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design and construction of driven pile foundations reference manual

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design and construction of driven pile foundations reference manualThe manual is directed to geotechnical, structural, and construction engineers involved in the design and construction of pile supported structures. The manual is intended to serve as a practical reference on driven pile foundations. Volume I of the manual addresses design aspects including subsurface exploration, laboratory testing, static analyses as well as specification and foundation report preparation. Volume II covers construction aspects including dynamic formulas, wave equation analyses, dynamic testing, static load testing, Statnamic testing, the Osterberg cell, as well as pile driving equipment, pile accessories, and pile installation inspection. Step by step procedures, workshop problems and solutions are provided to demonstrate use of the manual material. On the cover: NHI Course Nos. 13221 and 13222; December 1996. All Rights Reserved. Terms of Use and Privacy Statement. Workshop Manual. Volume 2. NHI Course Nos. 13221 and 13222. Volume II covers construction aspects including dynamic formulas, wave equation analyses, dynamic testing, static load testing, Statnamic testing, the Osterberg cell, as well as pile driving equipment, pile accessories, and pile installation inspection. Step by step procedures, workshop problems and solutions are provided to demonstrate use of the manual material. Office of Technology Sponsored by Federal Highway Administration, Washington, DC. Office of Technology Applications. Workshop Manual. Volume 2. NHI Course Nos. 13221 and 13222. Workshop Manual. Volume 2. NHI Course Nos. 13221 and 13222. Volume II covers construction aspects including dynamic formulas, wave equation analyses, dynamic testing, static load testing, Statnamic testing, the Osterberg cell, as well as pile driving equipment, pile accessories, and pile installation inspection. Office of Technology Applications. These economical books, packaged in an attractive, compact format, are the latest from the Federal Highway Administration.http://www.gancza-yacht.pl/userfiles/bosch-pda-240e-manual.xml

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• design and construction of driven pile foundations reference manual - volume i, design and construction of driven pile foundations reference manual.

You can order any or all of the three volumes: Notify me of new posts via email. Learn how your comment data is processed. Now it’s paying the price To find out more, including how to control cookies, see here. If you continue browsing the site, you agree to the use of cookies on this website. See our User Agreement and Privacy Policy.If you continue browsing the site, you agree to the use of cookies on this website. See our Privacy Policy and User Agreement for details.If you wish to opt out, please close your SlideShare account. Learn more. You can change your ad preferences anytime. In case you need help on any kind of academic writing visit website ? www.HelpWriting.net ? and place your orderFoundations—Lessons Learned on theTurner-Fairbank Highway Research CenterMcLean, VA 22101-2296Construction issues that areMitigation measures, including the installation of wick drains and the use of preaugering, provedThe information presented inGary L. Henderson. Director, Office of Infrastructure. Research and DevelopmentThe U.S. Government does not endorse products or manufacturers. Trademarks orGovernment, industry, and the public in a manner that promotes public understanding. StandardsJune 2006Design and Construction of Driven Pile Foundations—Aaron S. Bradshaw and Christopher D.P. BaxterUniversity of Rhode Island. Narragansett, RI 02882 11. Contract or Grant No.Final ReportOffice of Infrastructure Research and Development. Federal Highway AdministrationMcLean, VA 22101-2296Contracting Officer’s Technical Representative (COTR): Carl Ealy, HRDS-06Given the soft and compressible marine clays in the. Boston area, driven pile foundations were selected to support specific structures, including retaining walls,This report presents the results of a study to assess theThe load test resultsAt the site of significant movement of anDriven piles, heave, CAPWAP, static load test. Boston tunnelNo restrictions. This document is available to the publicSpringfield, VA 22161.http://tomaszskiba.com/userfiles/bosch-pcm-10-manual.xmlUnclassifiedUnclassifiedForm DOT F 1700.7 (8-72) Reproduction of completed page authorizedTEMPERATURE (exact degrees)FORCE and PRESSURE or STRESSL liters 0.264 gallons galTEMPERATURE (exact degrees)FORCE and PRESSURE or STRESS. N newtons 0.225 poundforce lbfPreaugering Criteria. 10. Pile Driving Criteria. 10. Axial Load and Pile Load Test Criteria. 13Soil Heave. 21. Summary. 27Static Load Test Methods. 30Comparison of CAPWAP Data. 38. Static Load Test Data. 39. Comparison of Dynamic and Static Load Test Data. 41Figure 2. Soil profile at the contract C07D1 site as encountered in Boring EB3-5. 6. Figure 3. Soil profile at the contract C07D2 site as encountered in Boring EB2-149. 7. Figure 4. Soil profile at the contract C08A1 site as encountered in Boring EB6-37. 7. Figure 5. Soil profile at the contract C09A4 site as encountered in Boring IC10-13.. 8. Figure 6. Soil profile at the contract C19B1 site as encountered in Boring AN3-101.. 8. Figure 7. Typical pile details for a 30-cm-diameter PPC pile.. 11. Figure 8. Typical pile details for a 41-cm-diameter PPC pile with stinger.. 12. Figure 9. Single-acting diesel hammer.. 16. Figure 10. Double-acting diesel hammer. 17. Figure 11. Single-acting hydraulic hammer. 17. Figure 12. Typical pile driving record. 18. Figure 13. Site plan, piling layout for the arrivals tunnel at Logan Airport.. 19. Figure 14. Site plan showing locations of piles, building footprint, and geotechnicalFigure 15. Settlement data obtained during first phase of pile driving. 23. Figure 16. Settlement data obtained during second phase of pile driving. 25. Figure 17. Multipoint heave gauge data obtained during second phase of pile driving. 25. Figure 18. Pore pressure data obtained during second phase of pile driving.. 26. Figure 19. Inclinometer data obtained during second phase of pile driving. 27. Figure 20. Example of CAPWAP signal matching, test pile 16A1-1. 30. Figure 21. Typical static load test arrangement showing instrumentation.. 31.http://www.drupalitalia.org/node/71097 Figure 22. Load-displacement curves for pile toe, test pile 16A1-1. 37. Figure 23. CAPWAP capacities at end of initial driving (EOD) and beginningFigure 24. Deflection of pile head during static load testing of pile 12A1-1.. 40. Figure 25. Distribution of load in pile 12A1-1.. 40. Figure 26. Deflection of pile head during static load testing of pile 14. 40. Figure 27. Distribution of load in pile 14.. 40. Figure 28. Deflection of pile head during static load testing of pile IPW.. 41. Figure 29. Distribution of load in pile IPW. 41Table 1. Summary of selected contracts using driven pile foundations.. 2. Table 3. Summary of pile types and axial capacity (requirements identified in the selectedTable 4. Summary of pile driving equipment used on the selected contracts. 15. Table 5. Summary of pile spacing from selected contracts.. 21. Table 6. Maximum building heave observed during pile driving. 23. Table 7. Summary of pile and preauger information. 34. Table 8. Summary of pile driving information. 34. Table 9. Summary of CAPWAP capacity data. 35. Table 10. Summary of CAPWAP soil parameters. 38. Table 11. Summary of static load test data. 39. Table 12. Summary of dynamic and static load test data.. 42. Table 13. Summary of contractor’s bid costs for pile driving. 43. Table 14. Summary of contractor’s bid costs for preaugering. 43They are very effective in transferring structural loads through weak or compressible soil layersA “driven pile foundation” is a specific type ofHistorically, piles have been used extensively for the support of structures in Boston, MA. ThisDriven piles, in particular, have been a preferredThey have played. United States. The project involved the replacement of Boston’s deteriorating six-lane, elevatedThe project has been under construction since late 1991 and is scheduled to be completed inBecause of the large scale of the project.http://dumaxsrl.com/images/bosch-smu-4000-manual.pdf Five of theseThe locations of the individual contracts are shown in figure 1 andDriven piles were used primarily to support theMajor new structuresDriven piles were used to supportContract Location DescriptionThis contract involved new roadways,Both verticalPiles were used to support five approach structures that provide aPiles were also used to supportThe contractMajor new structures included roadwayPilesThis includes review and analysis of pile design criteria andThe second chapterThe fourth chapter presents the results of pile load tests performed on test piles using static andFinally, the sixth chapterThese include information on the typesThe subsurface conditions on which the design criteria were based are also discussed.As shown in figures 2 through 5, the conditions encountered at sites in East Boston (C07D1. C07D2, and C08A1) and in downtown Boston (C09A4) are similar. The subsurface conditions atThe subsurface conditions shown in figure 6 for the. C19B1 site in Charlestown, however, were different from the other four sites. Organic soils andAlso, the thickness of the fillThe physical properties and geological origin of the soils encountered at the contract sites areBedrock: The bedrock in the area consists of argillite from the Cambridge formation. TheHowever, hard and sound bedrock was found at someGlacial Soils: The glacial soils were deposited during the last glaciation approximately 12,000The glacial soils areMarine Soils: Marine soils were deposited over the glacial soils during glacial retreat in aThe marine clay layer, as shown in figures 2 through 5, is theThe clay is generally overconsolidated in the upper portions of the layer and is characterized byThe overconsolidation is a result of past desiccation that occurredBy comparison, the deeper portions of the clay layer are muchInorganic Soils: Inorganic silts and sands are typically encountered overlying the marine soils. These soils were deposited by alluvial processes.https://suhrsmad.dk/wp-content/plugins/formcraft/file-upload/server/content/files/1626fca37ba913---bose-link-al8-manual.pdf Organic Soils: The organic soils that are encountered below the fill generally consist of organicThese soils are the result of former tidal marshesFill Soils: Fill material was placed in the more recent past to raise the grade for urbanThe consistency or density is also variable as indicated by the. SPT blow counts. The variability in the fill is attributed to the characteristics of the particularFigure 2. Soil profile at the contract C07D1 site as encountered in Boring EB3-5.Depth(m). Fill. Sand. Marine Clay. Sand (Glaciofluvial). Glacial Till. Bedrock. Organic SiltFigure 4. Soil profile at the contract C08A1 site as encountered in Boring EB6-37.Depth(m). Silt(Glaciomarine). Organic SiltDepth(m). Silt and Sand. Sand and GravelBedrockFigure 6. Soil profile at the contract C19B1 site as encountered in Boring AN3-101.Depth(m). Granular Fill. GravelGlacial Till. Organic Silt. Sand and SiltBedrockMassachusetts, the design criteria were required to satisfy the regulations given in the. Massachusetts State building code.(13). The technical content of the State code is based on theMassachusetts Highway Department (MHD). The first document includes the general. Supplemental Specifications to Construction Details of the Standard Specifications for Highways. The specifications pertaining to individual contracts are covered in a second documentThe special provisions are necessary given the uniqueness ofInformation selected from the specification regarding pile types, preaugering criteria, pile drivingPile TypesThe PPC piles were fabricated using 34.5- to 41.3-megapascalTo prevent damage to the pile tips during driving in very dense materials, the PPC piles wereHP14x89 section was used as the stinger. The stingers were welded to a steel plate that was castPPC piles, consisting of HP10 by 42 sections.www.denizraf.com/image/files/911-carrera-4s-manual.pdf The concrete-filled steel pipe piles were 31 to 61 cm in diameter, with wall thicknesses rangingOnce the pile was driven to the required depth, the pile wasAs shown in table 2, the 41-cm-diameter PPC pilesC07D1 C07D2 C08A1 C09A4 C19B1 TotalPreaugering Criteria. Preaugering was specified for all piles that were installed in embankments or within the specifiedSettlement problems observed at the Hilton hotel (contract C07D1)Soil heave is discussed further in chapter 3. The required depth of preaugering varied dependingPile Driving Criteria. The specifications required that a Wave Equation Analysis of Piles (WEAP) be used to select theThe WEAP model estimates hammer performance, driving stresses, andThe pile driving resistance criteria estimated from the WEAP analysis was also used as the initialAdditional WEAP analyses were required forModifications to theThe required allowable axial capacities that were identified in the special provisions areTable 3. Summary of pile types and axial capacityPile Type. Required Allowable Axial. Capacity (kN)The axial capacity of the piles was verified using pile load tests, which were specified in sectionThe required ultimate capacities for the load tests wereWEAP analysis, and dynamic pile testing.(16). Dynamic load testing was required for test piles and for a portion of the production piles toA waiting period of 12 to 36 hours (h) was required after pile installationStatic load tests were required for test piles to confirm that the minimum specified allowableSection 1817.4.http://cameronhaddock.com/wp-content/plugins/formcraft/file-upload/server/content/files/1626fca46d6c68---bose-lifestyle-vs-2-video-enhancer-manual.pdf1 of the Massachusetts State building code says that the load reaching the top ofTherefore, the specificationsIf any of the test criteria were not met, the contractor was required toThis includes a general overview ofPile heave was identified as an issue during construction of the arrivals tunnel at Logan Airport,At another site at the airport, soilDuring impact, the kinetic energy of theMany different pile driving hammers are commercially available, and the major distinctionThe size of the hammer isHowever, the actual energy transferred to the pile is much less a result of energy losses withinThe average transferred energies range from 25 percent for a dieselThree types of hammers were used on the selected contracts: (1) a single-acting diesel, (2) aThe manufacturers and characteristics ofSchematics of the three types of hammers are shown in figures 9 through 11. Table 4. Summary of pile driving equipment used on the selected contracts. Make and Model Type Action. Rated. EnergyPile Types Driven Contracts DesignationHPSI 2000 Hydraulic Single 108.5 41-cm PPCPPC, 41-cm pipeDelmag D 19-42 Diesel Single 58.0 32-cm pipe C19B1 V. Delmag D 30-32 Diesel Single 99.9 32-cm pipe C19B1 VI. A single-acting diesel hammer (figure 9) works by initially raising the hammer with a cable andAs the ram free-falls within the cylinder, fuel is injected into theThis process will continue as long as fuel is injected into theFigure 9. Single-acting diesel hammer.(17). A double-acting diesel hammer (figure 10) works like the single-acting diesel hammer exceptAs the ram rebounds to the top of the stroke,The bounce chamberBounce chamber pressure is monitored during pileThe stroke of the hammer, and thus theThis is effective for avoiding bouncing of the hammerA single-acting hydraulic hammer (figure 11) uses a hydraulic actuator and pump to retract theOnce the ram is at the top of the stroke, the ram is released and free-An advantage of hydraulic hammers is that the free-fallFigure 10.https://inclinedigital.com/wp-content/plugins/formcraft/file-upload/server/content/files/1626fca5667885---bose-ls-50-manual.pdf Double-acting diesel hammer.(17). Figure 11. Single-actingIn preparation for driving, a pile is first hoisted to an upright position using the crane and isThe leads are braces that help position the piles in placeOnce the pile is positioned at the desired location, the hammer is loweredOnce the pile is in position, pile driving is initiated and the number of hammer blows per 0.3 mToward the end of driving, blows are recorded for every 2.5 cm ofPile driving criteriaAll information that is associated with pile driving activities (e.g.,This particular record is for the installation of aDriving was stopped after a final blow count of 39 blows per 2.5 cmOnce a pile has been installed, the hammer may be used to drive the pile again at a later time. Additional driving that is performed after initial installation is referred to as a redrive or restrike. A redrive may be necessary for two reasons: (1) to evaluate the long-term capacity of the pileFigure 12. Typical pile driving record.Pile heave is a phenomenon where displacement of soil from pile penetration causes vertical orPile heave generally occurs inIn these soils,If a pile moves in excess of some predetermined criterion, the pile is redriven to redevelop theFrom a cost perspective, pile heave is important becausePile Layout and Soil Conditions. Of the contracts reviewed, pile heave was an issue during construction of the arrivals tunnel at. Logan Airport (contract C07D2). The location of the C07D2 site is shown in figure 1. A planFigure 13. Site plan, piling layout for the arrivals tunnel at Logan Airport.(18). Approximately 576 piles were driven beneath the alignment of the tunnel structure.www.denizlihurda.com/image/files/911-auto-dialer-manual.pdf The piles,They were generally installed in a grid-likeThe general subsurface conditions based on borings advanced in the area prior to excavationExcavation was accomplished into the clay layer,The piles were designed for end bearing in the dense glacial silts and sands, and were preaugeredThe preauger depths were approximately 30 to 70 percent of the final embedment depths of theThe piles were driven using an HPSI 2000 hydraulic hammer. Field Observations. Pile heave was monitored during construction by field engineers. As described in the. Massachusetts State building code and project specifications, piles identified with verticalAccording to field records, 391 of the 576Of those 391 piles, 337 piles (86 percent) wereThe impact on the construction schedule or costs was notHeave is attributed to the displacementSince partial preaugering wasAs shown in table 5,Therefore, it is anticipated that a pile spacing of greaterContract Structure Foundation Bent Spacing (m) Pile Spacing (m). Slab 2.7 2.7. Ramp ET. Pile cap 1.4 1.4C07D1. Egress Ramps Pile cap 1.8 1.8. Pile cap 1.8 1.2. Pile cap 1.8 1.2C07D2 Arrivals Tunnel. Pile cap 1.4 1.2. South Abutment Pile cap 3.05 1.82.4. Slab 3.7 5.6. Pile cap 1.4 2.6. Pile cap NA 1.4. Approach No. 1. Pile cap NA 1.5Ramp CT Slab 3.1 4.6C19B1. Soil Heave. Soil heave caused by pile driving was primarily responsible for the significant movementShortly after the start of pile driving, settlement inDespite these efforts,The location of the project in relation to the building is shown in figure 14. The portion of theBoth structures are supported by 41-cm-diameter PPC piles. The layout of the pile foundation system is also shown in figure 14. The piles for the slab areA total of 353 pilesPrior to construction activities, five deformation monitoring points (DMPs) were installed alongThe DMPs consisted of 13-cm-longThese points, designated DMP-101 through DMP-105, wereThe DMPs were monitored initially by the contractor andThe subsurface conditions based on borings advanced in the area consist of approximately 3 toField Observations (Phase I Pile Driving). Pile driving for the east approach was executed in two phases. The first phase began on April 5,The second phase began on July 13, 1995, and concludedThe extent of the first phase of pile driving is shown in figure 15. This first phase of work wasThe majority of the piles for the slab wereApril 23, and May 15 to June 2. The majority of the piles for the abutment were installed at theFigure 15. Settlement data obtained during first phase of pile driving. A summary of the maximum heave values attributed to the first phase of driving is given inTable 6. Maximum building heave (in cm) observed during pile driving. Construction. PhasePhase II 3.6 4.8 5.3 3.7 1.3. As a result of the excessive heave (greater than 2.5 cm) observed in the first phase of pileThis was criticalThese included: (1) installation and monitoring of pore pressures in the clayVerticalHeave(cm)Prior to the start of the second phase of pile driving, three double-nested vibrating wireThese piezometers were installedDMP-104). Additional instrumentation was also installed following the start of the second phaseThe locations of the additional geotechnicalThe second phase of pile driving began on July 13, 1995, and concluded on August 17, 1995. The extent of the work area is also shown in figure 14. Pile driving generally progressed from theThe location of the second phase of work was no closer thanShortly after the start of driving, 200 wick drains were installed from July 20 to July 28, 1995,The drains were installed throughSettlement data for the second phase of work, shown in figure 16, demonstrate that heave beganBased on the review of initial settlement data, preaugering was implemented from August 4,Preaugering was accomplished using a 41-cm-As shown in figure 16, heave continued to increase even after preaugering was initiated. NetData from the multipoint heave gauge showed that the magnitude of the heave was relativelyHowever, vertical displacement decreasesThe maximum heave of approximately 5.1 cm at a depth of 3 m below the ground surface is alsoFigure 17. Multipoint heave gauge data obtained during second phaseVerticalheave(cm) DMP 101Install wick drains. Begin preaugeringInitialDepth(m)Fill. Glacial Soils. BedrockThese data suggest that the wickFigure 18. Pore pressure data obtained during second phase of pile driving. The inclinometer data that were obtained adjacent to the building are shown in figure 19. TheseThese data suggest that the lateralExcessPorePressureHead(m)Summary. Soil heave was recognized early on as a potential problem and following phase I driving inThese included installing wick drainsDespite these efforts, heave during phase II pileDepth(m)Fill. BedrockAt least two static load tests were performed per contract, and the resultsIssues related to design loads and load test criteria are discussed, including factors of safety andA comparison is made between the results of the static load tests andA review of the literature is presented to evaluate the significance of this finding. High blowApproximately 160 dynamic pile load tests were performed to evaluate pile capacity, drivingThe dynamic load test results discussed in this report are primarily from the CAPWAP analyses. A description of the fundamentals of dynamic testing, including CAPWAP, is presented in. Design and Construction of Driven Pile Foundations (Federal Highway Administration (FHWA)The dynamic testing was carried out in general accordanceDynamic Load Tests, and D4945-89 of the. American Society for Testing and Materials (ASTM). D4945-89 is entitled “Standard MethodCAPWAP is an iterative curve-fitting technique where the pile response determined in a waveThe pile model consists of a series of continuous segments and the total resistance of theStatic resistance is formulated from an idealized elastoplastic soil model,First, the forces and accelerations acting on the actual pile during initial impact are recorded withThe measured acceleration is used asThe soil-resistance distribution, quake, and dampingOnce an acceptable match is achieved, theForce(kN). Measured. Calculated. Figure 20. Example of CAPWAP signal matching, test pile 16A1-1.(33). Static Load Test Methods. Static load tests were performed during the test phase of each contract to verify the designTelltale rods installed at various depthsThe static tests were carried out in general accordance withShort Duration Test, and the ASTM’s D1143-81,TheStatic loads were applied and maintained using a hydraulic jack and were measured with a loadReaction to the jack load is providedAn excerpt from the loading procedures for short-duration load test section 940.62 is givenLonger time increments may be used, but eachAt 100 percent of the design load, unloadAt 150 percent, unload to zero and hold for one-halfLonger time increments may be used, but each shall be the same.Reload the test pile to the 200 percentThen increase the load in incrementsIf failure atAt maximum achievedThe capacity of the test piles was selected as the greater capacity defined by two failure criteria. The first criteria establishes the allowable design capacity as “50 percent of the applied test loadThe Davisson offset limit load criterion was used on the project to define the ultimate capacity,The ultimate load is interpreted as the point at which theThe elastic compression in this case refers to the pile deflection that would occur if 100 percentThe average load in the pile at the midpoint between two telltale locations was estimated fromBoth equations 2 and 3 require the modulus of elasticity of the pile. The specifications requireHowever, this method is not really applicable to theIn some cases, theOf these 160 tests, the results of 28 tests areInformationTest Pile. Name. Contract Pile Type. Preauger. Depth (m). Diameter (cm). ET2-C2 C07D1 41-cm PPC 0 NA1. ET4-3B C07D1 41-cm PPC 0 NAI90 EB SA C08A1 41-cm PPC NI2I2 C09A4 41-cm PPC 30.5 40.6IPE C19B1 32-cm pipe 7.6 30.5. IPW C19B1 32-cm pipe 12.2 30.5. NS-SN C19B1 41-cm PPC 8.2 40.6. Notes. Table 8. Summary of pile driving information. Test Pile. Test Type1 Hammer. Type2. Embedment. Minimum. Transferred. Energy (kN-m). Recorded. Penetration. Resistance. Permanent. Set (cm)Test Pile. Test Type1. Ultimate Capacity2Many of the capacities are listed in parentheses, which indicates that the values are most likelyIt is recognized in the literature thatSpecifically, research has shown that blow counts in excess of 10As shown in table 8, the majority of the piles during restrike exceeded 10 blows per 2.5 cm andThe conservativeness of the CAPWAP capacities in certain piles can be illustrated by comparingAs shown in figure 22,Soil quake and damping parameters obtained from the CAPWAP analyses are summarized inHowever, the quake values in this study appear to be within typical values.(57)Displacement(cm). Static load testName. Shaft Toe Shaft ToeComparison of CAPWAP Data. A comparison between the EOD and BOR CAPWAP capacities is shown in figure 23. The lineData points that are plottedIn the four piles (12A2-1, I2, IPE, and IPW) where the soilThe overall increase in capacity is attributed toStatic Load Test Data. Static load tests were performed on 15 piles approximately 1 to 12 weeks after their installation. The test results are summarized in table 11. In general, two types of load deflection behaviorTable 11. Summary of static load test data. Test Pile Name. Time After Pile. Installation (days). Maximum. Applied LoadMaximum Pile Head. Displacement (cm)This pile was loaded toCapacityatBOR(kN). Fully Mobilized. BOR Lower Bound. EOD and BOR Lower BoundThis behavior is attributed to shaft friction, which reduces theThe significant contribution of shaftThis behavior is typical of test piles ET2-C2, ET4-3B, I90-EB-. SA, 12A1-1, 12A2-1, I2, and 3. Figure 24. Deflection of pile head duringFigure 25. Distribution of load inTest pile 14 (figure 26) represents a condition where the axial deflection is approximately equalThis suggests that more of the applied loads are beingThis is apparentFigure 26. Deflection of pile head duringFigure 27. Distribution of load in pile 14.Deflection(cm). Test Data. Elastic Compression. Davisson's LineDepthBelowGroundSurface(m)Deflection(cm). Davission's LineDepthBelowGroundSurface(m)This pile showed a significant increase in theFigure 28. Deflection of pile head duringFigure 29. Distribution of load in pile IPW. All test piles achieved the required ultimate capacities in the static load tests. The requiredA slightly higher factor of safetyThree of the 15 static tests did not demonstrate thatTwo of the piles (12A1-1 andComparison of Dynamic and Static Load Test Data. The capacities determined by CAPWAP and from the static load tests are summarized inOf the 15 test piles, only one pile (IPW)Likewise, only four BOR CAPWAP analyses and eight. EOD CAPWAP analyses mobilized the full soil resistance. This means that the true ultimateTest pile IPW was brought to failure in the static load test.