US20080131211A1

US20080131211A1 - Installation effort deep foudnation method

Info

Publication number: US20080131211A1
Application number: US12/025,640
Authority: US
Inventors: Willie M. NeSmith; Kenneth J. Blum
Original assignee: Individual
Current assignee: Individual
Priority date: 2004-07-13
Filing date: 2008-02-04
Publication date: 2008-06-05

Abstract

An auger bit is provided for a foundation pile system including a drilling rig adapted for mounting and rotating a grout pipe connected to the auger bit to form an auger. The auger bit includes a stem with lower and upper sections, which taper towards a transition whereat the stem has a maximum diameter. A pile foundation forming method includes the steps of providing a drilling rig, forming an auger with a grout pipe coupled to an auger bit, rotating the auger with the rig, forming a borehole with laterally displaced soil, pumping pressurized grout through the auger and into the borehole, placing a reinforcing cage in the wet grout and curing same. Another aspect of the invention involves correlating installation effort (IE) based on rig-specific performance charts with ultimate pile capacity (Qult).

Description

CROSS-REFERENCE TO RELATED APPLICATION

This application is a continuation-in-part of and claims the benefit of U.S. patent application Ser. No. 11/696,054 filed Apr. 3, 2007, which is a continuation of and claims the benefit of U.S. patent application Ser. No. 10/890,061, filed Jul. 13, 2004, now U.S. Pat. No. 7,198,434, issued Apr. 3, 2007, which is incorporated herein by reference.

BACKGROUND OF THE INVENTION

1. Field of the Invention
The present invention relates generally to deep pile foundations, and in particular to a method of interactively determining a pile depth, i.e. “toe level” necessary to meet a design load capacity criterium.
2. Description of the Related Art
In the field of foundation construction, pile-type foundation systems are commonly used to support a wide variety of structures. Typical structural applications include commercial buildings, institutional buildings, industrial facilities, power plants, transportation and other structures involving relatively heavy static loads. Moreover, dynamic loads associated with operating equipment can be accommodated by pile-type foundation systems.
The piles comprising such foundation systems can be formed with poured-in-place concrete, which is generally poured into prediilled boreholes around steel reinforcing bar cages, which have been preset in the boreholes. Auger Cast-in Place (“ACIP”) represents another type of pile forming technique wherein grout or concrete is introduced under pressure or by gravity through the auger bit into the borehole, for example, during the extraction of the auger bit. Grout generally comprises cement, fine aggregate (e.g., sand) and appropriate admixtures. ACIP foundations generally offer advantages of relatively high bearing capacities and relatively fast, cost-effective construction. Moreover, significant material savings can often be achieved, as compared to comparable poured-in-place pile foundation systems.
Drilled displacement (DD) methods can offer further advantages, particularly with respect to the elimination of excessive spoilage extracted from the boreholes, which presents a disposal problem. Spoilage disposal can be particularly expensive and problematical when hazardous wastes are encountered in the subsurface soil being drilled, for example in environmental remediation projects and on project sites containing buried hazardous wastes. A DD pile forming apparatus is shown in U.S. Pat. No. 6,033,152. The auger bit shown therein includes a lower section with constant-diameter, right-hand flighting on a downwardly-tapered core and an upper section with reverse (left-hand) flighting on an upwardly-tapered core. The tapered configuration of the lower section tends to displace and compact the soil laterally. The reverse flighting of the upper section pushes the spoilage brought up by the lower section back downwardly and outwardly for compaction.
Several benefits can be achieved with such displacement. The lateral displacement tends to “improve” the soil. Specifically, the borehole is thus lined with compacted soil, which tends to contain the grout and prevent its dispersal into loose, uncompacted surrounding soil. Another benefit relates to minimizing the quantity of spoilage exiting the borehole at grade. As compared to conventional, full-flight augers, displacement-type auger bits tend to displace soil capable of displacement. Displacement also avoids the extraction of soft, sloppy, water-laden soil. Another disadvantage associated with conventional, full-flight augers relates to over-excavation whereby excessive quantities of softer soil are extracted from certain portions of boreholes. The resulting over-excavated boreholes often have hourglass-shaped configurations with enlarged portions, which tend to require excessive quantities of grout or concrete as compared to cylindrical, straight-walled boreholes. Such extra material can be relatively expensive, particularly when multiple and relatively deep boreholes are affected.
Lateral soil displacement can be accomplished with auger bits having tapered stems, which tend to force the displaced soil laterally outwardly. For example, the aforementioned U.S. Pat. No. 6,033.152 discloses a “full” displacement auger bit with a tapered stem and bidirectional flighting. The stem expands upwardly from a minimum diameter at its lower end to a maximum diameter at a transition section where the flighting reverses and contracts back to a reduced diameter at an upper end of the auger bit. The flighting has a relatively constant diameter, which is approximately equal to the maximum diameter of the stem at the transition section whereby substantially “full” displacement occurs at the transition section. The fully-expanded stem and the bidirectional flighting of this auger bit cooperate to force substantially all of the displaced soil to the transition section of the bit, which “displaces” and compacts it laterally into the borehole periphery. The borehole periphery is thereby “improved,” with greater grout-retaining capacity.
Pile forming operations can extend to considerable depths as required by project structural design criteria and depending upon the load-bearing capacity of the soil conditions encountered at different depths. For example, DD piles can extend 50 feet or more into the earth. Pile diameters of two feet or more are relatively common. The various combinations of soil, rock and buried concrete (e.g., from previous projects) encountered in such borings tend to affect the materials and configurations of different cutting tips mounted on the augers. For example, soils with high rock content require bits with special cutting teeth and hardened (e.g., heat-treated) steel construction. Soils comprising primarily clay and/or sand, on the other hand, can be drilled with bits having other tip constructions and configurations.
Wear-resistance is a relatively important aspect of DD bit design. Costs associated with bit wear and replacement tend to be relatively high. Therefore, minimizing wear and the attendant costs of same are important objectives.
Auger, cast-in-place (ACI P) foundation piles are similar but lack the lateral displacement feature of the DD piles described above. The augers used for ACI P foundations typically have a continuous flight auger (CFA) configuration with constant stem diameters and one-directional flighting. They are commonly used where the site stratigraphy from test borings indicates soil conditions that would not be conducive to lateral displacement, and/or where extracted spoilage is acceptable.
Conventional pile foundation construction involves first installing one or more test piles, typically at the “worst-case” part of the jobsite. The test borehole is generally drilled partly into a bearing layer of soil. Several other soil layers with lesser capacities (i.e. soil strength, cohesion, etc.) may be located above a “target” layer, which often comprises a well-defined dense material stratum. The equipment operator can terminate the test borehole upon penetrating a predetermined depth into the target layer, thereby establishing a “toe level.” Upon reaching the target layer, the torque increases as a consequence of boring into the denser material. The increased torque can be detected by the equipment operator and used to establish the borehole toe level. Because the other pilings are located in better soil conditions, it is normally reasonable to use the toe level from the test boring for the entire project. However, the specific site stratigraphy may be more complex and may include a transitional increase in strength with depth. If design capacities can be achieved with the production piles at lesser depths than the test pile, significant cost savings can be achieved without compromising the structural integrity of the foundation. The installation effort (IE) value relates a torque index (TI) and a penetration rate index (PRI) to a pile geotechnical capacity (Q). Monitoring the cumulative installation effort (CIE) can reliably determine the required toe level for a required capacity, for example, with the DD equipment and procedures described herein, and with other equipment and procedures, such as ACIP. Complex stratigraphy and varying subsurface site conditions can be accommodated with the IE methodology of the present invention.
The present invention addresses these design criteria. Heretofore there has not been available a full-displacement DD/IE system and method with the advantages and features of the present invention.

SUMMARY OF THE INVENTION

In the practice of an aspect of the present invention, a full displacement system is provided for forming a drilled displacement (DD) foundation pile. The system includes a rig adapted for hoisting and rotating an auger for drilling a subsurface borehole. The auger includes an auger bit with bidirectional flighting and a tapered stem, which cooperate to laterally displace and compact soil on the borehole periphery. The auger bit includes anti-wear protrusions, comprising stepped edges of the stem plates and blocks extending transversely across the flighting upper faces. The protrusions trap soil in protective positions on the stem and flighting for protecting same from wear. Another anti-wear feature comprises a double layer of flighting at the auger bit lower end. In the practice of the method of the present invention, the auger is hoisted and rotated by the rig, which is also adapted for exerting a downward “crowding” force for boring. Upon reaching a desired depth, as determined by soil bearing conditions, the auger is extracted simultaneously with pumping grouting material into the borehole. The rig can optionally be utilized for placing a reinforcing cage in the grout material for curing in-place to provide a reinforced pile. In the practice of another aspect of the method of the present invention, installation effort (IE) is calculated based on a torque index (TI) and a tool penetration rate index (PRI) and used for computing a total level necessary to achieve a required minimum geotechnical capacity (Q_min).

BRIEF DESCRIPTION OF THE DRAWINGS

FIG. 1 shows an DD system for constructing subsurface foundation piles embodying the present invention.

FIG. 2 is an enlarged, fragmentary, cross-sectional view of a full-displacement type auger bit boring the upper part of a borehole.

FIG. 3 is a side elevational view of the full displacement auger bit.

FIG. 4 is a horizontal, cross-sectional view of the auger bit, taken generally along line 4-4 in FIG. 3.

FIG. 5 is an enlarged, fragmentary, horizontal, cross-sectional view of the auger bit, showing soil compacted on and deflected by same.

FIG. 6 is an enlarged, fragmentary, side elevational view of the auger bit, showing soil compacted on and passing along the flighting of same.

FIG. 7 is a side elevational view of a first bit tip and cutting tool, particularly configured for medium to hard clay, weathered shale and similar soil conditions.

FIG. 8 is a side elevational view of a second bit tip and cutting tool, particularly configured for loam and similar soils.

FIG. 9 is a side elevational view of a third bit tip and cutting tool, particularly configured for rock, concrete and similar soil conditions.

FIG. 10 is a side elevational view of the system, shown installing a reinforcing cage in the borehole.

FIG. 11 in an enlarged, fragmentary, side elevational view of the completed foundation pile, showing the reinforcing cage in place.

FIG. 12 is a flowchart for a method of creating an installation effort (IE) profile for a equipment (rig) embodying an aspect of the present invention.

FIGS. 13 a and 13 b are a flowchart for a method of constructing a deep foundation pile and embodying an aspect of the present invention.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

I. Introduction and Environment

As required, detailed embodiments of the present invention are disclosed herein; however, it is to be understood that the disclosed embodiments are merely exemplary of the invention, which may be embodied in various forms. Therefore, specific structural and functional details disclosed herein are not to be interpreted as limiting but merely as a basis for the claims and as a representative basis for teaching one skilled in the art to variously employ the present invention in virtually any appropriately detailed structure.
Certain terminology will be used in the following description for convenience in reference only and will not be limiting. For example, up, down, front, back, right and left refer to the invention as oriented in the view being referred to. The words “inwardly” and “outwardly” refer to directions toward and away from, respectively, the geometric center of the embodiment being described and designated parts thereof. Said terminology will include the words specifically mentioned, derivatives thereof and words of similar meaning.

II. Preferred Embodiment DD System 2

Referring to the drawings in more detail, the reference numeral 2 generally designates a pile-forming system embodying the present invention and including a rig 4 with a tracked transport vehicle and power source 6 mounting a mast 8 with a generally vertical, drilling position (FIG. 1) and a generally horizontal transport position (not shown). The mast 8 includes a support column 9, which slidably mounts a rotary drive 10 adapted for raising and lowering by a cable network 15. A grout pump 12 is provided for pumping grout through a grout supply hose 14 to the rotary drive 10. An auger 19 includes a grout pipe 18 drivingly connected to the rotary drive 10 and rotating in a lower guide 17.
In performing a boring operation, the vehicle 6 traverses a job site ground surface 11 to locate the auger 19 over the desired location of a borehole 13. The rig 4 can include manual or automatic fine adjustment controls for relatively precisely positioning the auger 19 and plumbing the mast 8. The auger 19 includes an auger bit 20, which is mounted on the lower end of the grout pipe 18 by a splined coupling 21 and is adapted for boring the borehole 13 when rotated by the rotary drive 10. The auger 19 is urged downwardly (i.e. “crowded”) by a crowd winch 16 operating through the cable network 15. Grout is pumped from the grout pump 12 through a swivel connection in the rotary drive 10, through the grout pipe 18 and into the auger bit 20 for discharge from the lower end thereof during extraction of the auger bit 20 whereby the borehole 13 is filled with cementous grout below the extracting auger bit 20.
The system 2 and the method described thus far are generally similar to known prior art systems. For example, U.S. Pat. No. 6,033,152 for Pile Forming Apparatus shows such a system and is incorporated herein by reference.

III. Auger Bit 20

The auger bit 20 includes a stem 22 with lower and upper sections 24, 26 terminating at stem lower and upper ends 28, 30 respectively. The stem lower section 24 is tapered with a downwardly-converging configuration and the stem upper section 26 is oppositely tapered with an upwardly-converging configuration. The maximum diameter of the stem 22 occurs at a transition 32 whereat the stem diameter is approximately equal to the overall diameter of the auger bit 20. The bit 20 is thus a “full” displacement type. “Partial” displacement augers, on the other hand, have stem diameters that are less than their overall flighting diameters.
As shown in FIG. 4, the stem 22 includes an outer pipe core 34 and an inner pipe core 35, which are coaxial with a rotational axis of the auger 11. The inner pipe core 35 communicates with the grout pipe 18 for pumping grout 36 through the auger 20 for discharge into the borehole 13 via a discharge opening 38 located in proximity to the stem lower end 28. The grout-carrying, inner pipe core 35 extends substantially full-length with respect to the bit 20. The outer pipe core 34 is located within the expanded-diameter, upper, displacement portion of the stem 22 and terminates short of the constant-diameter, lower portion. The stem 22 also includes a generally helical, outer shell 40 comprising multiple, juxtaposed plates 42 mounted on the pipe core 34 by spacers 44. Each plate 42 has leading and trailing edges 46, 48 respectively, which are staggered as shown in FIGS. 4 and 5 whereby protruding portions of the leading edges 46 form respective teeth 50. The leading edges 46 can be angle-cut to form acute angles defining the teeth 50. The protrusions defined by the teeth 50 trap a stem-protecting soil layer 52, which is packed tightly against the outside surface of the stem shell 40 and protects same from wear associated with displaced spoilage 54 moving counter to the auger rotating direction (FIG. 5).
The auger bit 20 also includes flighting 56 including a lower, right-hand flighting section 58 and an upper, left-hand flighting section 60 associated with the stem lower and upper sections 24, 26 respectively. The flighting sections 58, 60 converge at the transition 32 to form a V-shaped flighting point 62. At the transition 32 the stem 22 diameter substantially equals the flighting 56 diameter whereby substantially all of the displaced soil material is displaced laterally and compacted into the sides of the borehole 13, i.e. “full” displacement. Conversely, the maximum exposure of the flighting 56 occurs in proximity to the stem lower and upper ends 28, 30.
The flighting 56 is equipped with anti-wear protrusions comprising blocks 66 mounted on the upper face of the lower flighting section 58 and generally extending radially outwardly from the stem outer shell 40 to a flighting edge 64. A suitable number of blocks 66 are located at appropriate intervals along the lower flighting section 58 and form protective packed-soil flighting shields 68, which reduce abrasive contact between displaced spoilage 54 and the upper surfaces of the flighting lower section 58, as shown in FIG. 6. The auger bit 20 includes yet another anti-wear protrusion consisting of an extra flighting layer 69 mounted (e.g. welded) to the underside of the lowermost portion of the lower flighting section 58. The extra flighting layer 69 can significantly prolong the useful service life of the auger bit 20, which might otherwise require earlier replacement due to the severe wear conditions that this lowermost portion of the flighting 56 are often subjected to during drilling operations.
The auger bit 20 can include a removable and replaceable tip 70 adjacent to and including the stem lower end 28. The tip 70 terminates at a cutting tool 72, which can be configured for the particular soil conditions encountered at a job site. Exemplary cutting tool configurations which are known in the prior art are shown in FIGS. 7-9. FIG. 7 shows the cutting tool 72, which is particularly configured for medium to hard clay, weathered shale and similar soil conditions. FIG. 8 shows a cutting tool 74, which is particularly configured for loam and similar soils. FIG. 9 shows a cutting tool 76, which is particularly configured for rock, concrete and similar soil conditions. Various other tips and cutting tools can be utilized with the auger bit 20 of the present invention.

IV. Foundation Pile Forming Method

In the practice of the method of the present invention, the transport vehicle 6 is transported to a job site and the mast 8 is raised. The rotary drive 10 can be fully raised to commence a drilling procedure. Kelly bar extensions (not shown) are known in the prior art and provide additional boring depth capability by extending the auger 19 above the top of the mast 8. The rig 4 can be manually and/or automatically adjusted for relatively precise positioning of the borehole and for plumbing the mast 8. The rotary drive 10 rotates the auger 19 clockwise for the bit flighting configuration shown, i.e. right-hand through the flighting lower section 58. The weight of the auger 19 can be augmented by the weight of the rig 4 exerted through the crowd winch 16, which the operator can control in order to maintain a relatively constant downward pressure on the auger 19. The cutting tool 72, 74 or 76 breaks through the subsurface soil, rock, etc. and the right-hand lower section flighting 58 advances the auger 19, while conveying spoilage upwardly in a helical path defined by the lower section flighting 58. The upwardly-expanding diameter of the stem lower section 24, which is associated with its tapered configuration, tends to force the displaced spoilage outwardly, compacting same with the borehole 13 periphery.
The left-hand upper flighting section 60 pushes displaced material downwardly for lateral displacement and compaction adjacent to the full-displacement, auger bit transition 32. Such displacement and compaction provides several benefits. Little or no spoilage is extracted onto the ground surface 11, thus eliminating or reducing expenses and problems associated with spoilage disposal. Moreover, the periphery of the borehole 13 is compacted and stabilized, thus facilitating the pile formation by effectively retaining the wet grout. Without such stabilization, considerable volumes of grout could flow laterally into the adjacent soil, particularly in loose and sandy soil conditions and in over-excavated boreholes.
After reaching the desired depth, the auger 19 is extracted using the cable network 15. Rotation in the same direction is maintained through the downward insertion stroke and through the upward extraction stroke, whereby soil displacement can occur throughout both strokes. Simultaneously with extracting the auger 19, cementous material, such as grout 36, is discharged through the discharge opening 38. The weight of the column of grout 36 in the auger 19 tends to force the grout 36 into the borehole 13 under considerable pressure, which tends to minimize voids and air pockets.
After the borehole 13 is substantially filled with grout 36, the cable network 15 can be used to hoist a suitable reinforcing cage 78 on the mast 8. The reinforcing cage 78 can then be lowered into the wet grout 36. Suitable guides (not shown) can be provided for properly spacing the reinforcing cage 78 inwardly from the borehole 13 periphery whereby the reinforcing cage 78 is substantially centered therein. The reinforcing cage 78 can be suspended in the wet grout 36 by a suitable suspension device attached to the upper end of the reinforcing cage 78.

V. Installation Effort (IE) Method

In the practice another aspect of the method of the present invention, IE is monitored and used interactively in the drilling of boreholes for auger pressure grouted displacement (APGD) and auger cast-in-place (ACIP) pile foundations. Without limitation on the generality of useful applications of the IE method of the present invention, it can be used in connection with the APGD system and method described above. Generally speaking, the IE method involves computing torque based on hydraulic fluid pressure (T_fp) and penetration rate (PR) indices for specific drilling rigs and correlating IE comprising the product of T and PR with ultimate load capacity (Q_ult).
Referring to FIG. 12, an IE method for developing a rig-specific performance chart according to the present invention begins at start 102 and proceeds to rig selection at 104. A normalized torque index (TI) is calculated at 106 from the measured fluid pressure of the hydraulic motors driving the tools (t_fp), normalized by a base torque level T_Baseof 100 bars:
TI=2.78(t _fp /T _Base)^1.36
Similarly, a penetration rate index (PRI) is calculated at 108 as the inverse of the square root of the penetration rate (PR) normalized by a base penetration rate (PR_Base), chosen as 6.1 meters (20 feet) per minute:
PRI=1/(PR/PR_Base)^0.5
The product of PRI and TI gives the incremental (or instantaneous) installation effort (IIE) at 110.
IIE=PRI×TI
The relationships for PRI and TI arise from the fact that neither penetration rate nor torque is linearly related to soil strength. IIE is a good indicator of subsurface stratigraphy over a range of conditions, and consequently the total or cumulative installation effort (CIE) required to extend the tool to the toe level can be directly related to the ultimate pile capacity (Q_ult). The total effort generally indicates shaft resistance, and the effort just prior to reaching the toe level relates to toe resistance. A relatively consistent relationship exists between cumulative installation effort (CIE) and ultimate pile capacity (Q_ult):
Q _ult=1040.1 Ln(SumIE)−6396.8 kN
Performance charts for specific rigs are calculated at 112 using the formulae noted above. Although such performance charts can be estimated based on experience with similar types of equipment, rigs tend to vary somewhat in their actual performances whereby data from specific pile constructions is useful for formulating the rig-specific charts. For a particular project, site-specific data can be obtained from test borings at 114 and a required test pile depth (D_min) is estimated at 116.
A pile is drilled at 118, IIE is evaluated at 120 and accumulated at 122 to provide cumulative IE (CIE) for use in refining the test pile depth at 124. If the depth is not reached (negative at decision box 126), the cycle loops back to continue drilling the pile at 118. An affirmative decision at 126 leads to a load test at 128 and estimating the required production pile depth at 130. Production piles are drilled at 132. IIE is evaluated at 134 and IE is cumulated at 136 to derive CIE and the production pile depth is evaluated and refined as necessary at 138. If the depth is not reached (negative decision at decision box 140), the cycle loops back to drilling production piles at 132. An affirmative decision at 140 leads to a Done? decision box 142, from which a negative decision also loops back to drilling additional production piles at 132, with an affirmative decision leading to updating the rate-specific performance chart at 144 and an end at 146.
FIGS. 13 a-13 b show a method of constructing an APGD foundation consisting of multiple piles according to an aspect of the method of the present invention. From a start 202, site-specific data (stratigraphy) is obtained from test borings at 204 and project-specific performance parameters are determined at 206. An estimated minimum pile toe level/depth (D_min) is determined at 208 and appropriate rigs and their respective performance charts are selected and obtained at 210, 212. Test piles are drilled at 214 and IIE is continuously evaluated at 216 to obtain CIE at 218, from which Q_ultis calculated at 220 according to the above formula. Utilizing this information, the test D_minis refined at 222. If D_minis not reached (negative decision at decision box 224), the cycle loops back to drilling at 214. An affirmative decision at 224 leads to a compression load test at decision box 226, which, if not passed (negative decision) leads to drilling another test pile at 214, with an affirmative decision leading to stratigraphy modeling and data compilation at 228, based upon which pile group factors are considered at 230. Piles in groups can perform differently than standalone piles and can have different load capacities depending on a variety of factors, such as stratigraphy, pile spacing, loads, etc.
Continuing with FIG. 13 b, the production pile D_minis estimated at 232, production piles are drilled at 234, IIE is recorded at 236, CIE is recorded at 238 and Q_ultis calculated at 240. If D_minis not reached (negative decision at decision box 242), drilling continues at 234. An affirmative decision at 242 leads to a real-time display of IE in relation to pile depth at 244. If the stratigraphy is not consistent (negative decision at decision box 246), production pile drilling continues at 234. Otherwise (affirmative decision at 246), the procedure determines if Q_ult(as a function of CIE) is reached at decision box 248, with a negative decision leading to more drilling at 234 and an affirmative decision leading to a comparison of IIE consistency with the target bearing strata at 250, with a negative decision leading to more drilling at 234 and an affirmative decision leading to refining the production D_minat 252. If the project is not Done (negative decision at 254, drilling continues at 234. An affirmative decision at 254 leads to updating the rig-specific performance chart at 256 and to an end at 258.
It is to be understood that the invention can be embodied in various forms, and is not to be limited to the examples discussed above. Other components, configurations and steps can be utilized in the practice of the present invention.

Claims

1. A method of installing displacement-type piles using installation effort (IE), which comprises the steps of:

providing a rig;

providing an auger on said rig;

providing said auger with a bit including a stem with lower and upper sections and a longitudinally-extending, rotational axis;

terminating said lower and upper sections at lower and upper stem ends respectively;

mounting a cutting tool on said lower stem end;

cutting through a subsurface material with said cutting tool in connection with drilling a borehole;

providing said stem lower section with a downwardly-tapered configuration;

providing said stem upper section with an upwardly-tapered configuration;

coupling said stem upper end to a grout pipe;

providing flighting including a flighting lower section mounted on said stem lower section and generally helical in a first direction and a flighting upper section mounted on said stem upper section and generally helical in the opposite direction;

generally defining a soil path by said stem and said fighting;

providing anti-wear protrusions comprising multiple, longitudinally-extending teeth formed along said stem and extending between respective turns of said flighting;

trapping soil on said stem with said protrusions;

calculating a normalized torque index (TI) for the rig;

calculating a normalized penetration rate index (PRI) for the rig; and

calculating an incremental installation effort IIE=TI×PRI.

2. The method according to claim 1, which includes the additional steps of:

providing a rig-specific performance chart,

a hollow pipe core with a lower end located in proximity to said bit lower end and including a grout discharge opening and an upper and located in proximity to said bit upper end, said hollow pipe core being adapted for receiving grout at its upper end from said grout pipe through said coupling;

multiple spacers mounted on and extending radially outwardly from said core;

multiple plates mounted on said spacers and extending between respective flighting turns, each said plate having a leading edge protruding to form a respective tooth and a trailing edge abutting an adjacent plate leading edge; and

said stem including an outer wear surface formed by said plates and having a sawtooth-shaped, cross-sectional configuration.

3. The auger bit according to claim 2, which includes:

each said stem plate leading and trailing edges forming respective acute angles at said outer surface of said stem; and

said respective abutting plate edges being offset with respect to each other to form respective teeth.

4. The auger bit according to claim 1 wherein said anti-wear protrusion comprises a fighting block extending radially across said flighting and adapted for trapping soil on a respective face of said flighting.

5. The auger bit according to claim 3 wherein each said flighting block has a generally rectangular cross-sectional configuration with a leading edge adapted for forming an anti-wear soil shield on a section of fighting in front of said block and a trailing edge adapted for forming an anti-wear soil shield on a section of flighting behind said block.

6. The auger bit according to claim 3, which includes:

said flighting having lower and upper faces and an outer edge; and

multiple said flighting blocks extending radially from said stem to said flighting outer edge in spaced relation along said flighting upper face.

7. The auger bit according to claim 1, which includes:

said flighting having lower and upper faces and an outer edge;

said anti-wear protrusion comprising an anti-wear flighting section mounted on said flighting lower face in proximity to said stem lower end and generally covering said flighting through at least a portion of a turn thereof.

8. The auger bit according to claim 1, which includes:

a main body subassembly with said stem upper section and a portion of said stem lower section;

a tip subassembly with a portion of said stem lower section, said grout discharge opening and said cutting tool; and

said tip subassembly being joined to said main body subassembly at a connection whereat respective portions of said stem lower section and said flighting lower section align.

9. The auger bit according to claim 8, which includes:

said cutting tool including a cast guide and a reamer extension; and

said cutting tool being adapted for cutting medium-to-hard clay and weathered shale.

10. The auger bit according to claim 8, which includes:

said cutting tool including a fishtail pilot and teeth; and

said cutting tool being adapted for cutting loam and similar soils.

11. The auger bit according to claim to 8, which includes:

said cutting tool including a bullet tooth pilot and progressive bullet teeth; and

said cutting tool being adapted for cutting rock and concrete.

12. The auger bit according to claim 8 wherein said discharge opening is open at said stem outer wear surface in proximity to said stem lower end.

13. The auger bit according to claim 1, which includes:

said stem upper and lower sections being connected at a transition;

said flighting having substantially the same diameter as said stem at said transition; and

a V-shaped flighting point at an intersection of said lower and upper section flighting.

14. A displacement-type auger bit for drilling a borehole with a drilling rig and including a grout pipe adapted for rotation and for mounting said auger bit to form an auger, which auger bit comprises:

a stem with lower and upper sections and a longitudinally-extending, rotational axis;

said lower and upper sections terminating at lower and upper stem ends respectively;

a first anti-wear feature comprising multiple, longitudinally-extending teeth formed along said stem and extending between respective turns of said flighting and adapted for trapping soil on said stem;

a hollow pipe core with a lower end located in proximity to said stem lower end and including a grout discharge opening and an upper end located in proximity to said bit upper end, said hollow pipe core including coaxial inner and outer pipe cores, said inner pipe core being positioned within said outer pipe core and adapted for receiving grout at said pipe core upper end from said grout pipe through said coupling;

multiple spacers mounted on and extending radially outwardly from said outer pipe core;

said stem including an outer wear surface formed by said plates and having a sawtooth-shaped, cross-sectional configuration

said respective abutting plate edges being offset with respect to each other to form respective teeth;

said flighting having lower and upper faces and an outer edge;

a second anti-wear feature comprising multiple flighting blocks extending radially from said stem to said flighting outer edge in spaced relation along said flighting upper face and adapted for trapping soil on a respective face of said flighting;

each said flighting block having a generally rectangular cross-sectional configuration with a leading edge adapted for forming an anti-wear soil shield on a section of flighting in front of said block and a trailing edge adapted for forming an anti-wear soil shield on a section of flighting behind said block;

a third anti-wear feature comprising an anti-wear flighting section mounted on said flighting lower face in proximity to said stem lower end and generally covering said flighting through at least a portion of a turn thereof;

said tip subassembly being joined to said main body subassembly at a connection whereat respective portions of said stem lower section and said flighting lower section align;

a cutting tool mounted on said lower stem end and adapted for cutting through a subsurface material in connection with drilling a borehole;

said stem lower section having a downwardly-tapered configuration;

said stem upper section having an upwardly-tapered configuration;

a coupling mounted on said stem upper end and adapted for coupling to a grout pipe;

flighting including a lighting lower section mounted on said stem lower section and generally helical in a first direction and a flighting upper section mounted on said stem upper section and generally helical in the opposite direction;

a soil path generally defined by said stem and said flighting; and

said anti-wear features being adapted for spacing soil from portions of said stem or flighting.

15. A method of constructing a subsurface, cementous foundation pile, which comprises steps of:

providing an auger drilling rig including a mast and a hoisting cable on said mast;

rotatably mounting on the mast an auger including an auger bit and a grout pipe extending upwardly from the auger bit;

hoisting the auger on the mast with said hoisting cable;

providing the auger bit with a full displacement configuration including an upwardly-expanding, tapered stem and two-directional flighting with a lower flighting section oriented in a first direction and an upper flighting section oriented in a second direction;

providing said auger bit with a stem and anti-wear protrusions comprising multiple, longitudinally-extending teeth formed along said stem and extending between respective turns of said flighting and adapted for trapping soil on said stem;

providing the auger bit with a cutting tool at a lower end thereof and a grout discharge opening adjacent to the lower end thereof;

drilling a borehole with said auger and compacting the adjacent soil with said auger bit while rotating said auger in a first direction with said rig;

providing a source of cementous grout and connecting same to said rig mast;

pumping said grout through said grout pipe and said auger bit and out said discharge opening into said borehole;

substantially filling said borehole with said grout under pressure;

extracting said auger with said hoisting cable while rotating same with said rig in said first direction;

providing a reinforcing cage with lower and upper ends;

attaching said reinforcing cage upper end to said hoisting cable;

hoisting said reinforcing cage on said mast with said hoisting cable;

lowering said reinforcing cage into said grout-filled borehole with said listing cable; and

retaining said reinforcing cage upper end in proximity to the ground surface; and

curing said grout around said reinforcing cage.

16. The method according to claim 15, which includes the additional step of:

providing a cutting tool with a guide and a reamer extension adapted for cutting medium-to-hard clay and weathered shale.

17. The method according claim 15, which includes the additional step of:

providing a cutting tool with a fishtail pilot and teeth adapted for cutting loam and similar soils.

18. The method according claim 15, which includes the additional step of:

providing a cutting tool with a bullet tooth pilot and progressive bullet teeth.

19. A displacement-type auger bit for drilling a borehole, which bit comprises:

said stem lower section having a downwardly-tapered configuration;

said stem upper section having an upwardly-tapered configuration;

flighting including a flighting lower section mounted on said stem lower section and generally helical in a first direction and a flighting upper section mounted on said stem upper section and generally helical in the opposite direction;

a soil path generally defined by said stem and said flighting; and

an anti-wear protrusion mounted on said fighting generally in said soil path and adapted for spacing soil from portions of said flighting, said anti-wear protrusion comprising a flighting block extending radially across substantially the entire width of said flighting and adapted for trapping soil on a respective face of said flighting.

20. A method of constructing a subsurface, cementous foundation pile, which comprises steps of: