1.15

1.9

2.1

10

40

50

0.230

0.380

0.420

5.5

82

221.16

1.15

1.95

2.3

0

10

40

0.209

0.355

0.418

6.0

82

221.16

1.15

2.05

2.55

0

20

50

0.192

0.342

0.425

6.5

82

221.16

1.15

2.15

2.7

0

20

30

0.177

0.331

0.415

7.0

106

279.99

1.15

2.2

2.85

0

10

30

0.164

0.314

0.407

7.5

109

287.34

1.15

2.3

3.1

0

20

50

0.153

0.307

0.413

8.0

109

287.34

1.15

2.3

3.2

0

0

20

0.144

0.288

0.400

8.5

109

287.34

1.15

2.35

3.35

0

10

30

0.135

0.276

0.394

9.0

109

287.34

1.15

2.35

3.5

0

0

30

0.128

0.261

0.389

9.5

109

287.34

1.2

2.4

3.6

10

10

20

0.126

0.253

0.379

10.0

109

287.34

1.2

2.4

3.75

0

0

30

0.120

0.240

0.375

10.5

113

297.14

1.2

2.4

3.9

0

0

30

0.114

0.229

0.371

11.0

121

316.75

1.2

2.45

4

0

10

20

0.109

0.223

0.364

11.5

134

348.62

1.25

2.55

4.1

10

20

20

0.109

0.222

0.357

12.0

162

417.25

1.3

2.55

4.2

10

0

20

0.108

0.213

0.350

87




Load (lb)

0

0

0.5

Density Dr=30.4%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

49

140.27

0.45

0.5

0.45

90

100

90

0.900

1.000

0.900

1.0

55

154.98

0.8

0.9

0.9

70

80

90

0.800

0.900

0.900

1.5

64

177.04

1.15

1.3

1.3

70

80

80

0.767

0.867

0.867

2.0

64

177.04

1.5

1.7

1.75

70

80

90

0.750

0.850

0.875

2.5

72

196.65

1.9

2.1

2.25

80

80

100

0.760

0.840

0.900

3.0

72

196.65

2.2

2.45

2.7

60

70

90

0.733

0.817

0.900

3.5

72

196.65

2.5

2.85

3.15

60

80

90

0.714

0.814

0.900

4.0

85

228.51

2.65

3.1

3.65

30

50

100

0.663

0.775

0.913

4.5

87

233.41

2.85

3.45

4.15

40

70

100

0.633

0.767

0.922

5.0

87

233.41

3

3.7

4.5

30

50

70

0.600

0.740

0.900

5.5

92

245.67

3.1

4.05

4.95

20

70

90

0.564

0.736

0.900

6.0

92.5

246.90

3.15

4.3

5.45

10

50

100

0.525

0.717

0.908

6.5

93

248.12

3.15

4.55

5.9

0

50

90

0.485

0.700

0.908

7.0

98

260.38

3.25

4.75

6.25

20

40

70

0.464

0.679

0.893

7.5

98

260.38

3.25

5

6.8

0

50

110

0.433

0.667

0.907

8.0

98

260.38

3.25

5.05

7

0

10

40

0.406

0.631

0.875

8.5

98

260.38

3.3

5.2

7.35

10

30

70

0.388

0.612

0.865

9.0

99

262.83

3.3

5.3

7.7

0

20

70

0.367

0.589

0.856

9.5

106

279.99

3.4

5.35

7.9

20

10

40

0.358

0.563

0.832

10.0

115

302.05

3.45

5.45

8.2

10

20

60

0.345

0.545

0.820

10.5

127

331.46

3.55

5.5

8.5

20

10

60

0.338

0.524

0.810

11.0

139

360.88

3.55

5.5

8.75

0

0

50

0.323

0.500

0.795

11.5

155

400.10

3.55

5.5

9

0

0

50

0.309

0.478

0.783

12.0

190

485.89

3.55

5.5

9.2

0

0

40

0.296

0.458

0.767

88




Load (lb)

0

0

0.5

Density Dr=30.4%


Pipe Material Al

IFR

PLR

Pipe Diameter

1″

1.5″

2″

1″

1.5″

2″

1″

1.5″

2″

0

0

0

0

0

0

0

0

0

0

40

118.21

0.35

0.4

0.4

70

80

80

0.700

0.800

0.800

1.0

52

147.62

0.7

0.9

0.95

70

100

110

0.700

0.900

0.950

1.5

55.5

156.20

1.1

1.2

1.25

80

60

60

0.733

0.800

0.833

2.0

58

162.33

1.4

1.6

1.65

60

80

80

0.700

0.800

0.825

2.5

67

184.39

1.75

1.9

2.05

70

60

80

0.700

0.760

0.820

3.0

72

196.65

2

2.25

2.45

50

70

80

0.667

0.750

0.817

3.5

90

240.77

2.2

2.6

2.8

40

70

70

0.629

0.743

0.800

4.0

92

245.67

2.35

2.8

3.2

30

40

80

0.588

0.700

0.800

4.5

96

255.47

2.5

3.1

3.65

30

60

90

0.556

0.689

0.811

5.0

96

255.47

2.5

3.3

3.95

0

40

60

0.500

0.660

0.790

5.5

100

265.28

2.6

3.55

4.3

20

50

70

0.473

0.645

0.782

6.0

100

265.28

2.6

3.75

4.7

0

40

80

0.433

0.625

0.783

6.5

100.5

266.50

2.6

3.95

5.05

0

40

70

0.400

0.608

0.777

7.0

100.5

266.50

2.65

4.15

5.3

10

40

50

0.379

0.593

0.757

7.5

100.5

266.50

2.75

4.3

5.6

20

30

60

0.367

0.573

0.747

8.0

101

267.73

2.75

4.4

5.7

0

20

20

0.344

0.550

0.713

8.5

106

279.99

2.8

4.5

5.9

10

20

40

0.329

0.529

0.694

9.0

115

302.05

2.8

4.6

6.2

0

20

60

0.311

0.511

0.689

9.5

129

336.36

2.9

4.65

6.35

20

10

30

0.305

0.489

0.668

10.0

142

368.23

2.9

4.7

6.6

0

10

50

0.290

0.470

0.660

10.5

154

397.64

2.95

4.75

6.7

10

10

20

0.281

0.452

0.638

11.0

167

429.51

3

4.8

6.9

10

10

40

0.273

0.436

0.627

11.5

185

473.63

3

4.8

7.05

0

0

30

0.261

0.417

0.613

12.0

193

493.24

3

4.8

7.15

0

0

20

0.250

0.400

0.596

89


WT Condition No WT


Load (lb)

0

0

0.5

Density Dr=30.4%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

17

61.83

0.05

0.25

0.45

10

50

90

0.100

0.500

0.900

1.0

20

69.18

0.05

0.7

0.9

0

90

90

0.050

0.700

0.900

1.5

24

78.99

0.15

1.05

1.3

20

70

80

0.100

0.700

0.867

2.0

25

81.44

0.15

1.3

1.75

0

50

90

0.075

0.650

0.875

2.5

25

81.44

0.2

1.65

2.15

10

70

80

0.080

0.660

0.860

3.0

25

81.44

0.2

1.85

2.6

0

40

90

0.067

0.617

0.867

3.5

25.2

81.93

0.2

1.85

2.95

0

0

70

0.057

0.529

0.843

4.0

25.2

81.93

0.2

1.85

3.25

0

0

60

0.050

0.463

0.813

4.5

25.2

81.93

0.25

2.1

3.7

10

50

90

0.056

0.467

0.822

5.0

25.2

81.93

0.25

2.1

4.05

0

0

70

0.050

0.420

0.810

5.5

25.8

83.40

0.25

2.25

4.3

0

30

50

0.045

0.409

0.782

6.0

26.5

85.12

0.25

2.4

4.5

0

30

40

0.042

0.400

0.750

6.5

30.5

94.92

0.25

2.4

4.7

0

0

40

0.038

0.369

0.723

7.0

31.8

98.11

0.3

2.4

4.9

10

0

40

0.043

0.343

0.700

7.5

35.7

107.67

0.3

2.65

5.05

0

50

30

0.040

0.353

0.673

8.0

38

113.30

0.3

2.65

5.2

0

0

30

0.038

0.331

0.650

8.5

42

123.11

0.3

2.65

5.25

0

0

10

0.035

0.312

0.618

9.0

46

132.91

0.3

2.65

5.25

0

0

0

0.033

0.294

0.583

9.5

52

147.62

0.35

2.65

5.3

10

0

10

0.037

0.279

0.558

10.0

59.6

166.25

0.35

2.65

5.45

0

0

30

0.035

0.265

0.545

10.5

64.5

178.26

0.45

2.65

5.5

20

0

10

0.043

0.252

0.524

11.0

74.5

202.77

0.45

2.65

5.5

0

0

0

0.041

0.241

0.500

11.5

86

230.96

0.55

2.65

5.5

20

0

0

0.048

0.230

0.478

12.0

101

267.73

0.55

2.65

5.5

0

0

0

0.046

0.221

0.458

90




Load (lb)

0

0

0.5

Density Dr=30.4%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

33

101.05

0.1

0.3

0.7

20

60

140

0.200

0.600

1.400

1.0

36

108.40

0.3

0.75

1.3

40

90

120

0.300

0.750

1.300

1.5

38

113.30

0.6

1.15

1.75

60

80

90

0.400

0.767

1.167

2.0

40

118.21

0.7

1.6

2.2

20

90

90

0.350

0.800

1.100

2.5

45

130.46

0.8

2.05

2.65

20

90

90

0.320

0.820

1.060

3.0

45.5

131.69

0.8

2.45

3.1

0

80

90

0.267

0.817

1.033

3.5

49

140.27

0.9

2.8

3.45

20

70

70

0.257

0.800

0.986

4.0

51

145.17

1

2.95

3.9

20

30

90

0.250

0.738

0.975

4.5

76.5

207.68

1.05

3.25

4.35

10

60

90

0.233

0.722

0.967

5.0

78

211.35

1.1

3.65

4.75

10

80

80

0.220

0.730

0.950

5.5

78

211.35

1.15

3.85

5.1

10

40

70

0.209

0.700

0.927

6.0

78

211.35

1.15

3.95

5.8

0

20

140

0.192

0.658

0.967

6.5

78

211.35

1.15

3.95

6.15

0

0

70

0.177

0.608

0.946

7.0

79

213.80

1.15

4.35

6.5

0

80

70

0.164

0.621

0.929

7.5

81

218.71

1.15

4.45

7.1

0

20

120

0.153

0.593

0.947

8.0

83

223.61

1.15

4.55

7.4

0

20

60

0.144

0.569

0.925

8.5

85

228.51

1.15

4.65

7.5

0

20

20

0.135

0.547

0.882

9.0

86.5

232.19

1.15

4.7

7.55

0

10

10

0.128

0.522

0.839

9.5

88

235.86

1.15

4.7

7.8

0

0

50

0.121

0.495

0.821

10.0

90

240.77

1.15

4.75

7.95

0

10

30

0.115

0.475

0.795

10.5

97

257.93

1.15

4.75

8.1

0

0

30

0.110

0.452

0.771

11.0

100

265.28

1.15

4.75

8.2

0

0

20

0.105

0.432

0.745

11.5

104

275.08

1.15

4.75

8.25

0

0

10

0.100

0.413

0.717

12.0

106

279.99

1.15

4.75

8.3

0

0

10

0.096

0.396

0.692

91




Load (lb)

0

0

0.5

Density Dr=30.4%


Pipe Material SS

IFR

PLR

Pipe Diameter

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0.5″

1.0″

1.5″

0

0

0

0

0

0

0

0

0

0

62

172.13

0.1

0.3

0.65

20

60

130

0.200

0.600

1.300

1.0

65

179.49

0.2

0.8

1.2

20

100

110

0.200

0.800

1.200

1.5

68

186.84

0.4

1.2

1.7

40

80

100

0.267

0.800

1.133

2.0

80

216.26

0.45

1.6

2.2

10

80

100

0.225

0.800

1.100

2.5

88

235.86

0.55

2.05

2.65

20

90

90

0.220

0.820

1.060

3.0

119

311.85

0.55

2.35

3.15

0

60

100

0.183

0.783

1.050

3.5

121.5

317.98

0.6

2.55

3.5

10

40

70

0.171

0.729

1.000

4.0

122

319.21

0.65

2.65

3.95

10

20

90

0.163

0.663

0.988

4.5

127

331.46

0.7

2.95

4.4

10

60

90

0.156

0.656

0.978

5.0

128

333.91

0.75

3.15

4.85

10

40

90

0.150

0.630

0.970

5.5

131

341.27

0.75

3.35

5.15

0

40

60

0.136

0.609

0.936

6.0

131

341.27

0.75

3.5

5.6

0

30

90

0.125

0.583

0.933

6.5

131

341.27

0.75

3.5

5.95

0

0

70

0.115

0.538

0.915

7.0

132

343.72

0.8

3.7

6.25

10

40

60

0.114

0.529

0.893

7.5

132

343.72

0.8

3.9

6.7

0

40

90

0.107

0.520

0.893

8.0

132

343.72

0.8

3.95

6.95

0

10

50

0.100

0.494

0.869

8.5

133.5

347.39

0.8

4

7

0

10

10

0.094

0.471

0.824

9.0

133.5

347.39

0.8

4.05

7.05

0

10

10

0.089

0.450

0.783

9.5

133.5

347.39

0.85

4.05

7.2

10

0

30

0.089

0.426

0.758

10.0

134

348.62

0.85

4.05

7.4

0

0

40

0.085

0.405

0.740

10.5

135

351.07

0.9

4.1

7.5

10

10

20

0.086

0.390

0.714

11.0

140.5

364.55

0.9

4.1

7.55

0

0

10

0.082

0.373

0.686

11.5

140.5

364.55

0.9

4.1

7.55

0

0

0

0.078

0.357

0.657

12.0

143

370.68

0.9

4.1

7.6

0

0

10

0.075

0.342

0.633

92

APPENDIX- B: PLOTS OF TEST DATA

93

B.1: Test No. F-1 Grain size (D50=8.66x10-3 inch), No WT, Dr=11.5%, Aluminum

PLUGGING LENGTH (inch)

12 1" Dia Pipe 1.5" Dia Pipe 2" Dia Pipe

10 8 6 4 2 0 0

50

100

150

200 250 LOAD (lb)

300

350

400

450

Fig. B.1: Plugging Length vs Load Curve for Aluminum Pipe Piles 12 1" Dia Pipe

10

PLUGGING LENGTH

1.5" Dia Pipe 8

2" Dia Pipe

6

4 2 0 0

2

4

6 8 PENETRATION DEPTH (inch)

10

12

14

Fig. B.2: Plugging Length vs Penetration Depth Curve for Aluminum Pipe Piles 1.00 0.90 0.80 0.70

PLR

0.60

0.50 0.40

1" Dia Pipe

0.30

1.5" Dia Pipe

0.20

2" Dia Pipe

0.10 0.00 0

2

4 6 8 PENETRATION DEPTH (inch)

10

12

Fig. B.3: PLR vs Penetration Depth Curve for Aluminum Pipe Piles 94

14

0

20

40

IFR %

60

80

100

120

PENETRATION DEPTH (inch)

0

2 4

6 8 1" Dia Pipe 1.5" Dia Pipe 2" Dia Pipe

10 12

14

Fig. B.4: Penetration Depth vs IFR Curve for Aluminum Pipe Piles B.2: Test No. F-2 Grain size (D50=8.66x10-3 inch), WT at mid height, Dr=11.5%, Aluminum



10 8 6

4 2 0 0

50

100

150

200

250 LOAD (lb)

300

350

400

450

500

Fig. B.5: Plugging Length vs Load Curve for Aluminum Pipe Piles 12

PLUGGING LENGTH

10

1" Dia Pipe 1.5" Dia Pipe 2" Dia Pipe

8 6 4 2 0 0

2

4


10

12

Fig. B.6: Plugging Length vs Penetration Depth Curve for Aluminum Pipe Piles 95

14

1.20 1.00

PLR

0.80 0.60

0.40


0.20

0.00 0

2


10

12

14


20

40

IFR %

60

80

100

120


0 2 4 6 8 1" Dia Pipe

10

1.5" Dia Pipe 12

2" Dia Pipe

14

Fig. 8: Penetration Depth vs IFR Curve for Aluminum Pipe Piles B.3: Test No. F-3 Grain size (D50=8.66x10-3 inch), WT at GL, Dr=11.5%, Aluminum 12 1" Dia Pipe


10

1.5" Dia Pipe 8

2" Dia Pipe

6 4 2 0 0

50

100

150

200 LOAD (lb)

250

300

350


400

450

PLUGGING LENGTH (Inch)

12 10

1" Dia Pipe 1.5" Dia Pipe

8

2" Dia Pipe

6 4 2 0 0

2

4


10

12

14


PLR

0.60 0.50 0.40

1" Dia Pipe

0.30

1.5" Dia Pipe

0.20

2" Dia Pipe

0.10 0.00 0

2


10

12

14


20

40

IFR % 60

80

100

120


0 2 4 6


10 12 14

Fig. B.12: Penetration Depth vs IFR Curve for Aluminum Pipe Piles

97

140

B.4: Test No. F-4 Grain size (D50=8.66x10-3 inch), No WT, Dr=11.5%, SS 12


10

0.5" Dia Pipe 1" Dia Pipe

8

1.5" Dia Pipe 6 4 2 0 0

20

40

60

80

100

120

140

LOAD (lb)

Fig. B.13: Plugging Length vs Load Curve for Stainless Steel Pipe Piles 12

PLUGGING LENGTH

10

0.5" Dia Pipe

1" Dia Pipe

8

1.5" Dia Pipe 6 4 2 0 0

2


10

12

14

Fig. B.14: Plugging Length vs Penetration Depth for Stainless Steel Pipe Piles 1.200 1.000

PLR

0.800 0.600 0.400


0.200

1.5" Dia Pipe 0.000 0

2


10

12

Fig. B.15: PLR vs Penetration Depth Curve for Stainless Steel Pipe Piles 98

14

0

20

IFR %

40

60

80

100

120


0 2 4 6 8 0.5" Dia Pipe

10

1" Dia Pipe

12

1.5" Dia Pipe

14

Fig. B.16: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles B.5: Test No. F-5 Grain size (D50=8.66x10-3 inch), WT at mid height, Dr=11.5%, SS 10 0.5" Dia Pipe 1" Dia Pipe 1.5" Dia Pipe


9 8 7 6

5 4 3 2 1 0 0

20

40

60

80 LOAD (lb)

100

120

140

160

Fig. B.17: Plugging Length vs Load Curve for Stainless Steel Pipe Piles 10 9 0.5" Dia Pipe 1" Dia Pipe 1.5" Dia Pipe

PLUGGING LENGTH

8 7

6 5 4 3 2 1 0 0

2

4


10

12

Fig. B.18: Plugging Length vs Penetration Depth Curve for Stainless Steel Pipe Piles 99

14

1.00 0.90 0.80 0.70

PLR

0.60 0.50 0.40 0.30

0.5" Dia Pipe

0.20

1" Dia Pipe

0.10

1.5" Dia Pipe

0.00 0

2


10

12

14


20

40

IFR % 60

80

100

120

140


0 2 4 6 8 0.5" Dia Pipe

10

1" Dia Pipe 12

1.5" Dia Pipe

14

Fig. B.20: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles B.6: Test No. F-6 Grain size (D50=8.66x10-3 inch), WT at GL, Dr=11.5%, SS


8

7

0.5" Dia Pipe

6

1" Dia Pipe

1.5" Dia Pipe

5 4 3 2 1 0 0

20

40

60 LOAD (lb)

80

100

120


140

8 0.5" Dia Pipe

7

1" Dia Pipe

PLUGGING LENGTH

6

1.5" Dia Pipe

5 4 3 2 1 0 0

2

4


10

12

14

Fig. B.22: Plugging Length vs Penetration Depth for Stainless Steel Pipe Piles 1.000 0.900 0.800 0.700

PLR

0.600 0.500 0.400 0.300

0.5" Dia Pipe

0.200

1" Dia Pipe

0.100

1.5" Dia Pipe

0.000 0

2


10

12

14


20

40

IFR %

60

80

100


0 2 4 6 8 0.5" Dia Pipe

10

1" Dia Pipe 12

1.5" Dia Pipe

14

Fig. B.24: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles

101

120

B.7: Test No. F-7 Grain size (D50=8.66x10-3 inch), No WT, Dr=22.3%, Aluminum 8 1" Dia Pipe


7

1.5" Dia Pipe

6

2" Dia Pipe

5 4 3 2 1 0 0

50

100

150

200

250 LOAD (lb)

300

350

400

450

500


7

1.5" Dia Pipe

PLUGGING LENGTH

6

2" Dia Pipe

5 4 3 2 1 0 0

2

4


10

12

14

Fig. B.26: Plugging Length vs Penetration Depth Curve for Aluminum Pipe Piles 0.80

0.70 0.60

PLR

0.50 0.40 0.30 1" Dia Pipe

0.20

1.5" Dia Pipe

0.10

2" Dia Pipe

0.00 0

2


10

12


14

0

10

20

30

40

IFR % 50

60

70

80

90

100


0 2 4 6 8 10


12

2" Dia Pipe

14

Fig. B.28: Penetration Depth vs IFR Curve for Aluminum Pipe Piles B.8: Test No. F-8 Grain size (D50=8.66x10-3 inch), WT at mid height, Dr=22.3%, Aluminum 8 1" Dia Pipe


7

1.5" Dia Pipe

6

2" Dia Pipe

5 4 3 2 1 0 0

100

200

300 LOAD (lb)

400

500

600

700


7

1.5" Dia Pipe

PLUGGING LENGTH

6

2" Dia Pipe

5 4 3 2 1 0 0

2


10

12


14

1.00 0.90 0.80 0.70

PLR

0.60 0.50 0.40 0.30

1" Dia Pipe

0.20

1.5" Dia Pipe

0.10

2" Dia Pipe

0.00 0

2


10

12

14


20

40

IFR %

60

80

100

120


0 2 4 6 8 1" Dia Pipe

10

1.5" Dia Pipe

12

2" Dia Pipe

14

Fig. B.32: Penetration Depth vs IFR Curve for Aluminum Pipe Piles B.9: Test No. F-9 Grain size (D50=8.66x10-3 inch), WT at GL, Dr=22.3%, Aluminum 8


7 6 5 4 3 1" Dia Pipe

2

1.5" Dia Pipe

1

2" Dia Pipe

0 0

50

100

150

200 LOAD (lb)

250

300

350


400

8


7

1" Dia Pipe

6

1.5" Dia Pipe

5

2" Dia Pipe

4 3 2 1 0 0

2

4


10

12

14


PLR

0.60 0.50 0.40 0.30

1" Dia Pipe

0.20

1.5" Dia Pipe

0.10

2" Dia Pipe

0.00 0

2


10

12

14

Fig. B.35: PLR vs Penetration Depth Curve for Aluminum Pipe Piles IFR % 0

20

40

60

80

100

0


2 4 6

8 1" Dia Pipe

10

1.5" Dia Pipe 12

2" Dia Pipe

14

Fig.B.36: Penetration Depth vs IFR Curve for Aluminum Pipe Piles

105

120

B.10: Test No. F-10 Grain size (D50=8.66x10-3 inch), No WT, Dr=22.3%, SS 9 0.5" Dia Pipe 1" Dia Pipe 1.5" Dia Pipe


8 7 6

5 4 3 2 1 0 0

50

100

150

200

250

LOAD (lb)

Fig. B.37: Plugging Length vs Load Curve for Stainless Steel Pipe Piles 9 0.5" Dia Pipe

8

1" Dia Pipe

PLUGGING LENGTH

7

1.5" Dia Pipe

6 5 4 3 2 1 0 0

2

4


10

12

14

Fig. B.38: Plugging Length vs Penetration Depth for Stainless Steel Pipe Piles 1.60 0.5" Dia Pipe

1.40

1" Dia Pipe

1.20

2" Dia Pipe

PLR

1.00 0.80 0.60 0.40 0.20 0.00 0

2


10

12


14

0

20

40

60

IFR % 80

100

120

140

160

180


0 2 4 6 8 0.5" Dia Pipe

10

1" Dia Pipe

12

1.5" Dia Pipe

14

Fig. B.40: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles B.11: Test No. F-11 Grain size (D50=8.66x10-3 inch), WT at mid height, Dr=22.3%, SS


10 9

0.5" Dia Pipe

8

1" Dia Pipe

7

1.5" Dia Pipe

6

5 4 3 2 1 0 0

50

100

150 LOAD (lb)

200

250

300

350


0.5" Dia Pipe 1" Dia Pipe 1.5" Dia Pipe

9

PLUGGING LENGTH

8 7 6 5 4 3 2 1 0 0

2

4


10

12

14


1.40 0.5" Dia Pipe

1.20

1" Dia Pipe

1.00

1.5" Dia Pipe

PLR

0.80 0.60 0.40 0.20

0.00 0

2


10

12

14


20

40

60

IFR % 80

100

120

140

160

180

200


0 2 4 6 8 10

0.5" Dia Pipe

12


14

Fig. B.44: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles B.12: Test No. F-12 Grain size (D50=8.66x10-3 inch), WT at GL, Dr=22.3%, SS 10 0.5" Dia Pipe 1" Dia Pipe 1.5" Dia Pipe

9

PLUGGING LENGTH

8 7 6

5 4 3 2 1 0 0

50


200

250


300


10 9

0.5" Dia Pipe

8

1" Dia Pipe

7

1.5" Dia Pipe

6 5 4 3

2 1 0 0

2

4


10

12

14

Fig. B.46: Plugging Length vs Penetration Depth for Stainless Steel Pipe Piles 1.20 0.5" Dia Pipe 1.00


PLR

0.80 0.60 0.40 0.20 0.00 0

2


10

12

14

Fig. B.47: PLR vs Penetration Depth Curve for Stainless Steel Pipe Piles IFR % 0

20

40

60

80

100

120

140


0 2 4 6 8 10


12

1.5" Dia Pipe

14


109

160

B.13: Test No. F-13 Grain size (D50=8.66x10-3 inch), No WT, Dr=26.2%, Aluminum 7 1" Dia Pipe 1.5" Dia Pipe 2" Dia Pipe


6 5 4 3 2 1 0 0

50

100

150

200 250 LOAD (lb)

300

350

400

450

500


PLUGGING LENGTH

6


5 4 3 2 1 0 0

2

4


10

12

14


PLR

0.60 0.50 0.40 0.30

1" Dia Pipe

0.20

1.5" Dia Pipe

0.10

2" Dia Pipe

0.00 0

2


10

12


14

0

20

40

IFR %

60

80

100

120


0 2

4 6 8 10


12

14

Fig. B.52: Penetration Depth vs IFR Curve for Aluminum Pipe Piles B.14: Test No. F-14 Grain size (D50=8.66x10-3 inch), WT at mid height, Dr=26.2%, Aluminum 8 1" Dia Pipe


7

1.5" Dia Pipe

6

2" Dia Pipe

5 4 3 2 1 0 0

50

100

150

200 250 LOAD (lb)

300

350

400

450

500

Fig. B.53: Plugging Length vs Load Curve for Aluminum Pipe Piles 8 1" Dia Pipe 1.5" Dia Pipe 2" Dia Pipe

7

PLUGGING LENGTH

6 5 4 3 2 1 0 0

2

4


10

12


14

1.00 0.90 0.80 0.70

PLR

0.60 0.50 0.40 0.30

1" Dia Pipe

0.20

1.5" Dia Pipe

0.10

2" Dia Pipe

0.00 0

2


10

12

14


20

40

IFR %

60

80

100

120


0 2 4 6 8 10


12 14

Fig. B.56: Penetration Depth vs IFR Curve for Aluminum Pipe Piles B.15: Test No. F-15 Grain size (D50=8.66x10-3 inch), WT at GL, Dr=26.2%, Aluminum 7

1" Dia Pipe


6

1.5" Dia Pipe

5

2" Dia Pipe

4 3 2 1 0 0

50

100

150

200 250 LOAD (lb)

300

350

400

450


500


7 1" Dia Pipe

6

1.5" Dia Pipe 5

2" Dia Pipe

4 3 2 1 0 0

2

4


10

12

14

Fig. B.58: Plugging Length vs Penetration Depth Curve for Aluminum Pipe Piles 1.00 0.90

1" Dia Pipe

0.80

1.5" Dia Pipe

0.70

2" Dia Pipe

PLR

0.60 0.50 0.40 0.30

0.20 0.10 0.00 0

2


10

12

14


20

40

IFR % 60

80

100

120


0 2 4 6 8 10


12

2" Dia Pipe

14


113

140

B.16: Test No. F-16 Grain size (D50=8.66x10-3 inch), No WT, Dr=26.2%, SS 8


7

0.5" Dia Pipe

6

1" Dia Pipe

5

1.5" Dia Pipe

4 3 2

1 0 0

20

40

60

80 100 LOAD (lb)

120

140

160

180

200


7

1" Dia Pipe

PLUGGING LENGTH

6

1.5" Dia Pipe

5 4 3 2 1 0 0

2

4


10

12

14

Fig. B.62: Plugging Length vs Penetration Depth for Stainless Steel Pipe Piles 1.20 0.5" Dia Pipe 1.00


PLR

0.80 0.60 0.40 0.20 0.00 0

2


10

12


14

0

20

IFR % 60

40

80

100

120

140


0 2 4 6 8 10


12

14

Figure 4.2.64: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles B.17: Test No. F-17 Grain size (D50=8.66x10-3 inch), WT at mid height, Dr=26.2%, SS 9 0.5" Dia Pipe


8

1" Dia Pipe

7

1.5" Dia Pipe

6 5 4

3 2 1 0 0

50

100

150

200

250

300

LOAD (lb)

Fig. B.65: Plugging Length vs Load Curve for Stainless Steel Pipe Piles

PLUGGING LENGTH

9 8

0.5" Dia Pipe

7

1" Dia Pipe

6

1.5" Dia Pipe

5 4 3 2

1 0 0

2

4


10

12

14


1.20 0.5" Dia Pipe 1.00


PLR

0.80

0.60 0.40 0.20

0.00 0

2


10

12

14

Fig. B.67: PLR vs Penetration Depth Curve for Stainless Steel Pipe Piles IFR % 0

20

40

60

80

100

120


0 2 4 6 8 0.5" Dia Pipe 1" Dia Pipe 1.5" Dia Pipe

10 12 14

Fig. B.68: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles B.18: Test No. F-18 Grain size (D50=8.66x10-3 inch), WT at GL, Dr=26.2%, SS 7 0.5" Dia Pipe


6

1" Dia Pipe

5

1.5" Dia Pipe

4 3 2 1 0 0

50

100 LOAD (lb)

150

200


250


7 6 5 4 3 0.5" Dia Pipe

2

1" Dia Pipe 1

1.5" Dia Pipe

0 0

2

4


10

12

14

Fig. B.70: Plugging Length vs Penetration Depth Curve for Stainless Steel Pipe Piles 1.40 0.5" Dia Pipe

1.20

1" Dia Pipe

1.00

1.5" Dia Pipe

PLR

0.80 0.60 0.40 0.20 0.00 0

2


10

12

14


20

40

IFR % 60

80

100

120


0 2 4 6 8 10


12 14


117

140

B.19: Test No. C-1 Grain size (D50=22.44x10-3 inch), No WT, Dr=20%, Aluminum


9 8

1" Dia Pipe

7

1.5" Dia Pipe

6

2" Dia Pipe

5 4 3 2 1 0 0

50

100

150

200 LOAD (lb)

250

300

350

400

450


8

1.5" Dia Pipe

PLUGGING LENGTH

7

2" Dia Pipe

6 5 4 3 2 1 0 0

2

4


10

12

14

Fig. B.74: Plugging Length vs Penetration Depth Curve for Aluminum Pipe Piles 1.20 1" Dia Pipe 1.00


PLR

0.80 0.60 0.40 0.20 0.00 0

2


10

12


14

0

20

40

0

60 % IFR

80

100

140


2


120

4 6 8 10 12 14

Fig. B.76: Penetration Depth vs IFR Curve for Aluminum Pipe Piles B.20: Test No. C-2 Grain size (D50=22.44x10-3 inch), WT at mid height, Dr=20%, Aluminum


10 9

1" Dia Pipe

8


7 6

5 4 3 2 1 0 0

100

200

300 400 LOAD (lb)

500

600

700

800

Fig. B.77: Plugging Length vs Load Curve for Aluminum Pipe Piles

PLUGGING LENGTH

10 9

1" Dia Pipe

8

1.5" Dia Pipe

7

2" Dia Pipe

6 5 4 3 2 1 0 0

2

4


10

12


14

1.20 1.00

PLR

0.80 0.60 0.40


0.20

2" Dia Pipe

0.00 0

2


10

12

14


20

40

IFR %

60

80

100

120


0 2 4 6 8 10


12 14

Fig. B.80: Penetration Depth vs IFR Curve for Aluminum Pipe Piles B.21: Test No. C-3 Grain size (D50=22.44x10-3 inch), WT at GL, Dr=20%, Aluminum 4


3.5 3

2.5 2

1.5 1" Dia Pipe

1

1.5" Dia Pipe

0.5

2" Dia Pipe

0 0

100

200

300

400

500

LOAD (lb)


600

4


3.5 3

2.5 2 1.5 1" Dia Pipe

1

1.5" Dia Pipe 0.5

2" Dia Pipe

0 0

2

4


10

12

14

Fig. B.82: Plugging Length vs Penetration Depth Curve for Aluminum Pipe Piles 1.20 1" Dia Pipe 1.00


PLR

0.80 0.60 0.40 0.20 0.00 0

2


10

12

14


20

40

IFR %

60

80

100

0


2 4 6 8 10


12 14


121

120

B.22: Test No. C-4 Grain size (D50=22.44x10-3 inch), No WT, Dr=20%, SS 9 0.5" Dia Pipe


8

1" Dia Pipe

7

1.5" Dia Pipe

6 5

4 3 2

1 0 0

50

100

150

200

250

300

LOAD (lb)


8

1" Dia Pipe

PLUGGING LENGTH

7

1.5" Dia Pipe

6 5 4 3 2 1 0 0

2

4


10

12

14

Fig. B.86: Plugging Length vs Penetration Depth Curve for Stainless Steel Pipe Piles 1.20 0.5" Dia Pipe 1.00


PLR

0.80 0.60 0.40 0.20 0.00 0

2


10

12


14

0

20

40

IFR %

60

80

100

120


0 2 4 6 8


10 12

14

Figure 4.2.88: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles B.23: Test No. C-5 Grain size (D50=22.44x10-3 inch), WT at mid height, Dr=20%, SS 8


7

0.5" Dia Pipe

6

1" Dia Pipe

5

1.5" Dia Pipe

4 3 2 1 0 0

20

40

60

80 LOAD (lb)

100

120

140

160

180


0.5" Dia Pipe

7

1" Dia Pipe

PLUGGING LENGTH

6

1.5" Dia Pipe

5 4 3

2 1 0 0

2

4


10

12

Fig. B.90: Plugging Length vs Penetration Depth for Stainless Steel Pipe Piles 123

14

1.00 0.90

0.5" Dia Pipe

0.80

1" Dia Pipe

0.70

1.5" Dia Pipe

PLR

0.60 0.50 0.40 0.30 0.20 0.10

0.00 0

2


10

12

14


20

40

IFR %

60

80

100

120


0 2

4 6 8 10

0.5" Dia Pipe 1.5" Dia Pipe 1.5" Dia Pipe

12 14

Figure 4.2.92: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles B.24: Test No. C-6 Grain size (D50=22.44x10-3 inch), WT at GL, Dr=20%, SS


8 7

0.5" Dia Pipe

6


5 4 3 2 1 0 0

20

40

60

80 LOAD (lb)

100

120

140

160


180

8


7

0.5" Dia Pipe

6

1" Dia Pipe

5

1.5" Dia Pipe

4 3 2 1 0 0

2

4


10

12

14

Fig. B.94: Plugging Length vs Penetration Depth Curve for Stainless Steel Pipe Piles 1.00 0.90

0.5" Dia Pipe

0.80

1" Dia Pipe

0.70

1.5" Dia Pipe

PLR

0.60 0.50 0.40 0.30

0.20 0.10 0.00 0

2


10

12

14


20

40

IFR %

60

80

100

0


2 4 6 8 10

0.5" Dia Pipe 1.5" Dia Pipe

12

1.5" Dia Pipe

14


125

120

B.25: Test No. C-7 Grain size (D50=22.44x10-3 inch), No WT, Dr=24.2%, Aluminum 8 1" Dia Pipe


7

1.5" Dia Pipe

6

2" Dia Pipe

5 4 3 2 1 0 0

50

100

150 LOAD (lb)

200

250

300

350


7

1.5" Dia Pipe

PLUGGING LENGTH

6

2" Dia Pipe

5 4 3 2 1 0 0

2

4


10

12

14


PLR

0.500 0.400 0.300

1" Dia Pipe

0.200

1.5" Dia Pipe

0.100

2" Dia Pipe

0.000 0

2


10

12


14

0

20

40

IFR %

60

80

100

120


0 2

4 6 8 10


12

14

Fig. B.100: Penetration Depth vs IFR Curve for Aluminum Pipe Piles B.26: Test No. C-8 Grain size (D50=22.44x10-3 inch), WT at mid height, Dr=24.2%, Aluminum 8 1" Dia Pipe


7

1.5" Dia Pipe

6

2" Dia Pipe

5 4 3 2 1 0 0

50

100

150

200 250 LOAD (lb)

300

350

400

450

500


PLUGGING LENGTH

7

1" Dia Pipe

6

1.5" Dia Pipe

5

2" Dia Pipe

4

3 2 1 0 0

2

4


10

12


14

1.00 0.90 0.80 0.70

PLR

0.60

0.50 0.40 0.30

1" Dia Pipe

0.20

1.5" Dia Pipe

0.10

2" Dia Pipe

0.00 0

2

4PENETRATION6DEPTH (inch)8

10

12

14

Fig. B.103: PLR vs Penetration Depth Curve for Aluminum Pipe Piles IFR % 0

20

40

60

80

100

120


0 2 4 6 8 10


12 14

Fig. B.104: Penetration Depth vs IFR Curve for Aluminum Pipe Piles B.27: Test No. C-9 Grain size (D50=22.44x10-3 inch), WT at GL, Dr=24.2%, Aluminum


6 5 4 3 2


1

2" Dia Pipe 0 0

100

200

300

400

500

LOAD (lb)


600


6 5 4 3 2


1

2" Dia Pipe 0 0

2

4


10

12

14

Fig. B.106: Plugging Length vs Penetration Depth for Aluminum Pipe Piles 0.90 0.80

1" Dia Pipe

0.70

1.5" Dia Pipe

0.60

2" Dia Pipe

PLR

0.50 0.40 0.30

0.20 0.10 0.00 0

2


10

12

14


10

20

30

IFR % 40

50

60

70

80

90


0 2 4 6 8 10


12

2" Dia Pipe

14


129

100

B.28: Test No. C-10 Grain size (D50=22.44x10-3 inch), No WT, Dr=24.2%, SS 7


6 0.5" Dia Pipe

5


4 3 2 1 0 0

50

100

150

200

250

300

LOAD (lb)


PLUGGING LENGTH

6

1" Dia Pipe

5

1.5" Dia Pipe

4 3 2 1 0 0

2

4


10

12

14

Fig. B.110: Plugging Length vs Penetration Depth for Stainless Steel Pipe Piles 1.20 0.5" Dia Pipe 1" Dia Pipe 1.5" Dia Pipe

1.00

PLR

0.80 0.60 0.40 0.20 0.00 0

2


10

12


14

0

20

40

IFR %

60

80

100

120


0 2 4 6 8 10


12

14

Fig. B.112: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles B.29 Test No. C-11 Grain size (D50=22.44x10-3 inch), WT at mid height, Dr=24.2%, SS 9


8 7 6 5 4

0.5" Dia Pipe

3

1" Dia Pipe

2

1.5" Dia Pipe

1 0 0

50

100

150

200

250

300

LOAD (lb)

Fig. B.113: Plugging Length vs Load Curve for Stainless Steel Pipe Piles

PLUGGING LENGTH

9 8

0.5" Dia Pipe

7


6 5 4 3

2 1 0 0

2

4


10

12


14

1.80 1.60

0.5" Dia Pipe

1.40

1" Dia Pipe

1.20

1.5" Dia Pipe

PLR

1.00 0.80 0.60 0.40 0.20

0.00 0

2


10

12

14


20

40

60

IFR % 80

100

120

140

160

180


0 2 4 6 8 10


12 14

Fig. B.116: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles B.30 Test No. C-12 Grain size (D50=22.44x10-3 inch), WT at GL, Dr=24.2%, SS


6 5 4 3 0.5" Dia Pipe 1" Dia Pipe

2

1.5" Dia Pipe 1 0 0

50

100

150

200

250

LOAD (lb)


300


6 5 4 3


2

1.5" Dia Pipe 1 0 0

2

4


10

12

14

Fig. B.118: Plugging Length vs Penetration Depth Curve for Stainless Steel Pipe Piles 1.00 0.90

0.5" Dia Pipe

0.80

1" Dia Pipe

0.70

1.5" Dia Pipe

PLR

0.60 0.50 0.40 0.30

0.20 0.10 0.00 0

2


10

12

14


20

40

IFR % 60

80

100

120


0 2 4 6 8 10


12 14


133

140

B.31: Test No. C-13 Grain size (D50=22.44x10-3 inch), No WT, Dr=30.4%, Aluminum 4.5 Series1


4

Series2

3.5

Series3

3 2.5 2 1.5 1 0.5 0 0

50

100

150

200 LOAD (lb)

250

300

350

400

450

Fig. B.121: Plugging Length vs Load Curve for Aluminum Pipe Piles 4.5 4

Series1

PLUGGING LENGTH

3.5

Series2

3

Series3

2.5 2 1.5 1 0.5 0 0

2

4


10

12

14


PLR

0.30 0.25 0.20 0.15

Series1

0.10

Series2

0.05

Series3

0.00 0

2


10

12


14

0

10

IFR % 30

20

40

50

60

70


0 2

4 6 8 10


12

14

Fig. B.124: Penetration Depth vs IFR Curve for Aluminum Pipe Piles B.32: Test No. C-14 Grain size (D50=22.44x10-3 inch), WT at mid height, Dr=30.4%, Aluminum 10 1" Dia Pipe 1.5" Dia Pipe 2" Dia Pipe


9 8 7 6 5

4 3 2 1 0 0

100

200

300

400

500

600

LOAD (lb)

Fig. B.125: Plugging Length vs Load Curve for Aluminum Pipe Piles

PLUGGING LENGTH

10 9

1" Dia Pipe

8

1.5" Dia Pipe

7

2" Dia Pipe

6 5 4 3 2 1 0 0

2

4


10

12


14

1.20 1.00

PLR

0.80 0.60 0.40


0.20

2" Dia Pipe

0.00 0

2


10

12

14


20

40

IFR %

60

80

100

120


0 2 4 6 8 10


12 14

Fig. B.128: Penetration Depth vs IFR Curve for Aluminum Pipe Piles B.33 Test No. C-15 Grain size (D50=22.44x10-3 inch), WT at GL, Dr=30.4%, Aluminum 8

1" Dia Pipe


7

1.5" Dia Pipe

6

2" Dia Pipe

5 4 3 2 1 0 0

100

200

300

400

500

LOAD (lb)


600


8 7

1" Dia Pipe

6


5 4 3 2 1 0 0

2

4


10

12

14


PLR

0.60 0.50 0.40 0.30

1" Dia Pipe

0.20

1.5" Dia Pipe

0.10

2" Dia Pipe

0.00 0

2


10

12

14


20

40

IFR %

60

80

100

0


2

4 6 8 10


12 14


137

120

B.34: Test No. C-16 Grain size (D50=22.44x10-3 inch), No WT, Dr=30.4%, SS


6 0.5" Dia Pipe

5

1" Dia Pipe 4

1.5" Dia Pipe

3 2 1 0 0

50

100

150

200

250

300

LOAD (lb)


PLUGGING LENGTH

5


4 3 2 1 0 0

2

4


10

12

14

Fig. B.134: Plugging Length vs Penetration Depth for Stainless Steel Pipe Piles 1.00 0.90

0.5" Dia Pipe

0.80

1" Dia Pipe

0.70

1.5" Dia Pipe

PLR

0.60

0.50 0.40 0.30 0.20 0.10 0.00 0

2


10

12


14

0

10

20

30

40

IFR %

50

60

70

80

90

100


0 2 4 6 8 10


12

14

Fig. B.136: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles B.35: Test No. C-17 Grain size (D50=22.44x10-3 inch), WT at mid height, Dr=30.4%, SS 9 0.5" Dia Pipe


8

1" Dia Pipe

7

1.5" Dia Pipe

6 5 4 3 2 1 0 0

50

100

150

200

250

300

LOAD (lb)


8

1" Dia Pipe

PLUGGING LENGTH

7

1.5" Dia Pipe

6 5 4 3 2 1 0 0

2

4


10

12


14

1.60 0.5" Dia Pipe

1.40

1" Dia Pipe

1.20

1.5" Dia Pipe

PLR

1.00

0.80 0.60 0.40 0.20

0.00 0

2


10

12

14

Fig. B.139: PLR vs Penetration Depth Curve for Stainless Steel Pipe Piles. 0

20

40

IFR % 60

80

100

120

140

160


0 2 4 6 8 0.5" Dia Pipe

10

1" Dia Pipe 12

1.5" Dia Pipe

14

Fig. B.140: Penetration Depth vs IFR Curve for Stainless Steel Pipe Piles B.36: Test No. C-18 Grain size (D50=22.44x10-3 inch), WT at GL, Dr=30.4%, SS 8


7

0.5" Dia Pipe

6

1" Dia Pipe

5

1.5" Dia Pipe

4 3 2 1 0 0

50

100

150 200 LOAD (lb)

250

300

350


400

8 0.5" Dia Pipe

7


1" Dia Pipe 6

1.5" Dia Pipe

5 4 3 2 1 0 0

2

4


10

12

14

Fig. B.142: Plugging Length vs Penetration Depth for Stainless Steel Pipe Piles 1.40 0.5" Dia Pipe

1.20

1" Dia Pipe 1.00

1.5" Dia Pipe

PLR

0.80 0.60 0.40 0.20 0.00 0

2


10

12

14


20

40

IFR % 60

80

100

120

0


2 4 6 8 10


12

1.5" Dia Pipe 14


141

140

Bottom Plugging Effect of Open-Ended Displacement

Bottom Plugging Effect of Open-Ended Displacement

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