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1. Depth ft do inches c inches A in I inf M in lbs O psi oe g 0 16 8 0 24 347 731 942 720 000 9101 64 9101 64 5 15 7 5 22 777 599 308 1 004 361 13886 16 13886 00 10 14 7 0 21 206 483 756 341 233 6352 39 6352 39 15 13 6 5 19 635 384 109 28 547 2010 97 2010 97 20 12 6 0 18 064 299 188 12 814 1917 72 1917 72 25 11 5 5 16 493 227 815 1 395 1852 60 1852 60 30 10 5 0 14 923 168 812 0 2010 38 2010 38 5 22 Example 22 Analysis of Tapered Elastic Plastic Pile This example is a variation of Example 21 except that the pile section type has been changed to an Elastic Section with Specified Moment Capacity with a plastic moment capacity at the pile head equal to 3 293 739 in lbs The plastic moment capacity was computed as the yield moment for a pipe section with 16 inch diameter 0 5 inch wall thickness and 36 000 psi yield stress A graph of moment and computed yield moment versus depth is shown in Figure 5 52 A close examination of Figure 5 52 will find that the variation in plastic moment capacity is nonlinear with depth due to the tapered dimensions This is because LPile will compute the yield stress of the pile material from the dimensional properties and input value of plastic moment capacity at the top of the section LPile then computes the plastic moment capacity at other points in the section using the dimensions interpolated with depth and the interpreted value
2. 149 Chapter 7 Line by Line Guide for Input Properties of elastic rectangular sections Lines 3 11 3 1 3 11 3 1 4 Section dimension Depth at top inches or mm 3 11 3 1 5 Section dimension Depth at bottom inches or mm 3 11 3 1 6 Section dimension Area at top sq inches or sq mm 3 11 3 1 7 Section dimension Area at bottom sq inches or sq mm 3 11 3 1 8 Section property Moment of inertia at top in or mm 3 11 3 1 9 Section property Moment of inertia at bottom in or mm Properties of elastic circular sections Lines 3 11 3 2 3 11 3 2 1 Section property Young s modulus psi or kPa 3 11 3 2 2 Section dimension Width at top inches or mm 3 11 3 2 3 Section dimension Width at bottom inches or mm 3 11 3 2 4 Section dimension Area at top sq inches or sq mm 3 11 3 2 5 Section dimension Area at bottom sq inches or sq mm 3 11 3 2 6 Section property Moment of inertia at top in or mm 3 11 3 2 7 Section property 7 Moment of inertia at bottom in or mm Properties of elastic pipe sections Lines 3 11 3 3 3 11 3 3 1 Section property Young s modulus psi or kPa 3 11 3 3 2 Section dimension Width at top inches or mm 3 11 3 3 3 Section dimension Width at bottom inches or mm 3 11 3 3 4 Section dimension Wall thickness at top inches or mm 3 11 3 3 5 Sectio
3. Section width inches or mm Follow with concrete properties Lines 4 and rebar properties Lines 5 to complete section data Table 7 5 Properties for Drilled Shafts Properties for Drilled Shaft Sections Lines 3 1 3 1 1 Section dimension Length of section ft or m 3 1 2 Section dimension Section diameter inches or mm 3 1 3 Section dimension Section width inches or mm Follow with concrete properties Lines 4 and rebar properties Lines 5 to complete section data Table 7 6 Properties of Drilled Shafts with Casing Properties of Drilled Shafts with Casing Lines 3 2 3 2 1 Section dimension Length of section ft or m 3 2 2 Section dimension Section diameter inches or mm 3 2 3 Section dimension Casing wall thickness inches or mm 3 2 4 Casing property Yield stress of casing psi or kPa 3 2 5 Casing property Young s modulus of casing psi or kPa Follow with concrete properties Lines 4 and rebar properties Lines 5 to complete section data Table 7 7 Properties of Drilled Shafts with Casing and Core Properties for Drilled Shafts with Casing and Core Lines 3 3 3 3 1 Section dimension Length of section ft or m 3 3 2 Section dimension Section diameter inches or mm 3 3 3 Section dimension Casing wall thickness inches or mm 3 3 4 Casing property Yield stress of casing psi or k
4. na Program Options and Settings x Computational Options Engineering Units of Input Data and Computations Use Load and Resistance Factors C US Customary Units inches feet and pounds Compute Nonlinear El Only Interaction diagram input required SI Units millimeters meters and kilonewtons Use Modification Factors for p y Curves input required a Analysis Control Options Include Loading by Lateral Soil Movements input required NEEN EPIA MAREEN fi 00 Include Shearing Resistance at Pile Tip input required 2 P inputreg Maximum Number of Iterations 100 The options below are available only for conventional analysis mode EETA AA EET 1E 6 C te Pile Head Stiff Matrix Values input ined ae p W Currie e lae eae Limit on Excessive Deflection of Pile Head m 4 Compute Push over Analysis input required Compute Pile Buckling Analysis input required Loading Type and Number of Cycles of Loading Static Loading Output Options C Cyclic Loadi V Generate p y Curves at User Specified Depths input required ae are e Print Summary Tables Only 5 Internet Update Notice Query Print Pile Response Every 1 nodes V Check Internet for Program Update on Program Startup Text Viewer Options C Use Internal Text Viewer faster Use External Viewing Program C Wwindows notepad exe Browse Figure 3 6 Program Options and Settings Dialog M Use Load and Resistance Factors M If left checked LPile
5. Figure 5 19 Pile Deflection and Bending Moment versus Depth for V op 500 KN Example 3 5 4 Example 4 Buckling of a Pile Column One analytical feature of LPile is a solution for buckling capacity of a pile that extends above the groundline It is not often that such a problem is encountered in practice but a rational solution is desired if such a problem occurs In this example the lateral load at the pile head is 44 5 KN 10 kips and the loading was static The lateral load and the axial load are applied at the top of the pile which was 2 5 m 8 3 ft above the groundline The bending moment at the pile head is zero The solution to the problem seeks the same answer as does the Euler solution for a column but because the response of the soil is nonlinear an Eigen value solution is not applicable Rather the answer is obtained by successive solutions of the nonlinear beam column equation with the axial load being increased until excessive lateral deflection is computed or the bending moment capacity of the pile is fully mobilized The example pile is an elastic steel pipe 610 mm 24 in in outside diameter and with a wall thickness of 22 2 millimeters 0 875 inch The EI is 354 312 kN m 1 235x10 Ib in The length is 15 2 meters 50 feet Had the portion of the pile above the groundline been greater than 2 54 m 8 33 ft the buckling load that was found would have been much less than the computed value The soil profi
6. Warning Message No 3071 An unreasonable input value for the uniaxial compressive strength has been specified for a layer defined using the weak rock criteria The input value is less than 100 psi Warning Message No 3072 An unreasonable input value for unconfined compressive strength has been specified for a soil defined using the weak rock criteria The input value is greater than 1 000 psi Warning Message No 3073 An unreasonable input value for unconfined compressive strength has been specified for a soil defined using the weak rock criteria The input value is less than 689 5 kPa Warning Message No 3074 An unreasonable input value for unconfined compressive strength has been specified for a soil defined using the weak rock criteria The input value is greater than 6895 kPa Warning Message No 308 An unreasonable input value for uniaxial compressive strength has been specified for a layer defined using the vuggy limestone strong rock criteria Warning Message No 309 An unreasonable input value for compressive strength of concrete has been specified Warning Message No 3091 An unreasonable input value for compressive strength of concrete has been specified The input value is either smaller than 2 000 psi or larger than 8 000 psi Warning Message No 3092 An unreasonable input value for compressive strength of concrete has been specified The input value is either smaller than 13 790 kPa or larger than 55 160 kPa W
7. Lines 3 6 3 6 1 Section dimension Length of section ft or m 3 6 2 Section dimension Section diameter inches or mm 3 6 3 Section core diameter Core void diameter inches or mm Follow with concrete properties Lines 4 and prestressing strand properties Lines 6 to complete section data Table 7 11 Properties for Square Solid Prestressed Piles Properties for Square Solid Prestressed Piles Lines 3 7 3 7 1 Section dimension Length of section ft or m 3 7 2 Section dimension Section diameter inches or mm 3 7 3 Section chamfer Corner chamfer inches or mm Follow with concrete properties Lines 4 and prestressing strand properties Lines 6 to complete section data Table 7 12 Properties for Square Hollow Prestressed Piles Properties for Square Hollow Prestressed Piles Lines 3 8 3 8 1 Section dimension Length of section ft or m 148 Chapter 7 Line by Line Guide for Input Properties for Square Hollow Prestressed Piles Lines 3 8 3 8 2 Section dimension Section diameter inches or mm 3 8 3 Section core diameter Core void diameter inches or mm 3 8 4 Section chamfer Corner chamfer inches or mm Follow with concrete properties Lines 4 and prestressing strand properties Lines 6 to complete section data Table 7 13 Properties for Octagonal Solid Prestressed Piles Pro
8. Add Section _Dalete secon Insert Section Figure 3 12 Section Type Dimensions and Cross section Properties Dialog for Rectangular Concrete Section Showing Rebar Layout After Definition 3 4 6 Drilled Shafts The properties of drilled shafts are defined by the length and outer diameter of the shaft the number positions yield stress and modulus of elasticity of the reinforcing steel bars and the compressive strength of concrete Features are provided in LPile to compute the positions of circular bar arrangements with single bar two bar and three bar bundles utilizing the clear cover dimension and any offset of the bar cage from the shaft center In addition the position and size of bars can be manually edited if desired The dialog shown in Figure 3 13 is an example of the Section Type page after the Round Concrete Shaft Bored Pile option has been selected This drawing of the cross section shows the current size number bundling and positions of the reinforcing bars selected The Shaft Dimensions tab page shows the shaft dimensions All data entry cells for which input is not required are disabled In the case of a round concrete shaft the only required dimensions are the section length in feet or meters and diameter in inches or millimeters The Concrete tab page shown before in Figure 3 9 shows the compressive strength of concrete and the maximum size of coarse aggregate The maximum size of coarse aggregate i
9. Include Loading by Lateral Soil Movements in the Program Options and Settings dialog shown in Figure 5 59 Once this box is checked the input of the lateral soil movement profile versus depth is activated The input dialog for lateral soil movements is shown in Figure 5 60 The results of the analysis with loading by soil movements are shown in Figure 5 61 In this problem the upper clay crust moves along with the spreading liquefied sand layer As a result the maximum moment developed in the drilled shaft is 17 990 000 in Ibs and the factored moment capacity of the shaft is exceeded The important factor to recognize in this example is the presence of the clay crust above the layer of spreading liquefied sand can result in loading conditions that are severe and that these conditions loading will fail all but the strongest of foundations 127 Chapter 5 Example Problems Computational Options Engineering Units of Input Data and Computations Use Load and Resistance Factors Open LRFD Load Case File US Customary Units inches feet and pounds Compute Nonlinear El Only Interaction diagram input required SI Units millimeters meters and kilonewtons Analysis Control Options Number of Pile Increments 100 Maximum Number of Iterations 1000 Include Loading by Lateral Soil Movements input required The options below are available only for conventional analysis mode E Compute Pil
10. Plas Mom Cap m kN 657 0069067 0 Web Thickness mm 15 6464 p p Elastic Mod kN m 2 199947999 8 Compute Mom of Inertia and Areas and Draw Section Copy Top Properties to Bottom The strong H pile elastic plastic section shape with specified moment capacity allows the user to analyze an H pile defined only by its structural dimensions and specified moment capacity The cross sectional area and moment of inertia can be computed by pressing the button above or the user may enter values from a design handbook for area and moment of inertia of the cross section This shape models a pile with nonlinear bending properties The user should check the compact section requirements for the H pile when computing the specified moment capacity to determine if the flanges can buckle at stresses lower than the yield stress of steel Add Section Insert Section Delete Section camel ok Figure 5 2 Dimensions and Properties Entered for Example 1 The user should understand how the values entered for Dimensions and Properties can be manipulated to enter the desired data to LPile LPile is programmed to compute values of cross sectional area and moment of inertia from the input dimension values when the user presses the button to Compute Moment of Inertia and Areas and Draw Section In the case of H piles often the computed areas of area and moment of inertia differ from the standard values published for desi
11. Verification of the P 6 effect 5 1 Example 1 Steel Pile in Sloping Ground The general description and geometrical configuration of Example is shown in 5 1 The pile is a standard structural steel shape HP14x89 two layers of soil are present and the ground surface is sloping downward with respect to the lateral loading In an actual design the data shown in this example problem might be for a particular trial run That is the selection of the particular section for the pile and its length might change in the course of the computations Furthermore the soil profile has been idealized and in an actual case there would almost certainly be a need for consideration of the variation of the soil properties with depth and across the site The axial service load on the pile axis is 88 8 KN 20 kips If the load factor global factor of safety is taken as 2 5 the axial load P to be used in the computations is 222 kN 50 kips As it will be seen the bending moment capacity is affected only slightly by the presence of the axial load The sketch of the pile in Figure 5 1 shows that its top is fixed against rotation Thus it is assumed that the top of the steel section projects a sufficient distance into the reinforced concrete base of the retaining wall so that no rotation of the top of the pile will occur This assumption is not strictly true but research is yet to be done to yield expressions for the rotation of an embedded steel member i
12. eccceessceencecesneeceeneeceeneeceeeeeceeeeeceteeecseeeees 70 4 5 9 Mobilized Pile EI versus Depth wags caduiets centoaslen iced aden cueteoaa demons ngciasel eee tene 70 4 5 10 Load versus Top Deflection s scsecssscscisvesesintsouskerssesvactaatvacdiesdeaesanvasdanetedandd svneeneanedsans 71 4 5 11 Load versus Max Moment icf cesscssckged gous date cognteysauc ansevseadey dees teseacavaded aed neayandebine oes gen 71 4 5 12 Top Deflection versus Pile Length sssssessseseessesseessessseresetssseesseesseesseesseeessseesseese 71 4 5 13 Moment versus CUI VAGUE Coa 5 cons ctvanssncidcenadasaveeshandudetiedaemsaasevoacads iorgeuydaeecoameeaiies 71 AD 1A TET ACT SUS Moment sineeran a weed a E E a R 71 4 5 15 Interaction Diagram sessseeeseseesseesseessersseesseersseesstessetssersseeesseeessresseesseesseeesseeesseest 71 4 5 16 All K s versus Deflection and Rotation cccecccesseeeeeceeeeeeseecaeceeeeeeeeeaeeenaeenteeeaes 71 4 5 17 All K s versus Shear and Moment s sssssessessessessseeseseesseeseesresseeseeseesseeseeseesseessesese 72 4 5 18 Individual K s versus Force and Moment ssssseessesesseeseesessseeseeseesseesseserssressesse 12 4 5 19 Individual K s versus Pile head Deflection and Rotation eccceeseeesseeeteeeteeeees 72 4 5 20 Pushover Shear Force versus Top Deflection eecceesceceeseceseeeceeeeeceeneeceteeeseneeeees 13 4 5 21 Pushover Moment versus Top Deflection 0 0 0 ceeecceesceceenc
13. An optional summary table of pile head deflection versus pile length 10 An optional summary table of foundation stiffness matrix components A 2 2 6 Run Analysis and View Report Buttons The Run Analysis Button shown in Figure 2 10 analyzes the current input data and the View Report button displays the current output report Analyses can be performed successfully only after all data has been entered and saved If the data has not been saved LPile will prompt the user to save the file If the data file has been named the existing data set will automatically be re saved to disk prior to running an analysis 15 Chapter 2 Installation and Getting Started gt Run View Analysis Report Figure 2 10 Run Analysis and View Report Buttons 2 2 7 Graphics Pull down Menu Please refer Chapter 4 of this manual for a detailed discussion of the Graphics menu 2 2 8 Graphics Buttons The group of buttons shown in Figure 2 11 provides access to the graphs generated by LPile The enabling of buttons depends on the options selected and the output generated in the analysis ee ey 0 M v e a A Mi 1 rests leu 7 Pa ET E es Cy 12 od E Figure 2 11 Graphics Buttons 2 2 9 Tools Pull down Menu This pull down menu provides a simple calculator to the user 2 2 10 Window Pull down Menu The Cascade command on the Windows pull down menu organizes all open windows so that they are all visible 2 2 11 H
14. Ibs top e The P moment due to the eccentricity of the axial load Mp is equal to the relative displacement of the pile head to the ground line displacement multiplied by the axial thrust force Mp P p You 100 000 Ibs 1 0 in 0 14478516 in 85 521 484 in Ibs The total moment at the ground line due to the shear force and eccentric axial load is M oa My M gt 2 743 484 134 in lbs The computed moment by LPile at the ground line is 2 743 484 100 in lbs The error in the computed moment is 0 034 in Ibs This is an error of 1 24x10 percent 130 Chapter 5 Example Problems This page was deliberately left blank 131 Chapter 6 Validation 6 1 Introduction Two approaches are used to validate the computations of the computer program Firstly case studies are shown that give the comparison of maximum bending moments from experiment and from computation Secondly suggestions are made for checking the output to ensure that the equations of mechanics are satisfied 6 2 Case Studies The engineering literature contains a number of papers that present the results of load tests of piles under lateral load however in only a small number of these paper present values of bending moment measured by instrumentation along the length of the pile The case studies presented herein are concerned with these latter cases because the failure of a pile is frequently due to the development of a plastic hinge A
15. Strand family type enter 1 for Grade 250 Lo lax strands 2 for Grade 270 Lo lax strands 3 for Grade 300 strands 4 for Grade 145 smooth bars 5 for Grade 160 smooth bars 6 for deformed bars 3 2 Manually arranged strand property Stand size index number 3 3 Manually arranged strand property Number of strands 3 4 Manually arranged strand property Prestressing force lbs or KN 3 5 Manually arranged strand property Fraction of prestress loss decimal Repeat Lines 3 6 1 through 3 6 4 for all strands 3 6 1 Individual strand property Strand identification number 3 6 2 Individual strand property Strand size index 3 6 3 Individual strand property Strand X coordinate 3 6 4 Individual strand property Strand Y coordinate 7 5 SOIL LAYERS Command Table 7 21 Soil Layers Soil Layer Properties Lines 1 Number of soil Layers Minimum 1 maximum 40 Repeat following lines for each soil layer 155 Chapter 7 Line by Line Guide for Input Soil Layer Properties Lines 2 1 Soil type index Enter 1 soft clay follow by lines 3 1 2 stiff clay with free water follow by lines 3 2 3 stiff clay without free water follow by lines 3 3 4 stiff clay without free with k follow by lines 3 4 5 Reese sand follow by lines 3 5 6 API sand follow by lines 3 6 7 Liquefied sand follow by lines 3 7 8 Reese weak ro
16. Use External Viewing Program _ C Windows notepad exe Browse Figure 5 53 Program and Setting Dialog Showing Check for Generation of p y Curves anne EEE ET ayer 1 Depth 0 00 to 5 00 ft Sand Reese o maim Ra Ta Da a Da Di i a i i a i i a a a a a a a a a T mmm NLayer 2 Depth 5 00 to 10 00 ft Stiff Clay without Free Water ANAA Layer 3 Depth 10 00 to 15 00 ft Soft Clay ia N murs Depth 15 00 to 20 00 ft we conta T Free Water NS NG Bd ad od Bd EEA AA EE EA OE Ed EE CE EME E EA E E A TA TA Dox Don Do Ton Do TA TA TA TA TA TA TA Dnt Dd Dx TATA TA TATATA AAAA Dox Do Do Dx Don Do Do Dx Dn Don Do Dx DB Do Dx Dnt Doe Do Dx Dx Layer 6 Depth 25 00 to 30 00 ft Weak Rock Layer 7 Depth 30 00 to 35 00 ft Piedmont Residual Figure 5 54 Pile and Soil Profile for Example 23 124 Chapter 5 Example Problems Load Intensity p Ib in 0 0 0 0 5 1 0 1 5 2 0 2 5 3 0 3 5 4 0 4 5 5 0 Lateral Deflection y in Figure 5 55 Standard Output of 17 point p y Curves for Example 23 Figure 5 56 is the same as Figure 5 55 except that the display of the curves for the upper depths is turned off The user input curves are defined using only five points not 17 and the curves are defined at the top and bottom of the layer at 35 and 75 feet below the pile head The curves displayed in Figure 5 56 are composed of 17 points and the curves are interpolated with depth at 40 and
17. will be based on the requirements of pile driving analysis and axial pile capacity rather than lateral loading Additionally it is evident that the maximum bending moment could be reduced significantly if the designer has some control over the value of the rotational restraint at the mudline Thus the opportunity exists for minimizing the cost of the foundation by a judicious selection of the manner in which the piles are connected to the superstructure For example a less expensive solution could have been achieved if shims had been used at the bottom of jacket leg extension and at the joints with the result that no grouting would have been needed Finally the thick walled section of the pile whatever the final design will be needed in the upper 21 m therefore the methods of installation must be such that the pile can be installed to the required penetration into the soil profile 1 500 I I 1 250 I I Z 1 000 i E i ro I 750 T i 2 500 l Section 1 e Q Section 2 250 Sect 1 Mnom Sect 2 Mnom 0 O 1 000 2 000 3 000 4 000 5 000 6 000 7 000 8 000 Maximum Moment kN m Figure 5 18 Results of Initial Computation with p y Curves Example 3 94 Chapter 5 Example Problems Deflection m Bending Moment kN m go 0 0 01 0 02 0 03 0 04 0 05 0 06 0 07 3500 2 000 1 500 1 000 500 0 500 1 000 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 eu eu g 12 g 12 B13 O43 O 14 Q 14
18. 000 mr Shear Force lbs Shear Force lbs ay Momers a sneer K32 My vs Pile head Moment K33 M rotation vs Pile head Moment M and vs Rotation y 0 10 000 000 aS 2 650 000 000 000 000 9 000 000 4 600 000 000 8 000 000 550 000 000 2 800 000 500 000 000 E 2 7 000 000 4 ssopo0000 4 2 000 000 2 6 000 000 400 000 000 g 8 a a 5 1 500 000 2 5 000 000 350 000 000 E 300 000 000 g F Ea aua g 250 000 000 ai amp 3 000 000 200 000 000 500 000 tt eee cane DES 150 000 000 100 000 000 i o 1 000 000 50000000 E EEEE EE EE a 0 002 0 004 Pile head Rotation radians o T 0 0 4 000 000 2 000 000 3 000 0 o 1 000 000 2 000 000 3 000 0 Pile head Moment in lbs Pile head Moment in lbs lt Moment 4 Shear Figure 5 26 Stiffness Matrix Components versus Force and Moment Example 6 5 7 Example 7 Pile with User Input p y Curves and Distributed Load This example is included to illustrate a common case in which a 16 in 406 mm diameter pipe pile is subjected to both concentrated loads at the pile head and distributed loads along the pile The head of the pile will be assumed unrestrained against rotations free head case with no applied moment A lateral load of 5 kips 22 kN will be applied at the pile head The non uniform di
19. 08 0 1 0 12 O14 0 16 0 18 0 2 0 22 0 24 0 26 0 28 0 3 0 0 0 5 1 0 1 5 2 0 Depth m 3 0 3 5 4 0 4 5 5 0 Figure 5 40 Lateral Spread Profile versus Depth for Example 12 Deflection m Bending Moment kN m Shear Force kN 0 0 01 0 02 0 03 0 04 O0 0 150 100 50 0 50 100 150 80 60 40 20 O 20 40 60 80 100 OnN On bk ON AO Depth m Depth m wo Soil Movement and Pile Deflection m 320 o 005 0 1 0 15 0 2 0 25 300 280 260 240 220 200 180 160 140 120 100 80 40 20 4 Soil Movement o Depth Loading Case 1 0 01 0 02 0 03 Depth Curvature radians meter Figure 5 41 Summary Graphs for Example 12 16 Load Intensity p kN m Depth m Moment kN m 00 0 05 01 Lateral Deflection y m 00 m 00 m 112 Chapter 5 Example Problems 5 13 Example 13 Square Elastic Pile with Top Deflection versus Length This example is to demonstrate the feature to compute pile top deflection versus pile length and the use of the modified stiff clay without water p y curve The pile is modeled as a 25 foot long 14 inch square elastic pile with a Young s modulus of 3 500 000 psi The pile head loads are shear force of 5 000 10 000 20 000 30 000 and 40 000 Ibs zero moment and an axial thrust load of 150 000 Ibs The option to compute pile top deflection versus pile length is turned on in the Pile head Loadings and Options dialog The properties of the modified
20. 1 Number of axial thrusts Minimum 1 maximum 100 Repeat Lines 3 13 3 1 1 through 3 13 3 1 2 2 for every axial thrust value 3 13 3 1 1 Axial thrust force Axial thrust force in lbs or kN 3 13 3 1 2 Number of input M EI values for Section or Number of input moment and curvature values for Section Minimum 2 maximum 150 Repeat the following two lines for each input point 3 13 3 1 2 1 Moment Bending moment in in lbs or KN m 3 13 3 1 2 2 Bending Stiffness EI or Bending Curvature Bending stiffness in lb in or kN m or bending curvature in rad in or rad m Table 7 18 Concrete Properties Concrete Properties Lines 1 Compressive strength of concrete psi or kPa 2 Maximum coarse aggregate size in or mm 3 Concrete tensile strength option Use default concrete tensile strength provided for future program option to utilize non default value 4 Concrete stress strain curve option Use internal stress strain curve for concrete provided for future program option to utilize user defined stress strain curve for concrete Table 7 19 Reinforcing Steel Properties Reinforcing Steel Properties Lines 1 Rebar option Rebar number options For no rebar enter No rebar If not Section 1 and rebar data same as above section enter Rebar Arrangement Same As 153 Chapter 7 Line by Line Guide for Input Reinf
21. 100 000 000 1 000 000 trap ee ne 50 000 000 0 0 0 01 0 2 0 0 001 0 002 0 003 0 004 Moment Sh Pile head Deflection inches Pile head Rotation radians 3 000 000 40 000 35 000 30 000 8 000 000 2 500 000 7 000 000 6 000 000 5 000 000 4 000 000 3 000 000 2 000 000 2 000 000 nt in lbs 25 000 20 000 15 000 10 000 5 000 1 500 000 Shear Force Ibs 4 000 000 K32 inch Ibjinch Bending Momer 500 000 0 0 0 002 0 004 Pile head Rotation radians Figure 5 25 Stiffness Matrix Components versus Displacement and Rotation Example 6 100 Chapter 5 Example Problems K22 V y vs Shear Force K23 V rotation vs Shear Force M and V vs Def zero rotation 240 000 Sa HERSE Lenses 10 000 000 2 200 000 E 220 000 9 000 000 ana 200 000 1 M a oa coo g 1900 00 ne 1 600 000 180 000 4 MB E ee 8 000 000 4 400 000 160 000 i y E 1400 g 2 140000 4 1 4 HERP ariaa ENE BAR Henryl 5 6 000 000 5 1 200 000 5 f i E 1 120 000 5 000 000 A 000 000 z Sai E eeer A SE L g a 800 000 a f i l S 4 000 000 5 600 000 4 80 000 3 000 000 400 000 60 000 f r 200 000 40 000 4 4 t 2 000 000 o o 20 000 1 000 000 0 01 02 0 0 n Pile head Deflection inches o 10 000 20000 30 000 40 000 o 10 000 20 000 30 000 40
22. 20 40 6 80 Depth m Figure 5 6 Bending Moment versus Depth for Example 1 Second Analysis File Type Filename Extension Input Data lp7d Output Report lp7o Plot Output Data lp7p Runtime Message File lp7r Plot Title File lp7t The filename for the second run is named LPile 7 Example 1 Second Run lp7d The input and output files are not shown here due to their length 5 2 Examples 2 Drilled Shaft in Sloping Ground This example is similar to Example 1 but in this case the pile is replaced by a drilled shaft bored pile The soil properties and ground slope angle are the same as those used in Example 1 The design issue with a reinforced concrete pile is to find the nominal bending moment capacity and an appropriate value of flexural stiffness ED to use in the computations As with the steel pile in Example 1 an axial load of 88 8 KN 20 kips is assumed The pile head is assumed fixed against rotation in the first loading case and free to rotate in the second loading case The problem is to find the lateral load for each case that will cause the shaft to fail Both of these loading cases might be used in a practical problem to bound the solution if the rotational restraint caused by embedment of the top of the pile causes the pile head to be between fixed and free A drilled shaft with an outside diameter of 760 mm 30 in and a length of 15 2 m 50 ft is used in this example The reinforcing steel
23. 280 260 240 220 200 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440 Top Shear kN LPile 2013 7 01 2013 by Ensoft Inc Figure 5 3 Generated Curve of Lateral Load versus Maximum Moment for Example 1 440 420 400 380 Shear Force kN 240 220 200 0 005 0 01 0 015 0 02 0 025 0 03 0 035 0 04 Top Deflection m Figure 5 4 Generated Curve of Lateral Load versus Top Deflection for Example 1 The safe loading level is found by dividing the loading at failure by 2 5 the global factor of safety or V 164 KN 37 kips and P 88 8 kN 20 kips The output report contains a summary of the input data along with the values of four computed p y curves that the user specified for output The bottom section of the output report contains a table of pile response with the principal information needed by the engineer where 83 Chapter 5 Example Problems computed values are given as a function of depth The table indicates that the length of the pile may be decreased to 10 m 33 ft and that there will be three points of zero deflection a sufficient number to ensure that the pile behaves as a long pile By reducing the length of the pile some unneeded output can be eliminated and further the amount of internal computations performed by the computer is reduced Plots of lateral deflection and bending moment as a function of depth are shown in Figure 5 5 and Figure 5 6 Th
24. 3 5 6 Section dimension H section area sq inches or sq mm 3 11 3 5 7 Section property H section moment of inertia in or mm Properties of elastic embedded pole Lines 3 11 3 6 3 11 3 6 1 Section property Young s modulus psi or kPa 3 11 3 6 2 Section dimension Pole width at top inches or mm 3 11 3 6 3 Section dimension Pole width at bottom inches or mm 3 11 3 6 4 Section dimension Pole area at top sq inches or sq mm 3 11 3 6 5 Section dimension Pole area at bottom sq inches or sq mm 3 11 3 6 6 Section property Pole moment of inertia at top in or mm 3 11 3 6 7 Section property Pole moment of inertia at bottom in or mm 3 11 3 6 8 Section dimension Drilled hole diameter inches or mm Table 7 16 Properties for Elastic Piles with Specified Moment Capacity Properties for Elastic Piles with Specified Moment Capacity Lines 3 11 3 11 1 Section dimension Length of section ft or m 3 11 2 Geometric shape code Enter 1 rectangular follow by Lines 3 11 3 1 2 circular solid follow by Lines 3 11 3 2 3 pipe follow by Lines 3 11 3 3 4 strong H pile follow by Lines 3 11 3 4 5 weak H pile follow by Lines 3 11 3 5 6 embedded pole follow by Lines 3 11 3 6 Properties of elastic rectangular sections with specified moment capacity Lines 3 11 3 1 3 11 3 1 1 Section proper
25. 3 Non circular pattern bar data Bar diameter inches or mm 4 4 4 Non circular pattern bar data Bar area sq in or sq mm 4 4 5 Non circular pattern bar data Bar X coordinate 4 4 6 Non circular pattern bar data Bar Y coordinate Table 7 20 Prestressing Strand Properties Prestressing Strand Properties Lines 1 Strand arrangement option If strands in arranged pattern enter Autoposition strands and follow by Lines 2 1 through 2 7 If strands in non arranged pattern enter Manually positioned strands and follow by Lines 3 1 through 3 6 4 2 1 Auto arranged strand property Strand family type enter 1 for Grade 250 Lo 154 Chapter 7 Line by Line Guide for Input Prestressing Strand Properties Lines lax strands 2 for Grade 270 Lo lax strands 3 for Grade 300 strands 4 for Grade 145 smooth bars 5 for Grade 160 smooth bars 6 for deformed bars 2 2 Auto arranged strand property Stand size index number 2 3 Auto arranged strand property Number of strands 2 4 Auto arranged strand property Prestressing force lbs or KN 2 5 Auto arranged strand property Fraction of prestress loss decimal 2 6 Auto arranged strand property Strand clear cover inches or mm 2 7 Auto arranged strand property Strand pattern type enter 0 for circle 1 for square 2 for weak square 3 1 Manually arranged strand property
26. 300 400 500 Number of Increments Figure 6 3 Influence of Increment Length on Computed Values of Pile head Deflection and Maximum Bending Moment Errors would have been introduced if solutions had been made for large numbers of increments at some point beyond 500 The computed deflections at successive increments would have been so close to each other that differences would have disappeared and round off errors would have been introduced The number of increments at which such errors are introduced will depend of course on the number of significant figures employed in the computations of the particular computer being used The computer used for the examples presented herein with the computer program using double precision arithmetic employs 8 bytes of storage for a number which translates into a word length of approximately 16 decimal digits For the particular problem that was solved the pile length was 12 7 m 42 ft and the diameter was 0 914 meters 36 inches The increment length at which good results apparently were obtained was 0 25 m 10 in equal to 50 increments which is about one third or one fourth of the pile diameter However it 136 Chapter 6 Validation is not only the pile diameter but also the relative stiffness of the pile compared to the stiffness of the soil that controls the results 6 3 4 Check of Soil Resistance A drilled shaft with a length of 12 7 m and a diameter of 0 9144 m was assumed to be
27. 32 In this example the pile head is initially positioned at the ground surface so the depth of the top of layer 1 is zero remember that the position of the pile head is the origin of the vertical coordinate system used in LPile Shift Pile or Soil Elevations neon Action Shift Pile Up or Down by m 0 Shift Pile Elevation Elevation of Ground Surface m 0 View Elevations Report Elevation Coordinate Type LPile Depth Coordinates C Elevations Relative to Datum Summary of LPile Depths 10 000 meters 0 000 meters Total Pile Length Depth of Pile Head Depth of Pile Tip 10 000 meters Soil Top Depth Bottom Depth Thickness Layer of Layer of Layer of Layer Number meters meters meters 1 0 000 0 000 0 000 Cancel Figure 3 32 Dialog for Shifting of Pile Elevation Relative to Input Soil Profile Showing a Pile Head at the Top of the Soil Profile If the user wishes to move the pile vertically within an entered soil profile the user enters the elevation shift in the upper data edit box and presses the Shift Pile Elevation button To move the pile downwards the user enters a positive number and to move the pile upwards the user enters a negative number The Shift Pile Elevation dialog shown below shows the results for a case in which the pile was moved down by 2 meters The summary report shown in Figure 3 33 shows that the top of the first layer has been moved to 2 meters but that the thicknesses of the laye
28. 4 3 Example of Summary Graphs of Soil Properties Deflection m Bending Moment kN m Shear Force kN o 0 01 0 02 0 03 0 04 0 0 150 100 50 0 50 100 150 80 60 40 20 O 20 40 60 80 100 OnoanhWNnaAod Depth m Depth m Depth m Soil Movement and Pile Deflection m o 0 05 01 015 02 0 25 Load Intensity p kN m Depth m Moment kN m 0 0 0 05 0 1 s m Lateral Deflection y m Soil Movement Depth 2 00 m Loading Case 1 0 01 0 02 0 03 Depth 4 00 m Curvature radians meter Figure 4 4 Example of View Results Window 69 Chapter 4 Graphics and Charts 4 5 3 p y Curves LPile is capable of generating graphs of internally generated p y curves at user specified depths located between the lower of the ground surface or top of pile and the pile tip This graphics command is enabled if the user asked the program to print p y curves for verification purposes by checking in the Program Options and Settings dialog see Section 3 3 4 for further information When specified the graphics dialog will show the p y curves for all specified depths If no p y curves were output this Graphics command will be unenabled grayed out 4 5 4 User Input p y Curves This Graphics menu command displays charts of any user input p y curves entered as data If no curves are input this Graphics command will be unenabled The user input p y curves displayed using this graphics command are plotted using the input data for the curves a
29. 49 feet below the pile head 4 000 3 800 3 600 3 400 3 200 3 000 0 0 0 2 0 4 0 6 0 8 1 0 1 2 1 4 1 6 1 8 2 0 2 2 2 4 Lateral Deflection y in Figure 5 56 User input p y Curves Interpolated with Depth Using 17 Points for Example 23 125 Chapter 5 Example Problems LPile can also output the user input p y curves using the defined points at the top and bottom of the layer defined as a user input p y curve An example of the user input p y curve is shown as Figure 5 57 4 000 3 800 3 600 3 400 3 200 3 000 2 800 S 3 2 600 2 400 Qa gt 2 200 Oo 2 2 000 2 1 800 1 600 T 1 400 1 200 1 000 800 600 400 200 0 0 0 0 2 0 4 0 6 0 8 1 0 1 2 1 4 1 6 1 8 2 0 2 2 2 4 Lateral Deflection y in Figure 5 57 Output of User input p y Curves with Five Points for Example 23 A common feature of all output p y curves is a truncation of the curve once it becomes horizontal This is done to avoid hiding the shorter curves The user should be aware how LPile uses p y curves in computations LPile generates the p values from the p y curve formulation at every y value at every node on the pile for every iterative solution of pile response In other words no interpolation along or in between curves is performed except in the layer defined as user input p y curves Thus the p values used by the program are the most accurate values possible
30. 5 24 Example 24 Analysis with Lateral Soil Movements This example is provided as a demonstration of how to model a pile foundation subjected to lateral spreading The pile and soil profile for this problem is shown in Figure 5 58 The soil profile is composed of a stiff clay crust overlying a layer of liquefied sand overlying a deep layer of stiff clay with free water This soil profile was used because it represents the type of soil profile for which lateral spread problems are most severe The pile is a 48 inch drilled shaft with 18 No 9 reinforcing bars This reinforcement provides 0 99 percent steel The nominal moment capacity of the shaft was computed to be 21 360 000 in lbs and the factored moment capacities ranged from 13 880 000 in lbs to 16 020 000 in Ibs for resistance factors of 0 65 to 0 75 126 Chapter 5 Example Problems Layer 1 Depth 0 00 to 4 00 ft Stiff Clay without Free Water SOS RX a LL ki EEEE E fll fli flog fli flloflflflfli fifo floflflflflgeok LL LLL LL kilihill Sr ret att ant gta ant Epa ata antipasti LLL LLL LLL EREEREER d dd ddededdididdddedededededediflfloflolofloflofl do lglg gold LLELLE Layer 2 Depth 4 00 to 14 00 ft Liquefied Sand74 44444A EAA ZIZZII DIIIIIIZIIIZI IZIIIID LL LA G CLL A TILLLLLLLLL LLLLL LLL LLL LLL LL LLL LLL LLL LLL Le V LLL LLL LLL LL 5 58 Pile and Soil Profile for Example 24 The option for loading by soil movements is enabled by checking the box for
31. 500 0 0 0 0 0025 0 005 0 0075 0 01 0 0125 0 015 0 0175 0 02 0 0225 0 025 Curvature radians meter Section 1 Thrust 1250 00 kN v Section 2 Thrust 1250 00 kN Figure 5 17 Moment versus Curvature Example 3 The soil conditions at the site are in the range of soft clay below the water and the recommendations for that soil are employed in the computations Cyclic loading is employed because the design is to reflect the response of the structure to a storm Some comment is needed about the number of cycles of loading If the documentation is reviewed for the experiments that resulted in the development of the recommendations it will be noticed that the cycles of loading were continued until an apparent equilibrium was reached thus the criteria reflect the limiting condition or worst condition However during a particular storm there may be only a small number of loads of the largest magnitude during the peak of the storm Therefore the recommendations may be somewhat more conservative than necessary but at the present recommendations are unavailable to allow the introduction of the number of cycles into the procedure In reference to the previously shown Figure 5 16 initial computations were necessary to learn if the lateral loading on the selected pile would cause a critical moment in the upper or lower section A series of computer runs and plots were made of the maximum moment as a function of Vio for both the upper
32. 600 000 f f 500 000 1 2 3 4 z Top Deflection inches V E Fixed head Response V Free head Response Figure 3 44 Maximum Moment in Pile versus Displacement from Pushover Analysis 58 Chapter 3 Input of Data In general it is not possible to develop more than one plastic hinge in a pile if the pile head condition is pinned It is sometimes possible to develop two plastic hinges in the pile if the pile head condition is fixed head 3 8 3 Pile Buckling Analysis The feature for performing pile buckling analyses has options for the pile head fixity condition pile head loadings maximum compression loading and number of loading steps The pile buckling analysis is performed by applying the pile head loading conditions then increasing the axial thrust loading from zero to the maximum compression load in the number of loading steps specified The dialog for the Controls for Pile Buckling Analysis is shown in Figure 3 45 i Controls for Pile Buckling Analysis x a Pile head Condition Type Shear and Moment Shear and Rotational Stiffness D Shear and Slope Number of Loading Steps 50 lt Maximum Compression Load kN 16000 Shear Force kN 1 Bending Moment kN m 0 Se Cancel Figure 3 45 Dialog for Controls for Pile Buckling Analysis The results of the pile buckling analysis are presented in a graph along with an estimate of the axial buckling capacity for the pile head loading condition T
33. 80 and is 0 0343 m The value of p is computed by multiplying 217 2 by the value of A equal to 1 67 found from Figure 3 25 of the Technical Manual and becomes 362 kN m 2 069 Ibs in These values confirm the last four values in the output for p shown in the computer listing The value of ym is b 60 and is 0 0152 meter The value of pm is found from B ps and is found to be 260 kN m reading a value of B 1 20 from Figure 3 26 of the Technical Manual This value confirms another point on the computer output By referring to the curves giving the characteristic shape of the p y curves for sand it can be seen that two significant points on the p y curve have been confirmed Other points can be checked but it will be assumed here that those points are also correct 6 3 5 Check of Equilibrium The values of soil resistance that are listed in the computer output were plotted as a function of depth along the pile and the plot is shown in Figure 6 4 The squares were counted and the forces that were computed from the area under the curve are shown in the figure The following check was made of the summation of the forces in the horizontal direction DF 445 657 227 15 0 137 Chapter 6 Validation The forces are in equilibrium which is quite fortuitous in view of the lack of precision in the procedure for numerical integration The next step is to make a check of the position of the point of the maximum moment As shown in
34. Command Table 7 26 LRFD Load Factors and Loading Case Properties Concrete Properties Lines 1 Number of load combinations Minimum 1 maximum 100 Repeat line 2 for every load combination 2 1 dead load factor Dimensionless 2 2 live load factor Dimensionless 2 3 earthquake load factor Dimensionless 2 4 impact load factor Dimensionless 2 5 wind load factor Dimensionless 2 6 water load factor Dimensionless 2 7 ice load factor Dimensionless 2 8 horizontal soil pressure load factor Dimensionless 2 9 live roof load factor Dimensionless 2 10 rain load factor Dimensionless 2 11 snow load factor Dimensionless 2 12 temperature load factor Dimensionless 162 Chapter 7 Line by Line Guide for Input Concrete Properties Lines 2 13 special load factor Dimensionless 2 14 resistance factor for moment Dimensionless 2 15 resistance factor for shear Dimensionless 2 16 Name of load combination Text 7 11 LOADING Command Table 7 27 Conventional Loading Properties Conventional Loading Properties Lines 1 Number of load cases Integer Repeat Line 2 for all load cases 2 1 Load number Integer Enter 2 2 Pile head condition 1 for shear and moment 2 for shear and slope 3 for shear and rotational stiffness 4 for displacement and moment 5 for displacement and slope 2 3 Pile head condition 1 Enter shea
35. Data remove duplicate entries before performing computations An example of the input dialog for entering axial thrust force values is shown in Figure 3 54 Example 5 discussed in Section 5 5 demonstrates how to compute nonlinear EI only and how to produce both unfactored and factored interaction diagrams Note that factored interaction diagrams can only be produced using the Presentation Graphics utility discussed in Section 4 5 24 I is Axial Thrust Loads con A Add Row Insert Row F The axial thrust loads entered in this table are used to compute the nonlinear moment curvature properties of the pile The same values of axial thrust force are used for all sections of a pile with multiple sections Figure 3 54 Dialog for Axial Thrust Forces for Computation of Interaction Diagram 66 Chapter 4 Graphics and Charts 4 1 Introduction The Graphics menu is used to display graphs of output data after a successful analysis Options for the display of graphs under the Graphics menu are only enabled after a successful analysis has been made Even after performing a successful analysis some graphing options may be disabled since the types of graphical output are controlled by the selected program options 4 2 Types of Graphics Two types of graphics are provided by LPile fast graphics and presentation graphics Fast graphics are graphs that can be displayed either from the Graphics pull down menu or by cli
36. Depth ea a E 4 Load vs Top Deflection A 2 Load vs Maximum Moment 4 Top Deflection vs Pile Length EI vs Moment Moment vs Curvature Interaction Diagram All K s vs Deflection and Rotation All K s vs Shear and Moment K s vs Force and Moment gt K s vs Deflection and Rotation gt E OE Pushover Shear vs Top Deflection FE Pushover Moment vs Top Deflection Buckling Thrust vs Top Deflection Soil Movement and Pile Deflection vs Depth E Presentation Charts Figure 4 2 Pull down Menu for Graphics 4 5 1 View Pile Soil Geometry This Graphics menu command displays a graphical representation of the side view of the modeled pile and soil layers This command becomes active after data of Pile Properties Soil Layers Soil Weight and Soil Strength have been entered under the Data menu or when opening previously executed data files The angles of ground slope and pile batter and the proportions of the pile sections are accurate portrayed in this view 4 5 2 Summary Charts of Soil Properties This Graphics menu command displays summary charts of soil properties The number of charts varies from four to eight charts depending on the soil layer types contained in the soil profile An example of the Summary Charts of Soil Properties is shown in Figure 4 3 View Results The View Results button displays summary charts of the principal results from the last computation The type and number of charts
37. Dx TA Dc Dx TATA TA TATA TA TA TATA TATA TA Da TZA Do Dx Do PZA PZA Do REA PZA PZA PZA Dx Dx RZA PZA PZA PZA TZA RZA Dx PZA PZA Do REA DSA PZA PZA PZA PEA RSA PZA PZA PZA TZA Dx A TZA TZA PZA Do PZA PZA Do TZA PZA PZA PZA PZA TZA RZA PZA PZA PZA TEA DZA RZA PZA PZA PZA REA PA PZA PZA TZA TEA Dx PZA PZA PZA TEA RSA RSA XZA wai hehehe hehehehehe AATA TATATA ATATA TATATATA PA TZA TEA TEA DDD TA Dx bebe bebe bebe TA TA TA TA bebe be bebe bebe bebe bebe belx bebe be bebe bebe bebe bebe TA TA TA TA AAAA AA TATATA ATACATA heb TATATA A TA TA TA bebe bebe TA TA TA TA TS A A TA TA bebe TA TA TA TA TA TA T PA PZA TZA REA PA PZA PZA PZA Dx Doc PZA PZA PZA DEA REA PZA PZA PZA TZA RSA PZA PZA PZA TEA PZA PZA PZA PZA Do Dx DDD A REA be De De De De TEA De TEA TEA TEA TEA TEA TEA TEA TEA Dec TEA TEA TZA TEA TZA De TEA De De Dx Dec DD A TA TEA TEA TEA TEA TEA TEA Do TEA TEA TEA TEA TEA TEA TEA TEA TA TA TEA TEA TZA TEA TEA TEA TEA TEA Do De TA TA TA TSS TATAR ATAZAA ATATA TATA 0 TATATA TAR AUAN bx AN A A TA TA TA TA TA TA TA TA TA De Dec D ts xDe De ATATA ATATA x De De Do TA TA Dx Do De DD TA Dx Dg Dc DD DD De TZA ZA PZA Do PZA PZA PZA RZA PZA PZA PZA TZA Dx Do PZA PZA PZA DD Dx PZA PZA Dx Do Do Do Don DEA Dx Dx Do DD Do Do PZA PZA Do Do Do PZA PZA PZA DD Do PZA DD DS TA TA TA TA Do TZA Do TEA TA TZA TZA TZA TEA TZA TZA Do Do TA TEA TZA Dx TZA Dx TA TEA TZA TZA TZA TZA Dx TZA Dox Dx DD Di Di TZA Dx Dox Dx DD
38. Figure 6 4 the curve of soil resistance was integrated numerically and the position of zero shear force where the area under the soil resistance curve is 445 KN was at approximately 2 8 m from the top of the pile The output in the appendix shows that the depth to zero shear force is between 2 71 m and 2 88 m which confirms the results of the numerical integration To obtain a rough check of the value of the maximum moment the centroid of the area under the curve equal to 445 KN is assumed to be approximately 1 8 m from the top of the pile or 1 0 m from the point of maximum moment thus the following equation can be written Minax 445 2 8 445 1 0 Max 806 kKN m The tabulated value of the maximum moment is 711kN m and the rough check shown above is considered acceptable The next step in verifying the mechanics is to make an approximate solution for the deflection Several assumptions are made as will be seen Figure 6 4 shows that zero deflection occurs at depths of approximately 4 9 m and 10 9 m where the soil resistance is zero so the assumption is made that a zero slope exists in the deflection curve at midway between these two points or at a depth of 7 9 meters The deflection at the top of the pile can be computed by taking moments of the M EI diagram about the top and down to the point of zero slope In order to simplify the computations a further assumption is made that concentrated loads can be used to obtain the
39. Presentation Chart Templates After the left chart has been edited for export a chart template with these chart features may be save for later application for each type of chart The chart template file is saved in the same folder as the other data files for LPile The chart settings saved in the chart template include the axis scaling settings If a chart template contains fixed axis scaling settings the chart may not display the complete range of results after it has been applied Thus it is recommended that the chart axis scaling remain in the automatic mode prior to saving the chart template 4 5 24 2 Exporting Presentation Charts It is possible to export and save the presentation charts in several graphics formats In addition it is possible to copy graphs to the Windows clipboard for pasting into word processing or graphical presentation programs Most users find using the Enhanced Windows Metafile graphics format to be most flexible in use and to result in the smallest word processing file size 4 5 24 3 Creating Graphs for Reports The following procedure has been found to be useful to prepare graphics for reports that are uniform in format l Create an empty table to contain each graph This table should contain one cell for the graph that is formatted with fixed dimensions to be the standard size for the report graph Cell borders and title blocks to contain graph title information and company logos can also be included in the table
40. TIA TIA De De TIA De Dx TA TA TA TA TA T PTT TT Ta P P Tx P E DTD DT TTT ATATATATA TA TEA TEA TEA TEA TEA TEA TEA TEA TEA TEA Dx DT Ti Dx TEA TEA TA TA TA TA TAX De PA TZA TZA TZA TZA TZA TEA TZA TZA TZA TZA TA TZA TEA TZA TZA TEA TEA TA TA TA TA TA TA Layer Se ee reier im TA TZA TZA TZA TZA Do TZA Do TZA TEA Do Do DD DD Do Do Do Do Do Do DD Ds ATATA ATA TATATA TA TA AAT ATAT EATA TATA TZA TZA Do TZA TZA TZA TZA TEA TA TEA TEA TEA TEA TZA TZA TEA TZA TZA TEA TEA TZA Dx TEA TEA TA TEA TEA TA TA TA TA TA TA A TA TA bebe TA bx bebe TA TA bebe 3A ZA TA TZA x bebe be bx bebe be bx be be be bx be be be bx De be be bx be be be bx De be be bx TA bec De TA TA TA TA TA TA TA TA TA Dc Do DoD Do Do Do Do PZA RZA Do Do To Da Do PZA TZA TEA TEA TEA TEA TEA TEA Dn DoD Do Din Do Do TZA PZA PEA TZA TEA TEA TEA TEA TEA TEA TEA TA TA TA TA TA TA debe x bebe be bx De be be Dx De be be TZA Dx ee x Dx ee TEA Dx Dee TZA Dx Dee De Dx De be TEA Dx Dee De Bx Dx ee Bx Dx ee Dx Dx TZA PEA Dx x REA Dx Dx Db De Bx De be TEA Dx De be be be Dx TA TEA E Pr REA e BEA HEA e BoA FA REA BCA Bx a CA ECA BCA Ba De ECA BCA BX Fu BAM CA DCA FAA BAA a ECA BCA BCA Bx a ECA BCA Ba Fx D ECA BCA Bu BAA e a a Baa e A ECA BAA Ba Fa ECA BCA DXA D e ECA BCA FAA DAA D a BAA Ba A ECA BOA BAA Fa Figure 5 62 Pile and Soil Profile for Verification of P Delta Effect The moment at the ground line My from the pile head shear force is M V L 8 859 8755 Ib 300 in 2 657 962 65 in
41. W AUG DN REALS it Ss sags ice ages nce fa a hace oes ved easels ease ss N 10 2 1 4 Installation of Software Updates ceescccesscecssececesececesececssccecsccecsececseeecseeeeeseeeeees 11 222 Get ne SUALLOG rrn na i waded Sontdds ueceah a a E 2s Ue inn atid Dis tial oadah tae geat cr maa ta 11 2 2 1 File P ll down M nu isis sat batiiag danchaas E cmaet hig aime ane Moa pees 12 2252 File BUMODS fi a eh n I a A BGs ae A a ahd ie EI E Eai 12 2 2 3 Data P ll down Men s iiss i i sis atoa 13 2 2 4 Input Data Review Buttons seseseseesseseeesesesesressesersseesseseresresseserssresseserestessesseesreeseeee 13 2 2 5 Computation Pull down Menu seseesseseeeseeesesressrserssresseseresresstserestesseserestessessresreeseese 13 2 2 6 Run Analysis and View Report Buttons sseeseesssessesesseesresressessrssresseesresresserseesreeseese 15 2 2 7 Graphics Pull down Menui ics islet eis edie ees ede 16 242 8 Graphics BUttONS espions e eee EE a ES E S E niso s SEA 16 2 2 9 Tools Pull down Menu ccccceeecccccccccccssssscecccccccesssssccsceccessssuensssseescesssseunenseecesseeeea 16 2 2 10 Window Pull down MGM iasecasucceuies es scaddussindgaseice aaaenedadea guid eaetanledadesduisn chase Omnace aetoden 16 2 2 11 Help Pulldown Menu yiiciscisdecacsieycesieilessnc case ckevasdeeadedsyedaaes ig aiie o cea saeeave eis 16 Chapter 3 Inp tof Ata ss cts Siia httle eee t ie a ai E 19 5 1 Data Pulldown MENU ecne a a a aaa E a EST 20 3 2 Projec
42. a layer defined using the stiff clay with free water criteria The input value is greater than 383 04 kPa See the output report file for more details Warning Message No 306 Negative values of bending moment were computed in nonlinear EI computations This may indicate that the pile is too weak or is under reinforced and that all reinforcing steel has yielded Note the warning message number is not displayed by LPile 174 Appendix 3 Warning Messages Warning Message No 3061 An unreasonable input value for shear strength has been specified for a layer defined using the stiff clay without free water criteria The input value is less than 500 psf 3 47 psi Warning Message No 3062 An unreasonable input value for shear strength has been specified for a layer defined using the stiff clay without free water criteria The input value is greater than 8 000 psf 55 55 psi Warning Message No 3063 An unreasonable input value for shear strength has been specified for a layer defined using the stiff clay without free water criteria The input value is less than 23 94 kPa Warning Message No 3064 An unreasonable input value for shear strength has been specified for a layer defined using the stiff clay without free water criteria The input value is greater than 383 04 kPa Warning Message No 307 The input data for nonlinear bending appears to be have been input incorrectly Negative values of bending moment should not be input
43. account for group effect of closely spaced piles or drilled shafts A large reduction in p values and or increase of y values may also be used to represent liquefiable layers of sand 46 Chapter 3 Input of Data y Multiplier The y multiplier values may be larger or smaller than one However in most cases these values are larger than one to account for group effect of closely spaced piles A large increase in y values and or reduction of p values may also be used to represent liquefiable layers of sand 3 5 4 Tip Shear Resistance This input dialog allows the user to enter a shear resistance curve at the bottom of the pile This input dialog is inactive under default conditions A maximum of 50 points may be defined in the shear resistance curve at the pile tip A minimum of two points are required to form a curve An example of this input dialog is shown in Figure 3 31 ts Tip Shear Resistance Tip Shear Resistance Ibs Tip Displacement in im 2 0 2 102600 a 0 5 102600 Insert Row Delete Row File Name Browse Paste values from Clipboard text Values of tip shear capacity versus lateral movement of the pile tip are input in this table Enter values starting from zero shear at zero movement Values should be stiffness softening to avoid execution errors To read a file of tip shear force vs displacement first specify the filename by using the Browse button then press the Read Valu
44. analysis 108 Chapter 5 Example Problems Deflection inches Bending Moment in kips Shear Force kips 0 0 2 0 4 0 6 0 8 1 1 2 0 200 400 600 800 1 000 1 200 1 400 15 10 5 0 5 10 15 20 25 30 35 0 Mobilized El kip in 20 000 000 40 000 000 60 000 000 0 t 00 05 10 15 20 25 30 35 40 45 50 0 0 0 0002 0 0004 0 0006 0 0008 Curvature radiansfinch 2 A Lateral Deflection y inches Figure 5 36 Summary Plots of Results for Example 10 The user switches to LRFD mode by check the box to Use Load and Resistance Factor in the Program Options and Settings dialog The user should be aware that it is possible to store the load and resistance factor combinations in a separate data file that can be re used in subsequent analyses The reading of the load and resistance factor combinations is activated through the Program Options and Settings dialog The saving of the load and resistance factor combinations is activated by the command on the File drop down menu Please note that the File drop down menu command to save the load and resistance factor combinations is visible only when LPile is operating in LRFD analysis mode All load conditions must be horizontal shear vertical load and moment in the LRFD mode These loads will be converted to their axial and transverse components for battered piles One of the features of LPile is the ability to compute the factored load combinations Once all unfactored loads
45. and be formatted to the desired dimensions and styles 2 Save the empty table as a separate file for re use later 3 Copy the empty table for each required graph 4 Fill in the cells with the necessary title blocks and company logos 74 Oo oN eS Chapter 4 Graphics and Charts Create the graphs using the Presentation Graphics utility in LPile Click the button to Edit or Print Chart Modify the graph as desired Click the Export tab on the top tab row Select as Metafile and check the box for Enhanced Click the Copy button to copy the graph to the Windows Clipboard Switch back to the word processing program and position the cursor in the cell for the graph Paste the graph into the cell The size of the graph may need to be resized to fit the table cell An example of a report graph prepared using the steps above is shown in Figure 4 7 Lateral Deflection vs Depth Deflection in 0 1 0 2 0 3 0 4 V Loading Case 1 V Loading Case 2 Insert Title for Figure Here Insert Project Title Insert Figure Block Here Numbering Here ENSOFT INC Insert Company Logo Figure 4 7 Example of Table for a Report Graph 75 Chapter 4 Graphics and Charts 4 6 Plot Menu The Plot drop down menu is visible only when a fast graph is being displayed The Plot drop down menu is shown in Figure 4 8 Show Legend turns the display of the graph s legend on or off Show Marker
46. and its factored moment capacity at a shear load of 352 kN at a deflection of 0 0076 m By happenstance the load carrying capacity of the two pile head conditions are nearly equal However the load deflection response of the fixed head shaft is substantially stiffer 88 Shear Force vs Top Deflection 800 Chapter 5 Example Problems Maximum Moment vs Top Shear 750 700 650 600 a a i N a g 8 D a D t z Shear Force k np N wo wo 3 3 8 3 6 8 8 o O 0 01 0 02 0 03 0 04 0 05 0 06 0 07 0 08 0 09 0 1 0 11 0 12 0 13 0 14 0 15 Top Deflection m 0 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 Top Shear KN Figure 5 11 Shear Force versus Top Deflection and Maximum Bending Moment versus Top Shear Load for Free head Conditions in Example 2b Shear Force vs Top Deflection 800 Maximum Moment vs Top Shear 750 700 650 600 Shear Force kN N N wo oy D A a a o 8 83 8 3 3 3 8 8 8 3 8 0 0 01 0 02 0 03 0 04 0 05 0 06 0 07 0 08 0 09 0 1 0 11 0 12 0 13 0 14 0 15 Top Deflection m 750 700 650 600 550 zZ 500 mt g 450 o E 400 e 350 um E 300 250 Maxi 200 150 100 50 0 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 Top Shear kN Figure 5 12 Shear Force versus Top Deflection and Maximum Bending Moment versus Top Shear Load for Fixed head Conditions in Example 2c To
47. and lower sections Figure 5 18 shows that the maximum moment for the upper section 7 140 KN m and negative in sign occurred with a lateral load of 1 200 KN At that value of V the maximum moment for the lower section was about 2 500 kN m which was far less than the yield value of 4 040 kN m Thus the upper section of the pile controls the loading The deflection of the top of the pile Yp for the failure loading of 1 200 kN was computed to be 339 mm and in some designs the deflection might have controlled the loading However the computed deflection will be much less when the factored load is used furthermore 93 Chapter 5 Example Problems excessive deflection is rarely a problem in the design of an offshore platform It is true that personnel could experience distress on a deck that was moving radically however in normal circumstances the personnel are removed from the platform during the occurrence of the design storm Employing a load factor of 2 4 global factor of safety the service value of pile head shear force Vio is 500 KN and as noted before the axial thrust force Q is 1 250 KN The resulting moment diagram is shown in Figure 5 19 The computed value of pile head deflection yop not plotted here was 62 mm which is acceptable An examination of Figure 5 19 finds that the moment diagram is virtually zero below a depth of 21 m therefore the selection of the thickness of the wall of the pile below this depth
48. are also available from the button bar by pressing the button with the identical icon O New Ctrl N f Open Ctrl O Save Ctrl S fed Save As Save LRFD Combos kit Figure 2 5 File Pull Down Menu A list of most recently used files is displayed in between Save As and Exit e New Create a new data file e Open Open an existing data file If a partially completed LPile input file or an invalid data file is opened an information dialog reporting that an invalid or incomplete file is being opened Clicking OK dismisses the message and the previously saved data should be available If a complete input file is loaded an information dialog reporting that Data File name of file has been read by LPile should appear and the user should click OK e Save Save input data under the current file name e Save As Save input data under a different file name e Save LRFD Combos Save LRFD Combinations in separate data file visible only when in LRFD mode e Exit Exit the program If the input file was modified but unsaved a prompt will appear asking if the user would like to save changes 2 2 2 File Buttons The group of four buttons at the left side of the button bar shown in Figure 2 6 provide access to the New Open Save and Save As commands Colt D Figure 2 6 File Buttons Chapter 2 Installation and Getting Started 2 2 3 Data Pull down Menu Please refer to Section 3 1 for a detailed
49. as vertical distances below the pile head If the pile head is embedded below the ground surface the top layer must extend from the ground surface defined by a negative vertical depth to some point below the pile head Select the p y soil type using the drop down list in the left table column Figure 3 25 Dialog for Definition of Soil Layering and Soil Properties The following is a description of the input data for this dialog Layer Number The soil layer number is assigned automatically to each soil layer with Layer 1 being the uppermost layer This number is automatically provided by the program as additional rows of soil layers are created The maximum number of soil layers that may be entered is 40 p y Curve Soil Model There are 14 internal types of soils plus user input p y curves that can be specified in LPile using the dropdown box plus user input p y curves These types are Soft Clay Matlock Stiff Clay with Free Water Reese Stiff Clay without Free Water Reese Modified Stiff Clay without Free Water Sand Reese API Sand O Neill Liquefied Sand Rollins Weak Rock Reese 9 Strong Rock Vuggy Limestone 10 Piedmont Residual 11 Silt cemented c 12 Loess 13 Elastic Subgrade 14 User input p y curves 15 API soft clay with J Re OY de Se or Top of Soil Layer Below Pile Head Values for the top of the soil layer are entered relative to the origin of the depth coordinates The origin of
50. axis of the pile and are input in units of force per unit length of pile To read a file of distributed lateral load vs depth below the pile head first specify the filename by using the Browse button then press the Read Values from File button The external file should be a text file with with the data entered one data pair per line separated by spaces commas or tabs Figure 3 39 Dialog of Values of Distributed Lateral Loads versus Depth 3 7 3 Loading by Lateral Soil Movement LPile allows the user to specify free field soil movement in the soil profile The soil movements may be defined only along a portion of the pile length if desired In general a pile under lateral load moves against a soil mass However in some cases the soil itself will move and the soil loading or reaction must be considered by taking into account the relative movement between the soil and the pile LPile will automatically generate the soil reaction at each pile node 54 Chapter 3 Input of Data consistent with the relative movement between the soil and pile at that particular depth A maximum of 50 entries is allowed for definition of the soil movement profile in an analysis The user may enter data in one of three ways The user may add enough rows to accommodate the data and enter the data manually the user by paste the data into the table via the Windows clipboard or read an external text data file The input dialog is shown below The graph
51. be positive for soil moving from left to right or negative for soil moving from right to left However it is critical that the soil movement occurs in the same direction of as the applied loads 3 8 Special Analyses for Conventional Loading Analysis 3 8 1 Computation of Pile head Stiffness Matrix Components The feature for computation of pile head stiffness matrix values has three options to control how the values are computed In the first method which is identical to the method used in versions of LPile prior to LPile 2013 the loads used for computation of pile head stiffness are those specified in load case 1 for conventional loading This method does not allow the user to control the lateral displacement and pile head rotation so the second and third options were added to provide this capability In the second method the maximum displacement and rotation are set by the values computed for load case 1 for conventional loading In the third method the user may specify the maximum pile head displacement and rotation The dialog for Controls for Computation of Stiffness Matrix is shown in Figure 3 41 is Controls for Computation of Stiffness Matrix Computation Method for Stiffness Matrix Use Shear and Moment from Case 1 Use Maximum Deflection and Rotation from Case 1 Specify Maximum Deflection and Rotation input required Computation Method for Displacements Logarithmically distributed deflections unevenly spaced Arithm
52. by Reese and Matlock 1956 and in some detail in a report published by the Federal Highway Administration Reese 1986 6 3 7 Use of Closed form Solutions Closed form solutions for the behavior of a semi infinite elastic beam on an elastic foundation have been presented by numerous authors These solutions are the only means of checking the solutions obtained using LPile by hand computation because any problem that involves either a nonlinear p y curve or a beam with nonlinear moment curvature behavior does not have a corresponding closed form solution For the case of a semi infinite beam with shear and moment applied to the end the close form solutions for deflection bending moment and shear force in the beam are the following 139 Chapter 6 Validation Define the modulus of elasticity E and moment of inertia Z of the beam and the subgrade constant k Compute the constant 2 as B 4 k 4EI Timoshenko 1941 states that the pile is considered long if the product of 2 and the pile length AL is greater than 4 The closed form solution for pile deflection y moment M and shear force V along the length of the pile x as a function of pile head shear V and pile head moment M is px 7 e V cos x M cos Bx sin Bx 2EIB B M ont sin Bx M sin fx cos Bx V e V cos 2x sin Bx 2M fsin Br Analyses of elastic piles in elastic soils can be performed using LPile
53. circular square or weak square arrangements as shown in Figure 3 21 The different layout patterns will be displayed in the cross section drawing when the number of prestressing strands is varied a Circular b Square c Weak Square Figure 3 21 Automatic Prestressing Arrangements for Square Prestressed Piles 3 4 12 Square Prestressed Concrete Pile with Void The properties of square prestressed concrete piles with void are defined by the length and width of the pile the size of the corner chamfer the diameter of the hollow core void the compressive strength of concrete and the prestressing reinforcement and loss of prestress The input for the square prestressed concrete pile with void is the largely same as for the round prestressed pile with void with the exception of the entry of the dimensions for the pile width and corner chamfer Please refer to the discussion in Section 3 4 9 for information about the computation of prestress after losses and to Section 3 4 11 for information about automatic prestressing strand arrangements 3 4 13 Octagonal Prestressed Concrete Pile The properties of octagonal prestressed concrete piles are defined by the length and width of the pile the compressive strength of concrete and the prestressing reinforcement and loss of prestress The procedures used to compute the nonlinear bending properties for the octagonal shape are identical to those used for the square prestressed
54. consists of 12 bars with outside diameter of 25 mm corresponding to No 8 bars in US practice and spaced equally around a 610 mm 24 in diameter circle as shown in Figure 5 7 The ultimate strengths of the reinforcing steel and the concrete are 414 MPa 60 ksi and 27 6 MPa 4 0 ksi respectively 85 Chapter 5 Example Problems Figure 5 7 Cross section of Drilled Shaft for Example 2 Example 2a is the computation and plotting of the unfactored interaction diagram This problem is configured by selecting the Compute Nonlinear EI Only option in the Program Options and Settings dialog and by entering the structural dimensions and material properties of the pile s cross section When computing an interaction diagram the user must enter the axial thrust forces for the analysis This means that the user must determine the maximum compressive and tensile axial capacities along with a number of intermediate axial thrust values Usually a bored pile in soil will fail by axial bearing capacity before the pile section will fail by crushing so the upper limit may be limited by the computed axial bearing capacity if this value is available Otherwise the user may opt to make two analyses the first with zero axial thrust and the second with a number of axial thrust loads After the first run the user may read the estimated axial capacities of the pile section in compression and tension from the output report and use these values to set the upp
55. copy this software product unless for backup purposes Past and current versions of the software may be downloaded from www ensoftinc com The license for this software may not loan rent lease or transfer this software package to any other person company joint venture partner or office location This software product and documentation are copyrighted materials and should be treated like any other copyrighted material e g a book motion picture recording or musical recording This software is protected by United States Copyright Law and International Copyright Treaty iii Copyright 1987 1997 2004 2010 2012 2013 by Ensoft Inc All rights reserved Except as permitted under United States Copyright Act of 1976 no part of this publication may be reproduced translated or distributed without the prior consent of Ensoft Inc Although this software product has been used with apparent success in many analyses new information is developed continuously and new or updated versions of the software product may be written and released from time to time All users are requested to inform Ensoft Inc immediately of any suspected errors found in the software product No warrantee expressed or implied is offered as to the accuracy of results from software products from Ensoft Inc The software products should not be used for design unless caution is exercised in interpreting the results and independent calculations are available to ve
56. core is filled with concrete by checking the box on the casing and core materials tab page 33 Chapter 3 Input of Data The Shaft Dimensions tab page for a drilled shaft with casing and core is shown in Figure 3 18 The drawing of the cross section will automatically update to show any changes in the shaft geometric properties for casing core or reinforcing bars Section Type Dimensions and Cross section Properties beta Section 1 Top Number of Defined Sections 1 Total Length 50 00 ft Section Type Shaft Dimensions Concrete Rebars Pipe Casing Core a 7 i Show Elevation Dimensions Cased Shaft with Core Section Profile Section Dimensions Length of Section ft 50 Casing Outside Diam in Select Shape 0 0 Casing Wall Thickness in 0 0 0 Core Diameter in 147 0 0 Core Wall Thickness in 0 866 0 0 0 0 0 z 0 0 z Compute Mom of Inertia and Areas and Draw Section Copy Top Properties to Bottom The shape is used to model a round shaft or bored pile with permanent casing and a structural pipe core This shape is rarely used in practice Rebar may or may not be used with this shape However the use of rebar may make it difficult to place concrete without voids if the maximum aggregate size is too large The designing engineer should be aware that bond development length for smooth casing is uncertain due to the unquantifiable effects of casing cleanliness and method of concrete placement In ad
57. deflections in order to optimize the design length The resulting plot included in Figure 5 35 shows that the pile length should not be further reduced in order to have an appreciable factor of safety from the critical length nor could the length of shaft be increased without the base of the shaft coming too close to the water bearing sand layer below 106 20 22 24 26 28 21 000 20 000 19 000 18 000 17 000 16 000 15 000 Q 14 000 13 000 12 000 11 000 10 000 E 9 000 8 000 7 000 6 000 5 000 4 000 3 000 2 000 1 000 a 0 0 0 Chapter 5 Example Problems 0 00005 0 0001 0 00015 0 0002 0 00025 0 0003 Curvature radians inch V Section 1 Thrust 800 00 kips Section 3 Thrust 800 00 kips V Section 2 Thrust 800 00 kips Section 4 Thrust 800 00 kips Figure 5 33 Moment versus Curvature for Sections 1 and 2 Example 9 Deflection in 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 1 Bending Moment in kips 0 1 000 2 000 3 000 4 000 5 000 6 000 7 000 8 000 20 22 24 26 28 Figure 5 34 Lateral Deflection and Bending Moment versus Depth Example 9 107 Chapter 5 Example Problems Top Deflection in 0 9 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 Pile Length ft Figure 5 35 Top Deflection versus Pile Length Example 9 5 10 Example 10 Drilled Shaft in
58. displayed in the View Results window depends on the Program Options selected for the computation The minimum number of charts displayed is 68 Chapter 4 Graphics and Charts three and the maximum number of charts displayed is eight An example of the View Results window is shown in Figure 4 4 Soil Profile Undrained Strength Su pst Uniaxial Compressive Strength qu psi Pressuremeter Modulus pst 0 0 500 1000 1500 2 000 2500 50 100 150 200 250 0 50 100 150 200 250 E Layer 1 Sand 5 EE Layer 2 Stiff Clay w o water E Layer 3 Soft Clay 10 Wa Layer 4 Stiff Clay with free water 15 E Layer 5 Sand E Layer 6 Weak Rock 20 E Layer 7 Piedmont Residual Bos EE Layer 8 User input p y g 30 23 a 240 B45 S 50 a 55 60 10 000 0 20 000 0 30 000 0 0O 5 10 15 20 25 30 35 40 45 50 Rock Mass Modulus psi O 20 40 60 80 100 120140 160180 200 220 240 65 Friction Angle deg Dilatometer Modulus pst 70 g Su Friction Angle deg Rock Mass Modulus Pressuremeter lt Dilatometer 75 Effective Unit Weight pct p y Modulus k pci SPT Blowcount blows foot 0 20 40 60 80 100 0 0 10 15 20 25 30 35 40 45 50 o 2 000 4 000 6 000 75 Vertical Effective Stress psf 0 005 0 010 0 015 0 020 0 025 0 030 0 035 0 040 20 40 60 80 100 120 140 Epsilon 50 Cone Penetration Resistance psf Effective Unit Weight Effective Stress ak E50 Figure
59. features e pile made of two different steel sections e pile with head elastically restrained against rotations and e cyclic loading Example 4 Buckling of a pile column This example includes the following program features e steel pipe pile e pile head free to rotate and e application of several axial loads Example 5 Ultimate bending moment for bored piles Includes the following program features 71 Chapter 5 Example Problems e reinforced concrete pile of circular cross section e nonlinear materials e report of interaction diagram and e report of nonlinear flexural rigidity Example 6 Foundation Stiffness of Concrete Pile with Nonlinear Flexural Rigidity Includes the following program features reinforced concrete pile of circular cross section pile with head free to rotate nonlinear materials report of interaction diagram report of nonlinear flexural rigidity and generation of foundation stiffness components Example 7 User Input of Distributed Load and External p y Curves Includes the following program features reinforced concrete pile of circular cross section with two different section properties pile with head free to rotate input of distributed lateral load on a section length of pile with linear variation and input of externally specified p y curves Example 8 Case Study of Piles in Cemented Sands Includes the following program features reinforced concrete pile of circul
60. fewer tests showing larger computed values as smaller computed values The worst agreement is for the cyclic test at Lake Austin Figure 6 1 Comparison of Maximum Bending Moments from Computations and from Except for that test the differences probably would not lead to experimental difficulties 133 Chapter 6 Validation 60 Bagnolet 2 m Bagnolet 3 A Houston Static Houston Cyclic Japan Lake Austin Static m Lake Austin Cyclic Sabine Static A Sabine Cyclic e Manor Static m Manor Cyclic 4 Mustang Island Static Mustang Island Cyclic Garston Los Angeles San Francisco 50 oo gt Computed Top Deflection mm M oO 10 Top Deflection from Experiment mm Figure 6 2 Comparison of Experimental and Computed Pile head Deflections at Service Load 6 3 Verification of Accuracy of Solution The best policy for a user of a computer program is to assume that the output is in error unless a check is made There are many scare stories about accepting computer output as valid only to learn later perhaps after some kind of failure that the output was in error One kind of check that is valid is that the user has made many solutions with the computer and has a good idea of what the output should be Not many engineers are that fortunate with regard to the problem presented herein Other kinds of checks that can be made are shown in the following paragraphs 6 3 1 Solution of Example Pro
61. illustrate the differences in deflection and bending moment versus depth for the two pile head fixity conditions a fourth analysis was performed for pile head shear loads equal to 346 for the free head shaft and 352 KN for the fixed head shaft The results of this analysis are shown in 89 Chapter 5 Example Problems 9 005 0 0 005 0 01 Deflection m 0 015 0 02 0 025 0 03 0 035 5 00 400 300 200 Bending Moment KN m 100 0 100 Depth m 1 2 Depth m 200 300 400 500 V Free head Shaft V Fixed head Shaft V lt Free head Shaft V lt Fixed head Shaft Figure 5 13 Results for Free head and Fixed head Loading Conditions for Example 2d The length of the pile may be reduced if there are more than two points of zero deflection which ensures that the pile acts as a stable pile The LPile can perform a series of analyses with different lengths of piles so the user can compare pile length versus deflection at the pile head The curves of top deflection versus pile length for free and fixed head conditions is shown in Figure 5 14 0 17 0 16 0 15 0 14 0 13 0 12 m 0 11 2 m 0 09 eflection Top D eo eo 6 N 0 05 0 04 0 03 0 02 0 01 0 1 2 3 4 5 6 7 8 9 Pile Length m M eE Free head Shaft V e Fixed head Shaft Figure 5 14 Top Deflection versus Pile Length for
62. in the dialog shows the current data It may be necessary for the user to move the cursor to an adjacent cell to update the graph of lateral soil movement Zs Soil Movements N gt Depth Below Pile Head m on w 0 50 100 150 200 250 300 Lateral Soil Movement mm Lateral Soil Movement mm 300 300 280 220 120 Insert Row Delete Row File Name Browse Paste values from Clipboard text The soil movement profile is input as soil movement values versus vertical depth below the ground surface to the tip of the pile All soil movement values below the deepest point are assumed equal to zero To read a file with soil movement vs depth data first specify the filename by using the Browse button then press the Read Values from File button The external file should be a text file with with the data entered one data pair per line separated by spaces commas or tabs Figure 3 40 Dialog for Soil Movements versus Depth Below Pile Head Depth Below Pile Head These values represent the x coordinate corresponding to the depths where the soil movement occurs Intermediate values of soil movement located between two specified depths are obtained by linear interpolation of the specified values It is therefore necessary to have at least two entries of depths Soil movement must be entered in ascending order of depths 55 Chapter 3 Input of Data Lateral Soil Movement The soil movement values may
63. installed in sand with an angle of internal friction of 35 degrees and a unit weight of 18 7 kN m The top of the pile is unrestrained a lateral load of 445 KN is applied and the loading is static A p y curve was printed for a depth of 1 524 meters Initially it will be assumed that the curve is correct The computed deflection at a depth of 1 524 m is reported as 0 007032m 0 28 in and the soil reaction is 204 6997 kN m The linear interpretation of the p y curve that is reported for the depth of 1 524 m is p 204 1049 kN m The close agreement in the tabulated and computed values of soil resistance is reassuring Some difference would have been expected between the two values of p because the computer uses the equations for the p y relationship and the check was done by linear interpolation The next step is to ascertain that the p y values that are printed are consistent with the equations that are given in the Technical Manual As noted in the computer output the loading is static the soil is sand with an angle of internal friction of 35 degrees and a unit weight of 18 7 kN m The pile has a diameter of 0 9144 m and the initial modulus of subgrade reaction of 24 400 kN m Computations of the ultimate resistance using the equations in the Technical Manual for response of the near surface soils yields 217 2 kN m for p and for the soils at depth p is 1 398 1 kN m The former value controls The deflection at y is equal to 3b
64. nonlinear bending are to be entered in the data table shown in Figure 3 23 If more than one section with defined nonlinear bending is being defined the values of axial thrust force of Section 1 are copied to the other section s A curve of nonlinear bending data is required for each input value for axial thrust force by pressing the button to the right of the thrust force value shown in Figure 3 23 to open the input tables shown in a b Figure 3 24 The table shown will depend on the type of nonlinear bending data that was selected It is possible to enter nonlinear bending data by either reading an external text file or pasting values from the Windows clipboard Section Type Dimensions and Properties Nonlinear El The user must select the type of user input nonlinear bending stiffness data to be entered Nonlinear bending stiffness data are input by first entering values of axial thrust force then entering the corresponding data for nonlinear bending The same number and values of axial thrust force are used for all pile sections Axial thrust values entered for Section 1 are copied to all other sections Type of Nonlinear Bending Input Data Nonlinear El vs Moment Nonlinear Moment vs Curvature Edit Nonlinear El Moment and Thrust Data Edit Nonlinear Moment Curvature and Thrust Data Figure 3 22 Nonlinear EI Tab Page 38 Chapter 3 Input of Data Thrust No Axial Thrust Force lbs Ente
65. pene vce Geel ea asks see 30 3 4 7 Drilled Shafts with Permanent Casing cee cessecssececeeececseececeeeeececeecsseeecseeeeeneeeeees 31 3 4 8 Drilled Shaft with Permanent Casing and Core ccccescceceesceceeeeeceeeeeceeeeeceneeeesneeeees 33 3 4 9 Round Prestressed Concrete Pile six ccissisiseacsassnccedisccenasdsvsnaceaseisacenssasestisoesnccesbascevabeooess 35 3 4 10 Round Prestressed Concrete Pile with Void sessseessssessseesseessessseresseeesseesseesseessee 36 3 4 11 Square Prestressed Concrete Pile s ia4ct sacar tadactsdahapsanetinedateages uortaceaaedabansuastaideqeosnes nen 37 3 4 12 Square Prestressed Concrete Pile With VOId cee eeececseceeceeececeeeeeceeeeeceteeeseeeeees 37 3 4 13 Octagonal Prestressed Concrete Pile nsnssnessenseesseeessseesstessesseesseresseeesseessresseessee 37 3 4 14 Octagonal Prestressed Concrete Pile with Void 0 0 0 cececeeececseceeceseeeeeeeeeeeteeeeeteeeees 38 3 4 15 Pile with Defined Nonlinear Bending ssssssesssesssesesssessseesseesseesseresseeesseessresseessee 38 3 5 Lateral Load Transfer Relationships ssc suse waa gains aeardanchg va iekide wis ace aes ceesoeaasslov oe eave wae 40 3 5 1 Soil Layering and py Curve Models ycccisissccsasecncaseaisssdacaasaqeia ol sgecaansoaaseeshooedaaaseeieiaiens 40 3 9 2 Pile Batter and Ground Slope seas as assists od E a teed nase E ore es 45 3 9 3 p y Modification Factors sis iviscaddsurdh utter ected dass aioe 45 3 9 4 Tip SHE ALA
66. permits inputs of load cases defined for various pile head boundary conditions M If checked LPile will perform Load and Resistance Factor Design LRFD computations In this mode the user may enter up to 100 unfactored shear and moment loads of various load types dead load live load etc All loads are assumed to be for shear and moment pile head loading conditions The program will then add all loads of the same load type to obtain the total unfactored load for each load type Optionally the LRFD case load 22 Chapter 3 Input of Data combinations may be either read from an external file with the file type of rfd or may be entered by the user Mi Compute Pile Head Stiffness Matrix Components If this option is selected the program computed the pile head stiffness matrix values according to the control values set by the user in the Controls for Computation of Stiffness Matrix dialog discussed in Section 3 8 1 In the output file and graphics the user is provided with plots of four values of a matrix that can be used to represent the foundation stiffness in the superstructure analysis for a certain range of loading The axial component of the foundation stiffness matrix must be calculated separately perhaps with the help of computer programs designed to find the axial capacity and short term settlements of drilled shafts or driven piles M Include Shearing Resistance at Pile Tip Activates Shear Resistance Curve at Pile Tip und
67. pile except that the size of the corner chamfer is defined internally to produce the octagonal shape 37 Chapter 3 Input of Data 3 4 14 Octagonal Prestressed Concrete Pile with Void The properties of octagonal prestressed concrete piles with void are defined by the length and width of the pile the diameter of the hollow core void the compressive strength of concrete and the prestressing reinforcement and loss of prestress The procedures used to compute the nonlinear bending properties for the octagonal shape are identical to those used for the square prestressed pile with void except that the size of the corner chamfer is defined internally to produce the octagonal shape 3 4 15 Pile with Defined Nonlinear Bending The properties of piles with nonlinear bending are defined by the length and width of the pile and the defined nonlinear bending properties Nonlinear bending properties are defined by levels of axial thrust force and associated curves of either nonlinear bending stiffness versus bending moment or nonlinear bending moment versus bending curvature The type of nonlinear data is selected by the user by checking the appropriate radio button for the Type of Nonlinear Bending Input Data on the Nonlinear EI tab page shown in Figure 3 22 The buttons used to enter nonlinear bending data are enabled once the type of nonlinear bending data has been selected Next the user enters the values of axial thrust force for which curves for
68. program allows up to 50 different input points of lateral load values which are placed in units of load per unit length of pile The user must enter values in increasing magnitudes of depth The program linearly interpolates the values of lateral loads existing 53 Chapter 3 Input of Data between specified depths A minimum of two entries two depths of distributed lateral loads are needed The user may enter data in three ways The user may add enough rows to the table and enter the data manually the user may paste the data into the table via the Windows clipboard or the user may command LPile to read an external text file containing the data The Distributed Lateral Loads dialog is shown in Figure 3 39 The graph in the dialog shows the current data It may be necessary for the user to move the cursor to a different cell to update the graph of the distributed lateral loading It is not possible for LPile to verify data It is left to the user to view the graph of the distributed load data and to verify its correctness Zh Distributed Lateral Loads E A a WwW wh non oe a n ag on oO Distance Below Pile Head in 20 40 60 80 100 Lateral Load Intensity Ibs in Insert Row File Name Browse Paste values from Clipboard text Values of distributed lateral load are input as values versus distance below the pile head Distributed lateral loads are applied perpendicular to the
69. stiff clay without free water are an effective unit weight of 108 pef undrained shear strength of 2 000 psf k of 500 pci and amp o of 0 005 The primary use of the modified stiff clay without free water is to generate a p y curve with a softened initial slope In some areas load testing has found that the original p y curve computations result in p y curves that have initial slopes that are too stiff As an example pile head load versus deflection curves were computed using both the original and modified p y curve formulations Theses curves along with the percentage of reduction in stiffness are graphed in Figure 5 42 50000 100 45000 90 40000 80 35000 70 30000 60 aol 2k oad 25000 50 Axis Title 20000 40 30 gt Original 20 Modified f Reduction 4 10 0 15000 10000 Reduction in Stiffness 5000 I I 5 I 4 I I 4 I I 4d I I 0 0 2 0 4 0 6 0 8 1 1 2 Axis Title Figure 5 42 Pile head Load versus Deflection Curves Using Original and Modified p y Curves for Stiff Clay without Free Water and Percentage Reduction in Stiffness for Example 13 The curves of pile top deflection versus pile length are shown in Figure 5 43 It should be noted that the length of pile needed to reach the long pile behavior i e when the curve becomes horizontal is depended on the level of loading being consider Thus it is important to specify the generation of the pile top de
70. than the allowable deflection This error may be due to overloading the pile or bad input data Runtime Error No 10 LPile was unable to obtain an answer within the specified convergence tolerance within the specified limit on iterations Runtime Error No 11 The numerical solution failed due to a small pivot number Runtime Error No 12 An error occurred because the computed value of compressive strain in concrete is larger than 0 001 This indicates that that the drilled shaft has failed due to crushing of concrete Runtime Error No 13 Deleted Runtime Error No 14 An internal error occurred in computing area of concrete for prestressing computations Runtime Error No 15 An error occurred in computing area of steel for prestressing computations Runtime Error No 16 The location of neutral axis was not found within 1 000 iterations during computation of non linear moment curvature behavior Runtime Error No 17 Filename information corrupted No analysis can be performed Runtime Error Nos 18 21 Deleted Runtime Error No 22 A runtime error was caused by the input value k m being less than or equal to 0 Runtime Error No 23 A runtime error was caused by the input value for combined ground slope and pile batter being greater than the angle of friction of a silt layer Runtime Error No 24 The input value for axial thrust force is greater than the structural capacity in compression 172 Appendix Input Er
71. the actual buckling capacity if the buckling capacity is controlled by the pile s plastic moment capacity Thus for analyses of nonlinear piles the user should compare the maximum moment developed in the pile to the plastic moment capacity If the two values are close the buckling capacity should be reported as the last axial thrust value for which a solution was reported If the section is either a drilled shaft bored pile or prestressed concrete pile with low levels of reinforcement it may be possible to obtain buckling results for axial thrust values higher than the axial buckling capacity but the sign will be reversed The reason for this is a large axial thrust value will create compression over the full section This causes the moment capacity to be controlled by crushing of the concrete and not by yield of the reinforcement An example of a pile buckling analysis that used axial thrust values that were too high is shown in Figure 3 50 250 200 Axial Thrust Force kN a _ O ee ee ee te eee eee ee ee ert 50 1 1 1 1 1 1 a 1 1 1 1 1 1 i 4 1 i 1 i i i J 1 1 1 1 1 1 I 4 1 1 1 1 1 1 J 1 1 1 1 1 1 1 4 1 1 1 1 1 1 1 1 1 1 1 1 4 1 1 1 1 0 5 0 4 0 3 0 2 0 1 0 0 1 0 2 Pile head Deflection meters Figure 3 50 Example of Correct blue and Incorrect black Pile Buckling Analyses 62 Chapter 3 Input of Data 3 9 Load and Resistance F
72. the pole is inserted on one side of the hole and backfill is compacted in the open void on one side of the pole In other applications the pole is placed in the center of an oversized hole and a cemented stabilized flowable fill is placed in the annular space around the pole The loading on the pole is representative of a 100 mph wind loading on the pile and transformer mounted on top of the pole the transformer is not shown in the above figure The wind load is equivalent to a uniform pressure of 40 psf acting over the projected area of the pole and transformer The weight of the transformer is in pile head loading for the pole The computed pile head deflection is 3 14 inches and the ground line deflection is 0 0127 inches 5 21 Example 21 Analysis of Tapered Elastic Pile This example is provided to demonstrate the modeling of a tapered elastic pile and to show that the values of cross sectional area and moment of inertia are computed from the interpolated dimensional properties along the length of the tapered section It is possible to check two different results computed by LPile the computed values of total stress and bending stiffness The pile in this example is a 30 foot long tapered pipe pile with a top diameter of 16 inches a tip diameter of 10 inches a wall thickness of 0 5 inches and a modulus of elasticity of 29 000 000 psi Values of cross sectional area and moment of inertia are computed using 2 2 nig Go 2 28
73. then press the Read Values from File button The external file should be a text file with with the data entered one data Pair per line separated by spaces commas or tabs Figure 5 60 Input Dialog for Lateral Soil Movements versus Depth for Example 24 128 Chapter 5 Example Problems Deflection inches Bending Moment in kips Shear Force kips 0 5 000 10 000 15 000 450 100 50 0 50 100 Soil Movement and Pile Deflection inches Mobilized El kip in 0 41 2 3 4 5 6 7 8 9 10 20 000 0 500 000 000 1 000 000 000 18 000 15 000 a 14 000 2 s 12 000 5 10 000 5 8 000 6 000 4 000 2 000 0 0 0 0002 0 0004 Curvature radiansdinch Figure 5 61 Results of Analysis for Example 24 5 25 Example 25 Verification of Elastic Pile in Elastic Subgrade Soil See Section 6 3 7 for the discussion of this example 5 26 Example 26 Verification of P Delta Effect LPile includes the P Delta P 6 effect in its computations of bending moment for axially loaded piles subjected to lateral loading Example 26 is a simple verification of the P Delta effect The pile geometry and soil profile for the verification problem is shown in Figure 5 62 The pile is an elastic pipe section 36 inches in diameter with a wall thickness of 0 5 inches The pile length is 60 feet and the pile extends 300 inches above the ground surface Le The upper soil layer is soft clay and the lower soil layer is sand The pile is modeled using 240 i
74. using the elastic subgrade soil model The elastic subgrade constant k is computed as the product of the pile diameter times the elastic modulus of subgrade reaction For the verification problem define the following input for LPile e An elastic pile with diameter 12 inches a wall thickness of 0 5 inch and a Young s modulus of elasticity of 29 000 000 psi This results in a moment of inertia of 444 4 444 Go age u 299 187613 64 64 in l a2 e Use the elastic subgrade soil model in LPile with a subgrade modulus of 500 pci Compute the elastic subgrade constant k using k E d 500 12 6 000 psi e Define V 10 000 lbs and M 250 000 in lbs The data file for this verification is provided as Example 25 To provide the best check on the accuracy of the computations performed by LPile the equations above were programed in an electronic spreadsheet program and the computed results were imported into the spreadsheet program from the plot output file in which all output is written in scientific notation Graphs of closed form versus computed solutions were prepared for lateral deflection bending moment and shear force The graphs of the closed form versus computed results are presented in Figure 6 5 through Figure 6 7 along with regression 140 Chapter 6 Validation equations As can be seen for a linear regression the coefficient of determination R is 1 0 in all cases indicating that the accuracy of the
75. 00 000 80 000 000 60 000 000 40 000 000 20 000 000 0 0 Chapter 5 Example Problems 1 000 2 000 3 000 M _ Thrust 250 00 kips V Thrust 200 00 kips V Thrust 800 00 kips Thrust 1400 00 kips V Thrust 2000 00 kips v Thrust 2600 00 kips 4 000 5 000 6 000 7 000 8 000 9 000 10 000 11 000 Bending Moment kips in M _ Thrust 125 00 kips V Thrust 400 00 kips Thrust 1000 00 kips v Thrust 1600 00 kips V Thrust 2200 00 kips V Thrust 2800 00 kips v Thrust 0 00 kips V Thrust 600 00 kips Thrust 1200 00 kips v Thrust 1800 00 kips M Thrust 2439 00 kips Figure 5 23 Bending Stiffness versus Bending Moment Example 5 2 800 2 600 2 400 1 000 2 000 3 000 4 000 5 000 6 000 7 000 8 000 9 000 10 000 11 000 Bending Moment Capacity lb in V f Section 1 Rf 1 00 V Section 1 Rf 0 65 V e Section 1 Rf 0 70 vV Section 1 Rf 0 75 5 6 Example 6 Pile head Stiffness Matrix This example is presented to illustrate the capability of LPile to perform analyses that can yield results of direct benefit to the designer of a reinforced concrete pile The pile is 30 inches in diameter and 25 ft in length The pile is embedded in a dense sand with an angle of internal friction of 38 degrees In general with input informatio
76. 1 Second Analysis ceeeeees 84 Figure 5 6 Bending Moment versus Depth for Example 1 Second Analysis eeeeeeeeeeeee 85 Figure 5 7 Cross section of Drilled Shaft for Example 2 0 0 0 ee eesceesseceseceseeeeeeecsaeenseeneeeeenees 86 Figure 5 8 Factored Interaction Diagram for Example 28 0 0 ceecceesceesseceseeeseeeeseecsaeesseenseeennees 87 Figure 5 9 Moment Curvature Diagram for Example 2a 000 0 ceecceesecsseceseceeeeeeneecsaecnseeeseeeaees 87 Figure 5 10 Bending Stiffness versus Bending Moment for Example 2a 0 00 eeseeeeeeereeeeeee 88 Figure 5 11 Shear Force versus Top Deflection and Maximum Bending Moment versus Top Shear Load for Free head Conditions in Example 2b 0 eee eeeeeeeeeeneeeeeeees 89 Figure 5 12 Shear Force versus Top Deflection and Maximum Bending Moment versus Top Shear Load for Fixed head Conditions in Example 2c eee eeeeeeeeeeseeeeeeee 89 Figure 5 13 Results for Free head and Fixed head Loading Conditions for Example 2d 90 Figure 5 14 Top Deflection versus Pile Length for Example 2 0 0 0 ee eeeeeeceeeseeeseeeseenseeeenees 90 Figure 5 15 Idealized View of an Offshore Platform Subjected to Wave Loading Example 3 sandujccedesesygeeasnessacescacanswavaaresavenesasnwvcdadlgusauavavnyatausafuedeanuagade R R Tii 91 Figure 5 16 Superstructure and Pile Details Example 3 eseseseeeessesesseresseseresressesererressessrerreesesse 92 Figure 5 17 Moment versus Curvature Example
77. 1 0 0002 00003 0 0004 0 0005 5 000 000 Curvature RADAN Bending Moment lbs in Moment lbs in Curvature RAD in Point Bending Moment Ibs in Nonlinear El lbs in 2 J 4 236152 33 6 25E 7 4 236152 33 3 7784373E11 2 471431 9 1 25E 6 2 471431 9 3 7714557E11 3 705838 88 1 875E 6 3 705838 88 3 764474E11 4 939373 08 2 5E 6 4 939373 09 3 7574923E11 5 11720346 3 125E 6 amp 5 1172034 6 3 7505107E11 Caan nsenow ose Row File Name View Edit File Read Values from File _ Paste values from Clipboard text _ Enter values starting from zero moment Remember that El for zero moment is not zero All input El values must be greater than zero to avoid computation errors To read file with nonlinear El vs moment data first specify the filename by using the Browse button then press the Read Values from File button The external file should be a text file with with the data entered one data Pair per line moment followed by El separated by spaces commas or tabs b Figure 3 24 Tables for Entry of a Nonlinear Moment versus Curvature Data and b Nonlinear Moment versus Bending Stiffness 39 Chapter 3 Input of Data To enter data from an external text file the user located the text file using the browse button and then pressing the Read Values from File button The format of the external text file requires that values are entered with the moment value first and either th
78. 1 6 0 0 0 0 0 7 0 85 ACI318 2008 9 3a for spirals Live amp Roof Add Row Insert Row E BY Enter load factors and structural resistance factors for each load combination Enter zero for a load factor to exclude it from a load combination Enter a structural resistance factor for each included loading combination Resistance factors equal to zero will be reset to a default value of 0 75 Figure 3 52 Dialog for LRFD Load Combinations and Structural Resistance Factors 64 Chapter 3 Input of Data 3 9 3 Summary of Factored Load Cases The summary of factored load cases is provided for the user to view the factored loads computed by LPile LPile computes this summary by first adding all pile head loading of the same type together then multiplying the sum by relevant load factor In the case of distributed loads the program integrates the individual distributed load profiles and computes the equivalent concentrated forces at nodes on the pile adds all forces from the same load type together and then multiplies the sum by the relevant load factor The summary report has three general sections The first section shows the totals of the unfactored loads The second part shows the computed factored loads for each load case in turn The third part shows the factored load cases in tabular form The content of the summary report is saved under the filename of the data file with the file extension of LRFD_Summary_Report An example of the su
79. 1 HP 14x89 in sloping ground Ip7o Plot Output File LPile 7 Example 1 HP 14x89 in sloping ground Ip7p Current Time and Date 6 17 2013 3 23 12 PM Filenames file paths and date and time of program run are automatically included in the output report Figure 3 5 Example of Project Information Input Dialog 3 3 Program Options and Settings Dialog Almost all program options have been consolidated into a single input dialog box Two options not included in this dialog are the option to enter distributed lateral loading for conventional analysis and the option to compute top deflection versus pile length for individual load cases for conventional analysis 21 Chapter 3 Input of Data The Program Options and Settings dialog is used by the user to select options and settings for each set of data being analyzed by LPile This input dialog provides options that are grouped into Computational Options Engineering Units Options Analysis Control Options Output options Loading Options and Text Viewer Options Some default settings are provided if the user does not have any desire to make a change The user should remember to click the OK button in order to save the accepted selections otherwise the selections will not be stored when the dialog is closed 3 3 1 Computational Options There are six computational options displayed in the upper left corner of the Program Options and Settings dialog shown in Figure 3 6 These options are
80. 2 2 Friction angle at bottom of layer Friction angle in degrees k in Ib in or kN m enter O for internal 3 5 2 3 p y modulus k at bottom of layer E E 3 6 Properties for API sand 3 6 1 1 Effective unit weight at top of layer Effective unit weight in pcf or kN m 3 6 1 2 Friction angle at top of layer Friction angle in degrees k in lb in or kN m enter O for internal 3 6 1 3 p y modulus k at top of layer ee aie 3 6 2 2 Friction angle at bottom of layer Friction angle in degrees k in Ib in or kN m enter O for internal default value 3 7 Properties for liquefied sand 3 7 1 Effective unit weight at top of layer Effective unit weight in pcf or kN m 3 7 2 Effective unit weight at bottom of layer Effective unit weight in pef or KN m 3 8 Properties for weak rock 5 values per line 3 8 1 1 Effective unit weight at top of layer Effective unit weight in pcf or kN m 3 8 1 2 Uniaxial compressive strength q at top of layer Uniaxial compressive strength in psi or kPa 3 8 1 3 Initial rock mass modulus at top of layer E mass in psi or kPa 3 8 1 4 RQD at top of layer RQD in percent 3 8 1 5 Parameter k n at top of layer k in lb in or KN m enter 0 for internal default value 3 8 2 1 Effective unit weight at bottom of layer Effective unit weight in pef or KN m 3 8 2 2 Uniaxial compressive strength qu at bottom of layer Uniaxial compressive
81. 3 sssssseseessesresseseresresseserssressesererresseseresreeseese 93 Figure 5 18 Results of Initial Computation with p y Curves Example 3 ssssssssessessesssessseseseee 94 Figure 5 19 Pile Deflection and Bending Moment versus Depth for V 500 kN Example Si esn eraan rE EA A E EETA A EEAO TEAKE ERE eat 95 Figure 5 20 Pile head Deflection and Maximum Bending Moment versus Axial Thrust Eoad ooh Bit ie i a e e ala a Earle ee ea 96 Figure 5 21 Results from LPile Solution for Buckling Analysis Example 4 ceeeeeeeeeeeees 97 Figure 5 22 Moment versus Curvature tor Example 5 Jxcc27 ccuecteleminee us etl ann 98 Figure 5 23 Bending Stiffness versus Bending Moment Example 5 eecceesseesseceseeeeeeeenees 99 Figure 5 24 Factored Interaction Diagram of Reinforced concrete Pile Example 5 0 0 0 99 Figure 5 25 Stiffness Matrix Components versus Displacement and Rotation Example 6 100 Figure 5 26 Stiffness Matrix Components versus Force and Moment Example 6 101 Figure 5 27 Pile and soil details for Example 7 c t icctcpciatyoccetsalscetatadiaansi nate emai waite 102 Figure 5 28 User input p y Curves for Example 7 Lower curve for Layer 7 not shown 102 Figure 5 29 Soil details for Example 8 eseeesesseeeeseeeseseesseesseserssresseseresressessresrenseteresesseeseseresee 103 Figure 5 30 Comparison between Measured and Predicted Pile head Load versus Deflection Curves for the 5 m Pile of Exampl
82. 4 4 4 j p 672 64 The table below shows the values of interpolated dimensional properties cross sectional area moment of inertia theoretical bending stiffness EZ and bending stiffness computed by LPile The values of theoretical bending stiffness and bending stiffness computed by LPile are identical Depth ft do in t in A in I inf rane Tie l 0 16 0 5 24 347 731 942 2 123x10 2 123x10 5 15 0 5 22 776 599 308 1 738x10 1 738x10 10 14 0 5 21 205 483 756 1 403x10 1 403x10 15 13 0 5 19 634 384 109 1 114x10 1 114x10 20 12 0 5 18 064 299 188 8 676x10 8 676x10 25 11 0 5 16 493 227 815 6 607x10 6 607x10 30 10 0 5 14 923 168 812 4 896x10 4 896x10 121 Chapter 5 Example Problems Values of maximum total stress are computed utilizing the absolute value of bending moment and using ion eee eae I The axial thrust specified in this example is 30 000 Ibs The table below shows values of interpolated dimensional properties cross sectional area moment of inertia bending moment computed by LPile theoretical total stress and total stress computed by LPile The values of total stress computed by LPile are identical to the theoretical values with the exception of the value shown for a depth of 5 feet where the difference is due to the limited output precision of LPile The internal value computed by LPile is identical
83. 41 Figure 3 26 Dialog for Properties of Weak ROCK essssseeeeseessessesseseresresseseresressesererressesererresseese 43 Figure 3 27 Dialog for Effective Unit Weights of User input p y Curves sesesesereserereeeesee 44 Figure 3 28 Dialog for User input p y Curve Values eeeessseseesessiseresresseseresressesererresseseresreeseese 44 Figure 3 29 Dialog for Definition of Pile Batter and Slope of Ground Surface eee 46 Figure 3 30 Dialog for p Multipliers and y Multipliers versus Depth Below Pile Head 46 Figure 3 31 Dialog for Tip Shear Resistance versus Lateral Tip Displacement eee 47 Figure 3 32 Dialog for Shifting of Pile Elevation Relative to Input Soil Profile Showing a Pile Head at the Top of the Soil Profile 2 35 2226252 chee ae eA As 48 Figure 3 33 Dialog for Shifting of Pile Elevation Relative to Input Soil Profile After Shifting a Pile Head To Be Below the Ground Surface 0 0 0 eeeeeeseeeseeeteeeees 49 Figure 3 34 Dialog for p y Curve Output Depths Below Pile Head eee eeeesseceseeeeeeeenees 50 Figure 3 35 Dialog for Definition of Conventional Pile head Loading 0 00 ee eee eeeeeeseeeeeeeeee 51 Figure 3 36 Recommendation for Modeling of Lateral Force Applied Below the Pile Head oiio a a e Sin a a e e ene ae 52 Figure 3 37 Recommendation for Modeling of Moment Applied Below the Pile Head 53 Figure 3 38 Dialog for Distributed Lateral Loads for Conventional Loading eee 53 Fi
84. 5 Bsr Number Bar Size X Coordinate in Y Coordinate in 1 ussag7 2 5 0 2 US Std 7 gj 3 5 3 5 3 US Std 7 j o 3 5 4 US Std 7 y 3 5 3 5 5 US Std 7 x 3 5 0 6 us Std 7 gj 3 5 3 5 7 US Std 7 x o 25 8 US Std 7 25 25 AddRow inset Row Delete Row _ Enter the x and Y coordinates of the rebar centers and select the bar size from the drop down list Figure 3 11 Rebar Layout Table for Rectangular Concrete Section 29 Chapter 3 Input of Data q Section Type Dimensions and Cross section Properties ka Section 1 Top Number of Defined Sections 1 Total Length 50 00 ft Section Type Rectangular Section Dimensions Concrete Rebars Show Reinforcing Bar Properties Section Profile Yield Stress Ibs in 2 60000 Elastic Modulus Ibs in 2 29000000 Continue Rebar Pattern and Size from Section Abov Rebar Size Number Options US Std 8 Bar Bundle Options pi 0 aie Ti ae e saaa Single Bars 3 2 Bar Bundles 3 Bar Bundles Automatically positon bars in circle Edit Bar Positions oO o e Offset Reinforcement Pattern from Centroid of Section This shape is used to define the properties of a rectangular shape that may or may not be square This shape is composed of normal i e non prestressed concrete Reinforcing steel bars may be arranged in either a rectangular or circular pattern Cancel OK
85. 60 An error was detected in the shear strength of soil input data when interpolating to obtain values of cohesion or uniaxial compressive strength The depth increment between the upper and lower soil depths in a layer is zero Input Data Error No 61 The depth of the bottom of the top soil layer is less than or equal to zero This will cause the algorithm for layering correction to p y curves to generate incorrect p y curves for layers below the top layer Input Data Error No 62 An error was detected for input values for uniaxial compressive strength Values cannot be less than zero Input Data Error No 63 The input value of k n is less than or equal to zero for weak rock 170 Appendix Input Error Messages Input Data Error No 64 The input value for the number of iterations is less than 40 or more than 1000 Input Data Error No 65 The input value for the convergence tolerance cannot be smaller than 1x10 inches Input Data Error No 66 The input value for the convergence tolerance cannot be larger than 0 001 inches Input Data Error No 67 The input value for the convergence tolerance cannot be smaller than 2 54x10 meters Input Data Error No 68 The input value for the convergence tolerance cannot be larger than 2 54x10 gt meters Input Data Error No 69 The input value for the excessive deflection limit is smaller than 10 percent of the pile diameter Input Data Error No 70 The input value for the
86. 9 3 Summary of Factored Load Cases sesesseeesseesseessessseesseeesstessesseesseeesseeesseesseesseessee 65 3 10 Computation of Nonlinear EI Only s esseesesseeessesssssessersesrerstesresrersteseeserssresesersrressesees 65 3 10 1 Axial Thrust Loads for Interaction Diagram ssseseeeseseesseesseesseesseeesseeesseesseessesssee 65 Chapter 4 Graphicsand Charts sriid ES EEs aei asais 67 4 alantrod ucti on sanea e E E a N SE 67 ED AYES MATTIAS 255 sic A Sosed es nsacicacaisassicae ape taaeee y test oun nsec 67 4 3 Graphics Mouse Commands ssid sassacesatsdeatsagevaacienacdeds ua suaasnavyesedisasiaa es sagedaes sdetad coabedentasesvane 67 4 4 Graphics Buttonin ery aueataadunvongte tees asta E E T E 67 4 3 Graphics Men mesara aa aa ces Stan ea a a E O don ce sotto Gus 67 4 3 View Pile Sol Geometryon te a a EE E E T ease ewes 68 4 5 2 Summary Charts of Soil Properties sssesessssesesseesseesseesseesseeesssressresseesseesseeessseesseese 68 4 5 3 Py CUT VES i e a e a a ias eaaa a a duns ees ea Ee came 70 4 5 4 User Input p y CUTVES nsss eienen r EEEE RE ESEA SEEE EEEE 70 4 5 5 Lateral Deflection versus Depth s ssssesesssesssssessseessresseessereseeessseesseesseesseessseessseesseest 70 4 5 6 Bending Moment versus Depth ssssssssesssesssssessseessresserssereseerssseesseesseesseesseeeesseesseese 70 4 5 7 Shear Force versus Depths cccsesdinniiesn nisni a iaiia 70 4 5 8 Mobilized Soil Reaction versus Depth
87. 984 Dr Lymon C Reese the founder of Ensoft Inc foresaw the benefits and improvements in analysis and design of pile foundations from using improved computer software The development of LPile for its first commercial distribution was begun in 1985 and was completed in 1986 The general theory and methodology of LPile 1 0 was similar in features to COM624 which was run on large mainframe computers LPile was completely rewritten using a new solver and features were provided for interactive input LPile was developed for analyzing single piles and drilled shafts under lateral loading This version of LPile was compiled using the IBM Fortran compiler to run on the IBM XT personal computer LPile Version 1 0 had the following features e The program could generate p y curves internally for soft clay stiff clay with free water stiff clay without free water and sand The program also allowed users to input user defined p y curves for a selected layer e Modifications of the p y curves for layered soils were introduced in the program based on the recommendations of Georgiadis 1983 e A total of four boundary conditions and loading types were available for the pile head Distributed loading could also be specified at any pile depth e An interactive input was provided for the user to prepare the input data step by step e An analysis feature was provided for including tip resistance curves 1 2 2 LPile 2 0 for MS DOS 1987 With the introduc
88. Chapter 5 Example Problems 55 000 50 000 45 000 40 000 35 000 30 000 Moment in kips 20 000 15 000 10 000 5 000 oo 0 00005 0 0001 0 00015 0 0002 0 00025 0 0003 Curvature radians inch Section 1 Thrust 100 00 kips V lt Section 2 Thrust 100 00 kips Figure 5 50 Moment versus Curvature for Dual Section Drilled Shaft with Permanent Casing and Core of Example 19 5 20 Example 20 Analysis of Embedded Pole This example is provided as an example of the embedded pole option Embedded poles are commonly used in the electrical utility industry The typical utility pole in the United States is embedded to a depth of 10 percent of the overall pole length plus 2 feet Thus the embedded pole of Example 20 has an overall length of 40 feet and an embedment of 6 feet The pile and soil profile for this example is shown in Figure 5 51 120 Chapter 5 Example Problems The output computed using LPile for this problem is conservative because there are load transfer mechanisms not included in the LPile analysis These mechanisms are any vertical shear stresses developed along the sides of the pile and any shear that might develop at the tip of the pole In practice the computation of these additional load transfer mechanisms present some difficulties because of uncertainties related to how the poles are constructed In some applications an oversize hole is drilled
89. Do Die TEA TA Do Dt De DD PZA TZA TZA PZA PZA PZA PZA PZA PZA PZA PZA PZA PZA Dx RZA PZA PZA PZA PZA PZA PZA PZA PZA PZA DEA PA PZA PZA PZA Do RZA PZA PZA PZA PZA REA Do PZA PZA PZA PEA REA PZA PZA PZA Doc REA Do PZA DDD TA TA TA TA TA Do Doe TEA TEA TA Dn TZA Dox TA Do Do Do Do TEA TEA Dx Do Do DD Do Do Di Dx Do Dx De DD TZA TA TA TA Dc Dx DD 4 Figure 5 39 Pile and Soil Profile for Example 12 The summary graphs of the analysis are shown in Figure 5 41 The graph of moment versus curvature indicates that the plastic moment capacity of the pile is approximately 320 kN m and the maximum moment developed in the pile is about 165 kN m so the pile remains elastic The graph of lateral spread and pile deflection versus depth shows that the soil flows around the upper portion of the pile The lateral deflection of the pile head is about 50 mm and the maximum lateral spread displacement is 300 mm about six times higher The performance of the pile would have been significantly worse is a non liquefied layer were present at the ground surface In such a case the non liquefied layer would move on top of the liquefied layer thereby creating a large displacement relative to the position of the pile The lateral loading on the pile would depend on the load transfer properties of the non liquefied layer but failure of the pile by formation of a plastic hinge would be probable 111 Chapter 5 Example Problems Soil Movement m 0 0 02 0 04 0 06 0
90. Example 10 Drilled Shaft in Soft Clay 20 000 cee eesseseceseeeceeceeesencetecesoeeesseeseneenees 108 5 Example TL RED Amal ysis ernes kinnt eio e i See eave Sea aca 108 5 12 Example 12 Pile in Liquefied Sand with Lateral Spread 00 eee eeeeeeeeeeeeeeeeeeeeeeeees 111 5 13 Example 13 Square Elastic Pile with Top Deflection versus Length 0 eee 113 5 14 Example 14 Pushover Analysis of Prestressed Concrete Pile eceeeeceeeereeeeeeeeees 114 5 15 Example 15 Pile with Defined Nonlinear Bending Properties eeeeceeeeeeeeeeeees 116 5 16 Example 16 Pile with Distributed Lateral LoadingS uo eee eeeeeeeeeneeeeeeeeeeeeneeeaees 117 5 17 Example 17 Analysis of a Drilled Shaft 20 0 0 cecceeccccssccecsscesssececsseceenseceenseeeeseeeees 117 5 18 Example 18 Analysis of Drilled Shaft with Permanent Casing ese eeeeeeeeeeeee 118 5 19 Example 19 Analysis of Drilled Shaft with Casing and Core 0 ee eee eeseeeeeeeeeeeeeee 119 5 20 Example 20 Analysis of Embedded Pole ci ees ceescccesneeceseeceeceeceeneesseeeecseeeeeseeeeees 120 5 21 Example 21 Analysis of Tapered Elastic Pile eee eesceceenceceeececeeececeeeeeeseeeeeeteeeees 121 5 22 Example 22 Analysis of Tapered Elastic Plastic Pile cee eeeeceesenceeeeeceeeeeeeeeeeeeees 122 5 23 Example 23 Outputor p y Curves 4 2054 oe Aces eee eae ee 123 5 24 Example 24 Analysis with Lateral Soil Movement cc eeceee
91. Example 2d 90 Chapter 5 Example Problems Perhaps it is of interest to note that the lateral loads that were computed for the steel pile and for the bored pile were of significant magnitude indicating that different types of piles can be used economically to sustain lateral loads 5 3 Example 3 Offshore Pipe Pile The sketch in Figure 5 15 shows an offshore platform of the type used in water depths of 100 m or more Thousands of such structures have been built where a structure is fabricated on shore barged or floated to the site and placed by lifting or controlled submergence For the case indicated the weight of the jacket causes the extensions of the legs to push into the soil With the top of the template above still water piles are stabbed and driven through the main legs The tops of the piles are trimmed and welded to the jacket and the annular space between the outside of the piles and the inside of the jacket leg is filled with grout Finally a deck section is lifted and its support columns are stabbed into the tops of the main legs and then welded Bar SA COS Aan Figure 5 15 Idealized View of an Offshore Platform Subjected to Wave Loading Example 3 The soil profile at the site is not shown in the sketch In this example it is soft clay with some overconsolidation due to wave action at the mudline but with an increase in strength with depth as for normal consolidation An assumption is made t
92. Pa 3 3 5 Casing property Young s modulus of casing psi or kPa 3 3 6 Core property Core diameter inches or mm 3 3 7 Core property Core wall thickness inches or mm 3 3 8 Core property Yield stress of core psi or kPa 3 3 9 Core property Young s modulus of core psi or kPa 147 Chapter 7 Line by Line Guide for Input Follow with concrete properties Lines 4 and rebar properties Lines 5 to complete section data Table 7 8 Properties for Steel Pipe Piles Properties for Steel Pipe Piles Lines 3 4 3 4 1 Section dimension Length of section ft or m 3 4 2 Pipe pile property Core diameter inches or mm 3 4 3 Pipe pile property Core wall thickness inches or mm 3 4 4 Pipe pile property Yield stress of core psi or kPa 3 4 5 Pipe pile property Young s modulus of core psi or kPa This completes the definition of section properties for steel pipe sections Table 7 9 Properties for Circular Solid Prestressed Piles Properties for Circular Solid Prestressed Piles Lines 3 5 3 5 1 Section dimension Length of section ft or m 3 5 2 Section dimension Section diameter inches or mm Follow with concrete properties Lines 4 and prestressing strand properties Lines 6 to complete section data Table 7 10 Properties for Circular Hollow Prestressed Piles Properties for Circular Hollow Prestressed Piles
93. R GSIS AN CE s dieere stenst ie i erae aSa o TEn SES o EDE 47 30O SMf t PIE Or Sol Elevations ora a E EER E E E E ee 48 3 6 Output Depths for p y Curves ssssssesssessssseesseesseesseessesesseessstesseesseesseesssessseesseesseesseeeesees 49 3 7 Conventional Loading Analysis 2 s ccccctesccctevevencievvcvesaaiedaaterdeasacsasechadsdavcsddestndceesnbeasatesestace 50 3 7 1 Pile head Loading and O pi Ou sicecie ase devin 9 tyes ve nde wai eng sic sede so oder 50 3 7 2 Distributed Lateral Loading icaciiccderessussdssvesdecesseaddeaadesdadeaossece suse doeatanentactedendenss needans 53 vi 3 7 3 Loading by Lateral Soil Movement sac si90s ascearcetees os sdacassmean ecacearesieeaeenanines 54 3 8 Special Analyses for Conventional Loading Amalysis cceesseceesceceeeeceeeeeceeeeeeeteeeesaes 56 3 8 1 Computation of Pile head Stiffness Matrix Component cccceesececseceeeeeeeeeeeeeeees 56 3 8 2 P sh vet Analysis ces Sede ee lian cus tie E sche oe died ahs E tesa daar Pee eae 57 3 8 3 Pile Buckling Atal ySiS5e5 rcaceas 1G conse teeastesqusagada covaech de tece tus dusqeduks spaces gauasahde sb coduaeameee ates 59 3 9 Load and Resistance Factor Desi Onis ci cizeGcanecestiradsecsguhhedicie schoo bak codeesn gees tee ae aeoee eta 63 3 9 1 Unfactored Loads arster nn ttie E eo oa quad aun snes NSE e SES NESES 63 3 9 2 Load Cases and Resistance Factors ssseesssessesssessseeessstssstessresseesseeesseeesseesseesseessee 64 3
94. Soft Clay This drilled shaft in this example is a 24 inch diameter drilled shaft with eight US 7 reinforcing bars Often designers elect to use fewer than eight bars in small diameter drilled shafts In general using fewer than eight bars is not recommended because when fewer than eight bars are used there is a direction of loading effect on the moment capacity of the drilled shaft When the number of bars is eight or more the effect of the direction of loading is largely eliminated The summary plots of this analysis are shown in Figure 5 36 This analysis was made using the displacement moment pile head loading condition By examining these graphs user can see that the pile in not overloaded at the maximum deflection of 1 25 inches and that the moment developed in the shaft is sufficiently large for the cracked section bending stiffness to be in effect for almost one half of the shaft length Also shown are the p y curves specified for output by the program 5 11 Example 11 LRFD Analysis This example is provided as a demonstration of the LRFD analysis features of LPile The LRFD features of LPile are discussed in Section 3 9 The procedure for making an analysis in LRFD mode are basically the same as for conventional analysis except for how the unfactored loads and the load and resistance factor combinations are entered The entry of data for pile structural properties and for soil layering and properties is the same as for conventional
95. The results of the pushover analysis are shown in the two graphs of Figure 5 46 These graphs shown the results for both fixed head and free head loading conditions for lateral displacements up to 5 inches For fixed head conditions the plastic moment capacity is mobilized at a pile top deflection of 0 625 inches and a shear load of 60 900 Ibs For free head conditions the plastic moment capacity is mobilized at a pile top deflection of 2 75 inches and a shear load of 56 300 lbs Other information gained from these graphs is maximum lateral capacity is approximately 85 000 lbs for fixed head conditions and is 58 400 lbs for free head conditions 85 000 80 000 75 000 70 000 65 000 Qa 60 000 oe 55 000 eo LL 50 000 ra oO 45 000 x 40 000 35 000 30 000 25 000 20 000 2 3 Top Deflection in v i Fixed head Response V Free head Response n a Maximum Moment in 2 100 000 2 000 000 1 900 000 1 800 000 1 700 000 1 600 000 1 500 000 1 400 000 1 300 000 1 200 000 1 100 000 1 000 000 900 000 800 000 700 000 600 000 500 000 Free head and Fixed head Conditions 2 3 Top Deflection inches V f Fixed head Response V Free head Response Figure 5 46 Results of Pushover Analysis of Prestressed Concrete Pile of Example 14 When interpreting these results the designer is faced with the decision about which curve is most representative of
96. Thrust 0 00 kN j Thrust 1000 00 kN Thrust 2000 00 kN Thrust 3000 00 kN M Thrust 4000 00 kN Thrust 5000 00 kN Thrust 6000 00 kN Thrust 7000 00 kN M Thrust 8000 00 kN Thrust 9000 00 kN V Thrust 10000 00 kN Thrust 11000 00 kN v Thrust 12000 00 kN v Thrust 13000 00 kN LPile 2013 7 01 2013 by Ensoft Inc Figure 5 9 Moment Curvature Diagram for Example 2a 87 Chapter 5 Example Problems El vs Moment All Sections 0 100 200 300 400 500 600 700 800 900 1 000 1 100 1 200 1 300 Bending Moment KN m Vv Thrust 2500 00 kN v M Thrust 0 00 kN Iv M Thrust 4000 00 kN v M Thrust 8000 00 kN v MV Thrust 12000 00 kN v Thrust 2000 00 kN Thrust 1425 00 kN Thrust 1000 00 kN Thrust 1000 00 kN Thrust 2000 00 kN Thrust 3000 00 kN Thrust 5000 00 kN Thrust 6000 00 kN Thrust 7000 00 kN Thrust 9000 00 kN Thrust 10000 00 kN Thrust 11000 00 kN Thrust 13000 00 kN LPile 2013 7 01 2013 by Ensoft Inc Figure 5 10 Bending Stiffness versus Bending Moment for Example 2a Computations of nominal bending moment capacities are determined when the concrete compressive strain at failure equals 0 003 For the axial loa
97. User s Manual for LPile 2013 Using Data Format Version 7 A Program to Analyze Deep Foundations Under Lateral Loading by William M Isenhower Ph D P E Shin Tower Wang Ph D P E ENSOFT INC April 2014 Copyright 2013 by Ensoft Inc All rights reserved This book or any part thereof may not be reproduced in any form without the written permission of Ensoft Inc Date of Last Revision April 23 2014 Program License Agreement IMPORTANT NOTICE Please read the terms of the following license agreement carefully You signify full acceptance of this Agreement by using the software product Single user versions of this software product is licensed only to the user company office or individual whose name is registered with Ensoft Inc or to users at the registered company office location on only one computer at a time Additional installations of the software product may be made by the user as long as the number of installations in use is equal to the total number of purchased and registered licenses Users of network licensed versions of this software product are entitled to install on all computers on the network at their registered office locations but are not permitted to install the program on virtual servers unless the virtual server license has been purchased This software can be used simultaneously by as many users as the total number of purchased and registered licenses The user is not entitled to
98. Using 17 Points for Example A sat ots sade tants equi A Ssusosces asin taeas aosqah sags ised eondaes us A ce sananieessasa A AR 125 Figure 5 57 Output of User input p y Curves with Five Points for Example 23 0 0 126 Figure 5 58 Pile and Soil Profile for Example 24 00 00 cceesscessceceeneeceeneeceeneeceeeeecseeeecneeeeeneees 127 Figure 5 59 Program and Setting Dialog Showing Check for Inclusion of Loadings by Lateral Soi MOVements sovesexsccssessaaies citecaaiansadedboseesescbaqeuiesexbemdaeiandeued sipaseapeassoite 128 Figure 5 60 Input Dialog for Lateral Soil Movements versus Depth for Example 24 128 Figure 5 61 Results of Analysis for Example 24 000 ceccceessecesneceeeeceeneeceeneeceeeeeceeeeecnneeeenaeees 129 Figure 5 62 Pile and Soil Profile for Verification of P Delta Effect 130 Figure 6 1 Comparison of Maximum Bending Moments from Computations and from Experimental Case SUidies2 25 6 0 oes sateen tid tna nipbacsegedi eie i r iSS 133 Figure 6 2 Comparison of Experimental and Computed Pile head Deflections at Service VRVACl EE EE EAE E EE E used ers basta E EE A santvenssees 134 Figure 6 3 Influence of Increment Length on Computed Values of Pile head Deflection and Maximum Bending Moment sssssssseeseseeessseesseesseesseresseeesseessesseeeseessseesseese 136 Figure 6 4 Plot of Mobilized Soil Resistance versus Depth eseeseseseeseesrseseerreseesresrreseessrseresee 139 Figure 6 5 Verification of Pile Deflecti
99. VNDAOANO Number DORPRPODORPADARFPRFPHRENN Figure 5 37 Excerpt from Summary Report of LRFD Loadings Example 11 After running the LRFD analysis an information message will be displayed to alert the user whether or not all load case combinations have been met The message for a successful analysis is displayed as Figure 5 38 Figure 5 38 Message for Successful LRFD Analysis for Example 11 Information The LRFD analysis was completed with all cases passing factored load requirements The user must check pilehead deflection and rotations against serviceability requirements x The LRFD analysis of LPile is currently limited to checking mobilized bending moment values in every pile section against the factored moment capacity of the section Checks for 110 Chapter 5 Example Problems displacements and pile head rotations i e serviceability checks are currently left to the user Checks against shear capacity are not performed because standard methods for computing shear capacity of all section types are not available 5 12 Example 12 Pile in Liquefied Sand with Lateral Spread This example is provided as an example of seismic lateral spread loading of a pile In this example the pile head is loaded only by axial load and all lateral loading on the pile is due to seismic lateral spread The pile is a 15 2 m long pipe pile with a diameter of 373 mm and a wall thickness of 10 mm The soil profile has liq
100. a P Y OUTPUT DEPTHS Output depths for reported p y curves FOUNDATION STIFFNESS Control data for computation of foundation stiffness PILE PUSHOVER ANALYSIS DATA Control data for computation of pile pushover analysis PILE BUCKLING ANALYSIS DATA Control data for computation of pile buckling analysis END Terminates reading of input data 7 2 TITLE Command The TITLE keyword indicated that the following five lines of text are entered for the problem title Entering fewer or more than five lines of text will result in an execution error and input of data is ended 144 Chapter 7 Line by Line Guide for Input By default the following lines of text are predefined in LPile but may be changed to anything that the user wishes to enter The default lines are Project Name Job Number Client Engineer Description 7 3 OPTIONS Command The OPTIONS keyword begins the definition of program options selected by the user Some options are either Yes or No options and the other options require numerical input The order of the options must be in the following sequence Table 7 2 Program Options and Settings Opnens Keyword Defines Option for Permissible Values without spaces Units Engineering units USCS SI UseLRFD Perform LRFD analysis YES NO ComputeK matrix Compute pile head stiffness YES NO matrix component values UseTipShear Use tip shear resistan
101. a has been entered and saved If the data has not been saved LPile will prompt the user to save the file If the data file has been named the existing data set will automatically be re saved to disk prior to running an analysis When an analysis is in progress LPile changes the cursor to an hourglass and displays a message of Please wait while computations are in progress during the execution If there are input or runtime errors during execution appropriate error messages will appear in the dialogue box In most cases the program will display information that explains the causes of error and suggest corrective actions If the analysis is completed but non fatal warning messages for unusual situations warranting the attention of the user are generated the appropriate warning will be shown prior to displaying a summary graph of the analytical results If no error or warning messages are generate the summary graph of results will be displayed after the analysis is completed The following output files are produced by LPile Table 2 1 File Types and File Extensions File Description File Extension Input file for LPile Ip7d Output report file Ip7o Processor run notes file Ip7r Graphics titles file Ip7t Moment Curvature output report files txt All output files will be created in the same directory as the input file with the file extension lp7d 2 2 5 2 View Input Text This command acti
102. actices used to install the pile Consequently no dependable methods have been developed to compute the curves of tip shear resistance and most relationships are determined from the results of site specific load testing programs The input of tip shear resistances is discussed in Section 3 5 4 A key concept in LPile is the definition of the vertical coordinate system used to define soil layering and pile properties The origin of this coordinate system is always located at the pile head If it is desired to vary the vertical position of the pile head relative to the soil layering it will be necessary to correct the data defining the soil layering A utility function is included in LPile to assist in this task and is discussed in Section 3 5 5 3 5 1 Soil Layering and p y Curve Models This dialog for Soil Layers is used to specify the different types of soil to be used for the automatic generation of lateral load transfer curves p y curves LPile will automatically generate the selected curves unless the user specifies that a layer has user input p y curves An example of this dialog is shown in Figure 3 25 40 Chapter 3 Input of Data fs Soil Layers p y Curve Model Vertical Depth Below Pile Head Vertical Depth Below Pile Head Soil Properties LSS of Top of Soil Layer m of Bottom of Soil Layer m Soft Clay Matlock 0 0 1 Soft Clay Insert Row All positive depth coordinates are defined
103. actor Design Data for load and resistance design computations is entered using two input dialogs Unfactored loads are entered in one dialog and the definitions of load and resistance factors to be used are entered in the second dialog A summary report of computed load cases is also provided to aid the user in verifying the factored loads computed for the defined load cases The following sections describe these dialogs and the summary report 3 9 1 Unfactored Loads The input dialog for unfactored loads shown in Figure 3 51 allows the user to define the type of load horizontal force vertical force overturning moment and to control the use and input of distributed loading data All unfactored loads must be defined as combinations of horizontal shear force over turning moment axial thrust force and distributed lateral loads normal to the axis of the pile i Loading Definitions for LRFD Analysis Ee 2a Horiz Load lbs Vert Load lbs Moment Ibs in Use Distributed Load Dead Load DL v 10000 100000 0 1 LRFD Distributed Load Dead Load DL A Live Load LL m oe iene No E 2 LRFD Distributed Load coms 25000 10000 25000 No x 3 LRFD Distributed Load Impact IM Water HW 9000 0 0 No v 4 LAFD Distributed Load How So po o 0 No z 5 LAFD Distributed Load Horiz Soil Pres Add Rain Load Delete Row Distributed Forces Live Roof Snow Load Define the load type for each load from those provided in the d
104. ad 2 pinned and fixed head 2 Point distribution method Integer 0 logarithmic distribution 1 arithmetic distribution 2 user specified displacements If point distribution method 0 or 1 enter Line s 3 4 and 5 3 Number of points to compute Integer 4 Maximum pile head deflection Inches or meters 5 Minimum pile head deflection Inches or meters If point distribution method 2 enter Lines 6 and 7 6 Number of user specified displacements Integer Repeat Line 7 for every user specified pushover displacement 7 User specified pushover displacement Inches or meters 8 Axial thrust force Lbs or kN 7 17 PILE BUCKLING ANALYSIS DATA Command Table 7 33 Pile Buckling Analysis Data Pile Buckling Analysis Data Lines 1 Pile head fixity condition 0 shear and moment 1 shear and slope 2 shear and rotational stiffness 2 Number of loading steps Integer maximum 50 3 Pile head shear Lbs or kN 4 Pile head moment In lbs or kKN m 5 Pile head rotational stiffness In lbs radians or kN m radians 6 Maximum axial compression load Lbs or KN 165 Chapter 7 Line by Line Guide for Input 7 18 LRFD Data File The LRFD data file is used to store load and resistance factors in a format that also defines load case combinations and load case names The purpose of this data file is to eliminate the need to input data that m
105. ading at the pile head There are five options for boundary conditions at the pile head The user selects the desired boundary condition using a dropdown list of the choices described below The program allows up to 100 rows of boundary conditions and corresponding loading at the pile head In addition the user may specify the computation of pile top deflection versus pile length for any of the specified load cases In general user should restrict use of this option to cases using any of the first three pile head conditions as the pile head deflection will not vary for the fourth and fifth pile head loading conditions 3 7 1 1 Pile Head Loading Types Shear and Moment This boundary condition is selected to specify values of applied lateral load in units of force and applied moment in units of force x length at the pile head This condition implies that the pile head is free to rotate and move laterally The lateral force is considered positive when applied from left to right The moment is considered positive when applied clockwise Shear and Slope In this boundary condition the user defines the applied lateral load in units of force and the slope in radians at the pile head The lateral force is considered positive when applied from left to right The slope is positive when the pile head rotates counterclockwise A fixed head condition with no restrictions to lateral movements may be modeled by specifying a slope equal to zero Shear and Ro
106. aft Dimensions Concrete Rebars Pipe Casing Core Steel Pipe Casing and Core Material Properties Yield Stress of Casing Ibs in 2 36000 Elastic Modulus of Casing lbs in 2 29000000 Yield Stress of Core Ibs in 2 36000 Elastic Modulus of Core Ibs in 2 29000000 7 Fill Core with Concrete Steel pipe casing and core diameters and wall thicknesses are entered on the dimensions page Figure 3 19 Tab Sheet for Casing and Core Material Properties In most problems the influence of the concrete inside the core has little effect on the computed bending stiffness but may have a noticeable effect on the computed axial compressive structural capacity of the section The tab page for rebar is identical to that shown for drilled shaft with permanent casing It is not necessary to include reinforcing bars when modeling a section with a structural insert To omit the bars enter zero for the number of bars 3 4 9 Round Prestressed Concrete Pile The properties of round prestressed concrete piles are defined by the length and diameter of the pile the compressive strength of concrete the prestressing reinforcement details and the loss of prestress The usual procedure for the LPile user is to enter the pile dimensions compressive strength of concrete the number and size of prestress reinforcement strands and concrete cover dimension The Prestressing tab page for entering prestressing data for all types of prestressed concrete piles i
107. alysis are shown in Figure 3 4 2 Z 2 5 e R feces ae Properties Properties Loading ie LE a X ae Figure 3 2 Buttons for Data Entry and Manipulation for Conventional Analysis 20 Chapter 3 Input of Data T Program Pile Opti a Figure 3 3 Buttons for Data Entry and Manipulation for Computation of Nonlinear EI Only L 1T US Da gt l er iej 2 we 2 Figure 3 4 Buttons for Data Entry and Manipulation for LRFD Analysis 3 2 Project Information Dialog The Project Information dialog shown in Figure 3 5 is used to enter identifying information for the current analysis Entry of Project Information is optional Five lines of information can be entered Default prompts for project job number client engineer s name and description are provided but may be over written with any information provided by the User Also shown in the dialog is additional information on file path input and output filenames date and time of analysis that is routinely written in the output report file Project Information Enter the information to identify this project Example 1 Steel H Pile Supporting a Retaining Wall Job Number Client Engineer Description Path to Files C Users Bill 44sus Documents Examples for LPile 2013 Example 1 Elastic Steel Pile in Sloping Ground Input Data File LPile 7 Example 1 HP 14x89 in sloping ground Ip d Output Report File LPile 7 Example
108. ames and are copied to separate sub folders For example the path to Example 1 is C Ensoft Lpile2013 Examples Example 1 Elastic Steel Pile in Sloping Ground Example problems provide information on input and output of various cases and present a quick tutorial for different applications The user is encouraged to study these examples and with modifications may use them to solve similar problems However by no means can these limited examples explore the full functions and features provided by LPile The main features of each example included with LPile are summarized as follows Example 1 Steel pile supporting a retaining wall Among other aspects this problem uses sample applications of the following program features e pile made of a standard structural steel shape modeled as elastic pile with specified moment capacity e pile head fixed against rotation e report of internally generated p y curves at different depths for verification purposes e application of several lateral loads and e sloping ground surface Example 2 Bored pile supporting a retaining wall This example includes the following program features pile is a drilled shaft comparison of values obtained with pile head fixed and free against rotations application of several lateral loads analysis with nonlinear bending stiffness and usage of sloping ground surface Example 3 Steel pile supporting an offshore platform Includes the following program
109. analysis as LPile compute exact values of p for every corresponding value of y for every node along the length of the pile Many of the various parameters needed to compute the output p y curves are output in the output report file from LPile The depths can be entered in any order LPile will sort the depth values from top to bottom and eliminate duplicate entries prior to performing computations No output curve will be computed if an output depth is either above the ground surface or below the pile tip and a warning message will be output by the program An example of the input dialog for p y Output Depths is shown in Figure 3 34 49 Chapter 3 Input of Data Zs p y Output Depths o o Vertical Depth Below Pile Head ft 4 Add Row Insert Row Delete Row Up to 50 output depths may be specified Figure 3 34 Dialog for p y Curve Output Depths Below Pile Head 3 7 Conventional Loading Analysis The conventional loading analysis is the same type of analysis used in all versions of LPile older than Version 6 In this type of analysis up to 100 pile head loadings of various types can be specified In addition distributed lateral loading can be specified and the distributed lateral loading will be applied to all pile head loading cases 3 7 1 Pile head Loading and Options The Pile head Loading and Options dialog shown in Figure 3 35 allows the user to enter the desired boundary conditions and corresponding lo
110. ange of loads In this new feature the program creates curves of incremental loading versus foundation stiffness components Ky K23 K3 and K33 as shown in Figure 1 1 K3 X Moment K 0 0 f f8 0 K KH s 16 0 K Kim Figure 1 1 Pile head Stiffness Components Improved features for file management were also included to help the user The user could use menu commands for data entry computation review of output and display of graphics in a single computer program Data could be input in either SI units or US customary units and existing data could be converted to the other system of units All grid tables and entry fields for data entry were developed with functions that understand mathematics formulas and were aware of the current system of units The graphical display of output curves features a new interface that provided the ability to zoom in on areas of particular interest The user may thus observe detailed behavioral measurements of any portion of the modeled pile Chapter 1 Introduction 1 2 9 LPile Plus 3 0M Soil Movement Version for Windows 1998 An advanced version for LPile Plus was developed and was released in 1998 as Version 3 0M The LPile Plus 3 0M software is the standard LPile Plus 3 0 version with the addition of two additional capabilities e The user is able to input a profile of soil movements versus depth as additional loading on the pile The soil movements of the soil may be produced fr
111. ar Bending Sections Checking the Compute Nonlinear Bending Stiffness Only box enables the Axial Thrust Loads for Interaction Diagram command 3 3 8 Internet Update Notice Query Checking the Show Internet Update Notice Query on Program Startup restores the automatic display of this query dialog if it has been turned off 3 4 Structural Dimensions and Material Properties 3 4 1 General Description of Input LPile has features to evaluate the nominal moment capacity and nonlinear bending stiffness relationships for deep foundations made from normally reinforced concrete pipe sections and prestressed concrete These features can determine how the effective bending stiffness will vary as the concrete cracks in tension and the reinforcing steel yields Use of the features to evaluate ultimate moment capacity and nonlinear bending stiffness is essential when analyzing the behavior of drilled shafts under lateral loading The user must click the OK button in order to save the accepted selections otherwise the selections will not be saved when the input dialog is closed 3 4 2 Structural Types The tab page for Section Type Dimension and Cross section Properties is shown in Figure 3 7 There are 14 general types of sections and a pile may have up to 20 different sections of different section types The default section type is an elastic non yielding section All other section types have either specified or computed structural moment capacitie
112. ar cross section pile with head free to rotate input of several lateral loads and use of internal p y curves for silts Example 9 Sample of Various Program Options Includes the following program features drilled shaft with reinforced concrete cross section and belled bottom pile with head free to rotate sample coordinates for embedded pile head use of p reduction factors assuming closely spaced piles use of several soil layers input of shear resistance curve at pile tip and determination of top deflections versus varying pile lengths Example 10 Drilled shaft in soft clay Example 11 LRFD analysis Example 12 Liquefied sand with lateral spread Example 13 Top y versus pile length for square elastic pile Example 14 Manual pushover analysis of prestressed concrete pile Example 15 Pile with input nonlinear bending properties Example 16 Analysis with distributed lateral loads 78 Chapter 5 Example Problems Example 17 Analysis of drilled shaft Example 18 Analysis of drilled shaft with permanent casing Example 19 Analysis of drilled shaft with permanent casing and core Example 20 Design analysis of embedded pole Example 21 Analysis of tapered elastic pile Example 22 Analysis of tapered elastic plastic pile Example 23 Output of p y curves Example 24 Analysis with input soil movements Example 25 Verification of elastic pile in elastic subgrade Example 26
113. are entered LPile will sum all loads of the same type including distributed loads and compute the factored load combination The factored load combinations can be reviewed prior to analysis by pressing the Display Summary of LRFD Loadings the button An excerpt from the summary report is shown in Figure 5 37 109 Chapter 5 Example Problems Summary of Unfactored Loadings for LRFD Analyses Number of Defined Unfactored Load Cases 10 The following table presents the totals of all unfactored loads for each load type Dead Loads DL Live Loads LL Earthquake EQ Impact Load IM Wind Loads W Water Loads HW Ice Loads Ice Horiz Soil Hs Live Roof Lr Rain Load Rn Snow Load Sn Temperature Tm Load Case Horiz Force Moment Axial Force 12 500 00 15 000 00 106 000 7 500 00 65 000 00 25 000 25 000 00 25 000 00 10 000 10 000 00 0 00 5 000 00 0 00 0 00 0 00 0 00 0 00 5 000 00 0 00 0 00 0 00 100 00 1 000 00 0 00 10 000 00 0 00 0 00 0 00 0 00 Special Sp Load and Resistance Factors and Factored Loads for LRFD Analyses Number of Factored Load Combinations 32 Load Combination No 1 Load Combination Name ACI318 2008 9 1 for ties Structural Resistance Factor for Flexure 0 65 Structural Resistance Factor for Shear 0 85 Factored Load 1 40 DL Factored Horizontal Force Factored Vertical Force Factored Moment 1 40 HW 17 500 00 148 400 00 21 000 00 VTVPCVTVWUVUVA
114. arning Message No 310 An unreasonable input value for modulus of elasticity for steel has been specified Warning Message No 311 An unreasonable input value for yield strength of reinforcement has been specified 175 Appendix 3 Warning Messages Warning Message No 3101 An unreasonable input value for modulus of elasticity has been specified for the reinforcing steel The input value is either smaller than 27 500 000 psi or larger than 30 500 000 psi Warning Message No 3102 An unreasonable input value for modulus of elasticity has been specified for the reinforcing steel The input value is either smaller than 189 600 000 kPa or larger than 210 300 000 kPa Warning Message No 3111 An unreasonable input value for yield strength of reinforcing steel has been specified The input value is either smaller than 38 000 psi or larger than 80 000 psi Warning Message No 3112 An unreasonable input value for yield strength of reinforcing steel has been specified The input value is either smaller than 262 000 kPa or larger than 551 600 kPa Warning Message No 312 An input value for cover of reinforcement has been specified that may be unreasonable Warning Message No 3121 An unreasonable input value for concrete cover thickness has been specified The input value is either smaller than 0 8 inches or larger than 6 inches Warning Message No 3122 An unreasonable input value for concrete cover thickness has been specified The
115. ars to be rather straightforward using LPile there presently are no other analytical solutions for pile buckling available to take the nonlinear load transfer from the pile to the soil into account It is also important to note that the pile buckling analysis feature of LPile can also be used to investigate the effects of the eccentric application of axial loading and the effect of accidental batter 96 Chapter 5 Example Problems Free head Condition Axial Thrust Load kN ee BEN ee ee ee E AE doe 0 0 01 0 02 0 03 0 04 Top Deflection m Pile Response Computed by LPile Fitted Hyperbolic Buckling Curve ee Buckling Capacity 19 592 kN Figure 5 21 Results from LPile Solution for Buckling Analysis Example 4 5 5 Example 5 Computation of Nominal Moment Capacity and Interaction Diagram Example 5 is presented to illustrate a feature of LPile for computation of the nominal bending moment capacity and to display an interaction diagram A total of 17 axial loads were specified for the program to compute the ultimate bending moment at each axial load and to construct the interaction diagram ultimate bending moment versus axial load The ultimate bending moment of a reinforces concrete section is taken at a maximum compressive strain in concrete of 0 003 based on the ACI 318 code It should be noted that the bending stiffness EJ corresponding to the ultimate bending moment is significantly lower than that of the uncrack
116. ata Error No 5 The pile tip is below the deepest extent of the input curve for soil shear strength versus depth Input Data Error No 6 Use of p y multipliers cannot be specified for use with user specified p y curves Input Data Error No 7 The number of points defining effective unit weight versus depth is zero and number of input p y curves is also zero Input Data Error No 8 A value of zero was input for the friction angle for a sand when computing a p y curve using the Reese et al criteria Input Data Error No 9 The angle of the slope cannot be greater than the friction angle of the sand at the ground surface Input Data Error No 10 A negative or zero value was input for the friction angle for silt Input Data Error No 11 The angle of the ground surface slope cannot be greater than the angle of internal friction angle of the silt c phi soil at the ground surface Input Data Error No 12 An error was detected that is related to an incompatibility between the input data defining soil layering and soil shear strength values when computing a p y curve using the Matlock soft clay criteria Input Data Error No 13 A cohesion of zero was input for a stiff clay without free water Input Data Error No 14 An error was detected in the input data used to compute p y curves in stiff clay with free water A value of zero was input for the cohesion of a stiff clay Input Data Error No 15 The pile extends below the deepest exte
117. ater criteria with user defined k The input value is greater than 8 000 psf 55 55 psi Warning Message No 3263 An unreasonable input value for shear strength has been specified for a layer defined using the stiff clay without free water criteria with user defined k The input value is less than 23 94 kPa 176 Appendix 3 Warning Messages Warning Message No 3264 An unreasonable input value for shear strength has been specified for a layer defined using the stiff clay without free water criteria with user defined k The input value is greater than 383 04 kPa Warning Message No 351 Values entered for effective unit weights of soil were outside the limits of 0 011574 pci 20 pcf or 0 0810019 pci 140 pcf This data may be erroneous Warning Message No 352 Values entered for effective unit weights of soil were outside the limits of 3 15 kN m or 22 kN m This data may be erroneous Warning Message No 353 Values of effective unit weight cannot be checked because general units have been selected Warning Message No 354 The maximum depth of a soil layer defined as liquefiable sand is greater than meters or 236 22 inches This is greater than the maximum depth recommended for this p y curve criteria Warning Message No 355 Computation of nonlinear bending stiffness found that moment capacity was developed at compressive strains smaller than 0 003 This usually indicates that a section is under reinforced or the level o
118. ay be common to many analyses The LRFD data file is a plain text ASCII file The LRFD data file is read from the Program Options and Settings dialog see Section 3 3 on page 21 for more information about the Program Options and Settings dialog Any edited set of LRFD load and resistance factors and load combinations may be saved as an LRFD file from the File drop down menu see Section 2 2 1 on page 12 It is suggested that the user use the editing features of LPile to create any LRFD data file The file extension for the LRFD data file is Irfd 166 Chapter 7 Line by Line Guide for Input This page was deliberately left blank 167 Appendix 1 Input Error Messages Un numbered Version mismatch between main program and dynamic link library for computation files Input Data Error No 1 An error was detected in the input data for computing a p y curve using the API sand criteria A value of zero was input for the friction angle of the sand Input Data Error No 2 An error was detected in the input data when computing a p y curve using the API criteria for sand The angle of the ground slope cannot be greater than the internal friction angle of the sand at the ground surface Input Data Error No 3 The pile tip is below the deepest extent of the input data for soil shear strength versus depth Input Data Error No 4 The pile extends below the deepest extent of the input data for soil shear strength versus depth Input D
119. blems A number of example problems have been solved using LPile and the results are included in Chapter 5 of the LPile User s Manual The user should code some of the example problems on occasion to see if identical results or nearly identical are obtained 134 Chapter 6 Validation Another example problem was analyzed and the results are shown in the following pages The output from this example problem will be checked to illustrate some of the procedures employed for verification 6 3 2 Numerical Precision Employed in Internal Computations All real values are programmed as IEEE 64 bit reals ranging in magnitude from 5 0x10 to 1 7x10 with a mantissa of 16 significant figures This numerical precision was chosen because the difference equation method requires that a relatively large number of significant figures be employed in order to avoid significant errors 6 3 3 Selection of Convergence Tolerance and Length of Increment The convergence tolerance is a number that is input to control the accuracy of the solution The values of deflection for successive iterations are retained in memory and the differences at corresponding depths are computed All of the differences must be less than the convergence tolerance to end the iterative computations The convergence tolerance used in most of the example problems of Chapter 5 of the LPile User s Manual and in the study of this Chapter was 1x10 in 2 54x10 m which is
120. c 1757 693 385 11 9 7 760 715 2 46 Manor Cyclic 1757 543 302 13 1 10 2 710 610 2 88 Mustang Island Static 640 324 180 16 16 305 305 2 10 Mustang Island Cyclic 640 295 164 15 15 320 320 2 00 Garston 15900 4520 2055 33 40 6600 7500 2 12 Los Angeles 4400 1779 809 21 22 1640 1890 2 33 San Francisco 17740 8670 3940 2 3 7030 6640 2 67 Figure 6 1 presents a comparison of maximum bending moments from computations and from experiment As it may be seen in the figure the agreement is excellent However it is important to indicate that some of the experiments were used to develop the criteria for the response of soils under lateral loading that are used in the analyses Nevertheless the validity of 132 Chapter 6 Validation those experiments cannot be questioned as reflecting the behavior of piles under lateral loading particularly where the loading was cyclic 2 Lg ow oO Scee zsm 5320o BoES Syac on wD I0 eee Bagnolet 3 A Houston Static Lake Austin Cyclic A Sabine Cyclic m Manor Cyclic Bagnolet 2 e Japan Q is Q 0 i S ra E Go wn 2 w n ke Z amp 2 D c Z GL oe 5 0 O lt a Mustang Island Cyclic Los Angeles w NJ JUeWOW 2313S wnwIxeN parndwog Maximum Moment from Experiment kN m Experimental Case Studies Figure 6 2 presents a comparison of experimental and computed pile head deflection values at service load levels The agreement is fair but with
121. capacity the assumption is made that the yield stress of the pile material is uniform over the length of the section The yield stress of the pile material is computed from the specified moment capacity at the top of the section and is used to compute the plastic moment capacity along the length of the section 3 4 5 Rectangular Concrete Piles The bending stiffness and nominal moment capacity of the section are computed using the methods discussed in Chapter 5 of the LPile Technical Manual The properties for the rectangular concrete pile are defined by the length width and depth of section the compressive strength of concrete and the number positions yield stress 27 Chapter 3 Input of Data and modulus of elasticity of the reinforcing steel bars The tab pages for this data are shown in Figure 3 8 through Figure 3 10 Section Type Rectangular Section Dimensions Concrete Rebars Elevation Dimensions Rectangular Section i Section Dimensions Length of Section ft 50 N Section Width in 12 Elastic Section Properties Section Depth in 12 Structural Shape Rectangular At Top At Bottom er Chamfe 0 12 12 10 Wall T lo 12 12 e i Diameter 0 144 144 icl 0 1728 1728 Flange Thickness in 0 0 0 e kne 0 apacity ibs 0 Elastic Mod Ibs in 2 4000000 Compute Mom of Inertia and Areas and Draw Section Copy Top Properties to Bottom Figure 3 8 Dimensions Tab Page for Rec
122. ce curve YES NO UseSoilMovement Biguge loading Dyson YES NO movements UsePYModifiers Pse p DOU Kor group YES NO action Compute nonlinear moment ComputeEIOnly curvature values and nominal YES NO moments capacity only If for static loading enter STATIC followed by 5 spaces then 1 Loading Number of cycles of loading If for cyclic loading enter CYCLIC followed by number of cycles of loading 5000 maximum i Aa Maximum number of iterations 100 default value IterationsLimit for numerical solution 1 000 maximum value Convergence tolerance for 1 0x10 inches default ConvergenceTolerance numerical solution value R Number of pile increments for 100 default 40 minimum NumberPileIncrements numerical solution 500 maximum PrintSummaryOnly Print summary tables only YES NO 145 Chapter 7 Line by Line Guide for Input Opeens hyo Defines Option for Permissible Values without spaces PrintIncrement Pennie ACM ENO pie 1 default value response PrintPY Curves PPO UVES Ae YES NO specified depths Computelnteration ae rt ram YES NO ComputePushover Compute pushover analysis YES NO ComputePileBuckling Compute pile buckling analysis YES NO 7 4 SECTIONS Command The SECTIONS keyword begins the definition of structural properties of the pile to be analyzed The order of the input data must be in the following sequence The input data con
123. ck follow by lines 3 8 9 vuggy limestone strong rock follow by lines 3 9 10 Piedmont residual soil follow by lines 3 10 11 silt cemented c soil follow by lines 3 11 12 loess follow by lines 3 12 13 elastic subgrade follow by lines 3 13 14 user input p y curves follow by lines 3 14 15 API soft clay with J follow by lines 3 15 2 2 Depth of top of soil layer Depth of top of soil layer below pile head ft orm 2 3 Depth of bottom of soil layer Depth of bottom of soil layer below pile head ft or m 3 1 Properties for soft clay 3 values per line 3 1 1 1 Effective unit weight at top of layer Effective unit weight in pef or kN m 3 1 1 2 Undrained shear strength at top of layer Shear strength in psf or kPa 3 1 1 3 Strain factor E50 at top of layer Strain factor s dimensionless enter 0 for internal default value 3 1 2 1 Effective unit weight at bottom of layer Effective unit weight in pef or kN m 3 1 2 2 Undrained shear strength at bottom of layer Shear strength in psf or kPa 3 1 2 3 Strain factor E50 at bottom of layer Strain factor 9 dimensionless enter O for internal default value 3 2 Properties for stiff clay with free water 4 values per line 3 2 11 Effective unit weight at top of layer Effective unit weight in pcf or kN m 3 2 1 2 Undrained shear strength at top of Shear streng
124. cking a button on the button bar Fast graphics have limited features for modifying the graphs and their contents Presentation graphics are displayed using the presentation graphics command from the Graphics pull down menu or by pressing the button on the button bar 4 3 Graphics Mouse Commands The following mouse commands are available within a graphic window Mouse Action Event Description Left click and drag down and right Magnifies the area within the drag release Right click Zoom out Double click on legend entry Turns the selected curve on or off 4 4 Graphics Buttons The buttons shown in Figure 4 1 will display charts of the computed results when enabled after an analysis If the program feature required to generate a graph is not activated the corresponding button will not be enabled Ge P 0 m F UE E5 Ae o OS rests u i Fa ET E C 2a 12 od E Figure 4 1 Graphics Buttons aa m i RR 4 5 Graphics Menu The graphics pull down menu is shown in Figure 4 2 Graphs for which button exist on the button bar have the identical icon shown in the menu entries 67 Chapter 4 Graphics and Charts Pile Soil Geometry R Summary Charts of Soil Properties R R p y Curves E al User Input p y Curves Lateral Deflection vs Depth Bending Moment vs Depth Shear Force vs Depth Mobilized Soil Reaction vs Depth Mobilized Pile El vs
125. ctored Load Combinations for LRFD Analysis ien sinetsi ias TE suahea tous peda insabeansieny oa ia EEE E E EE ATi 65 Figure 3 54 Dialog for Axial Thrust Forces for Computation of Interaction Diagram 66 Figure 4 1 Graphics Buttons neninn lola nie eat iat EN A RSTS 67 Figure 4 2 Pull down Menu for Graphics 2 4 46s008 Gates eae RG RASe 68 Figure 4 3 Example of Summary Graphs of Soil Properties 0 0 0 0 eee eeseeeeceeeeeeeecsaeenseeeseeeenees 69 Figure 4 4 Example of View Results Window eecesscesssecesecssecesseecsaecsseeesceesaeecsaecnaeenseeesaees 69 Figure 4 5 Sub menu for Pile head Stiffnesses versus Force and Moment e sc eeeeeeeeeeeeeeee 72 Figure 4 6 Sub menu for Pile head Stiffnesses versus Deflection and Rotation cee 13 Figure 4 7 Example of Table for a Report Graph esssseeesesesesesresseseresresseseresresseseresressesnresresseese 75 Figure 4 8 Plot Drop Down Menu eessssssesesssesesessessresresseessesresstesstsersstesseseresressesersstenseseresressesee 76 Figure 5 1 General Description of Example 52 24 2740 ba es MAken eae 80 Figure 5 2 Dimensions and Properties Entered for Example 1 oo cece eeeeeeceeeseeessecnseeneeeeenees 81 Figure 5 3 Generated Curve of Lateral Load versus Maximum Moment for Example 1 83 Figure 5 4 Generated Curve of Lateral Load versus Top Deflection for Example 1 83 xi Figure 5 5 Curve of Deflection versus Depth for Example
126. curve at bottom of layer Inches or meters 3 14 4 2 p value for curve at bottom of layer lb inch or kN m 3 15 Properties for API soft clay with J 3 15 11 Effective unit weight at top of layer Effective unit weight in pcf or kN m 3 15 1 2 Undrained shear strength at top of layer Shear strength in psf or kPa 3 15 1 3 Strain factor E50 at top of layer Strain factor s dimensionless enter 0 for internal default value 3 15 1 4 Parameter J at top of layer dimensionless 160 Chapter 7 Line by Line Guide for Input 3 15 Properties for API soft clay with J 3 15 2 1 Effective unit weight at bottom of layer Effective unit weight in pef or kN m 3 15 2 2 Undrained shear strength at bottom of layer Shear strength in psf or kPa 3 15 2 3 Strain factor E50 at bottom of layer Strain factor s dimensionless enter 0 for internal default value 3 15 1 4 Parameter J at bottom of layer dimensionless 7 6 PILE BATTER AND SLOPE Command Table 7 22 Pile Batter and Ground Slope Properties Pile Batter and Slope Properties Lines 1 Ground slope degrees 2 Pile batter degrees 7 7 TIP SHEAR Command Table 7 23 Tip Shear Curve Properties Tip Shear Properties Lines 1 Number of points integer Repeat Line 2 for all tip shear points 2 1 Point number Maximum coarse aggregate size in
127. d input dialogs are improved in Version 4 to help the user enter data conveniently with default values provided More than 100 error checking messages are added into Version 4 0 e Files opened recently will be listed under File menu New options for graphics title legends and plot of rebar arrangement are incorporated into Version 4 0 e New data and formats are added to the output file in Version 4 0 1 2 11 LPile Plus 5 0 for Windows 2004 LPile Plus 5 0 was developed to meet needs for more versatility Two more p y criteria were added into the program The feature of specifying soil movement became a standard in the program The user can use a presentation graphics utility to prepare various engineering plots in high quality for presentations and reports The new features for this version can be summarized as follows e Version 5 allows the user to define multiple sections with nonlinear bending properties This feature permits the designer to place reinforcing steel on sections of a drilled shaft as needed depending on the computed values of bending moment and shear Chapter 1 Introduction e Version 5 allows the user to enter externally computed moment vs EI curves for multiple sections e Version 5 can analyze the behavior of piles subjected to free field soil movement in lateral direction Free field displacements are soil motions that may be induced by earthquake nearby excavations or induced by unstable soils e The p y crit
128. d of 88 8 kN the nominal bending moment capacity Mnom Was taken from the curve as 731 8 kN m For design a resistance factor for moment capacity equal to 0 65 was assumed which gives a factored ultimate moment capacity of 475 7 kKN m The computations for nominal moment capacity could have been done for only the one axial load level however the full interaction diagram was developed to demonstrate the influence of axial load for this particular problem As seen in Figure 5 8 an increase in the axial load up to a point will increase the value of the moment capacity so the axial thrust load was not multiplied by the global factor of safety to get the moment capacity In earlier versions of LPile the user had to select a constant value of bending stiffness to use in an analysis This is no longer needed as LPile will automatically vary the value of bending stiffness in proportion to the bending curvature developed in the pile The load deflection curves and moment versus shear force curves for free head conditions are shown in Figure 5 11 and for fixed head conditions are shown in Figure 5 12 The scales of the two figures have been set equal to aid comparing the two sets of graphs The free head shaft reaches its nominal moment capacity at a shear load of approximately 530 kN and its factored moment capacity at a shear load of 346 KN at a deflection of 0 035 m The fixed head shaft reaches it nominal moment capacity at a shear load of 550 KN
129. data editing dialogs of LPile immediately before every analysis is made The computation functions in LPile begin by reading the input data file The general format is a series of key words that denote the start of a section of data The key words may be entered in any order but the order of input in each section must follow a specific sequence The content of the input data file is designed to be easily understandable by the user 7 1 Key Words for Input Data File The following table lists the key words that define sections of data The key words may be entered in any order Table 7 1 Key Words for Definition of Input Data Input Command Word Data Type Defined by Key Word TITLE Title lines for data file five lines OPTIONS Program and analysis options SECTIONS Pile section and material properties AXIAL THRUST LOADS Axial thrust loads used in nonlinear moment curvature computations SOIL LAYERS Soil profile dimension and soil properties used for p y curve computations TIP SHEAR Tip shear versus lateral tip movement data PILE BATTER AND SLOPE Pile batter and slope data LRFD LOADS Unfactored loads for LRFD analysis LRFD FACTORS AND CASES Load and resistance factors and load combination data LOADING Pile head boundary conditions and loading data for conventional analysis SOIL MOVEMENTS Soil movement versus depth data GROUP EFFECT FACTORS Group effect factors p and y multiplier dat
130. depth coordinates is the pile head which is the point of application of boundary conditions and corresponding loads A positive value for the Top Layer entry indicates a distance measured downward from the top of the pile A negative value indicates a distance measured above the top of the pile only used for when the pile head is embedded below the ground surface The value of zero may be used in the first layer if the pile head is at the level of the ground line Bottom of Soil Layer Below Pile Head Values for the bottom of the soil layer are also entered according to the origin of coordinates The coordinate of the bottom of each layer should 41 Chapter 3 Input of Data always be equal to the coordinate of the top of the immediately consecutive layer The bottom of the last soil layer must at least reach the same depth as the bottom of the modeled pile Soil Properties The last column contains a context sensitive button that varies depending on the p y curve soil type selected The table button activates a soil type specific data entry dialog where the user enters effective unit weight shear strength parameters and any other required soil rock property parameters depending on the soil type selected Descriptions follow 3 5 1 1 Comments on p y Curve Models The following comments are made above the different p y curve models With the exception of the silt model for cemented c materials all of the models are based on load test
131. discussion of this pull down menu Data Buttons The group of buttons shown in Figure 2 7 provides access to the data editing commands in the different modes of analysis Salai ob Seale ca ala a Buttons Available for Conventional Analysis L 1T f vA O w er E infomation Options Propertes Properes _ tora i8 k ap E2 b Buttons Available for LRFD Analysis EA A Project Program Pile Information Options Properties c Buttons Available for Compute Nonlinear EJ Only Analysis Figure 2 7 Data Buttons for Different Analysis Modes 2 2 4 Input Data Review Buttons Two buttons are provided to review the input data in graphical form The upper button shown in Figure 2 8 displays the pile and soil layer profile and the lower button presents a set of charts for reviewing the input soil and rock properties ee Figure 2 8 Input Data Review Buttons 2 2 5 Computation Pull down Menu The Computation pull down menu shown in Figure 2 9 is provided to access commands to analyze the input data and to view the input and output report files generated during an analysis 13 Chapter 2 Installation and Getting Started gt Run Analysis View Input Text File View Processor Run Notes View Output Text File Text Viewer Figure 2 9 Computation Pull Down Menu 2 2 5 1 Run Analysis This command analyzes the current input data Analyses can be performed successfully only after all dat
132. dition axial side resistance may be degraded along the permanent casing if the permanent casing is placed into a pre drilled hole X Add Section Insert Section Delete Section Cancel OK Figure 3 18 Tab Sheet forShaft Dimensions of Driled Shaft with Casing and Core The values entered for the wall thickness values of the casing and core may be zero to model a shaft without a casing or core This feature enables one to model a drilled shaft with a structural steel insert This is done by entering a set of core diameter and wall thickness that has a moment of inertia equal to that for the structural steel insert An example of the computation of an equivalent is as follows Suppose that a 14x89 H pile is being used as a structural insert The flange width is 14 7 inches and the moment of inertia is 904 inf The equivalent wall thickness of a pipe section of the same width is d Shit 14 7 414 78 DOOD oO oO m m t 0 866 in 2 2 The moment of inertia will be computed as a check on the computation for t The check computation yields a result of 903 90 inf which is acceptable because a closer match would have required more significant digits for t 34 Chapter 3 Input of Data The tab page for material properties of the casing and core is shown in Figure 3 19 Also shown on this tab page is the check box to indicate if the core is filled or unfilled with concrete Section Type Sh
133. duct of the measured modulus of a rock core specimen times the modulus reduction ratio Strain factor k rm may be set equal to the compression strain at 50 percent of qu measured by a uniaxial compression test Figure 3 26 Dialog for Properties of Weak Rock User Input p y Curves Data for user input p y curves are input using two linked dialog boxes The first dialog box is used to enter values of effective unit weight at the top and bottom of the soil layer and to open the input dialog box for entry of the p y curve data 43 Chapter 3 Input of Data 1 Top 2 Bottom Effective Unit User Input p y Curves Weight kN m 3 to 1 p y Curve for Layer 2 0 2 p y Curve for Layer LPile linearly interpolates over the vertical depth to compute load transfer values between the upper and lower curves Values of effective unit weight are used to compute vertical effective stress in layers below this layer Figure 3 27 Dialog for Effective Unit Weights of User input p y Curves The second input dialog box is used to enter the p y curve data The user may enter data in one of three ways The user may add enough rows to accommodate the data and enter the data manually the user by paste the data into the table via the Windows clipboard or read an external text data file The input dialog is shown below The graph in the dialog shows the current data It may be necessary for the user to move the cursor to an adjacent cel
134. e 8 ssssnssssesesssesessseessessressersseresseee 104 Figure 5 31 Comparison between Measured and Computed Bending Moment versus Depth for the 5 m Pile of Example 8 s cccsscgscccaeds iccsscaveseondes cceicasteeloseasavecnaeucaveadeauene 104 Figure 5 32 Shaft and Soil Details for Example 9 esesssseesesesessssessesssesressessresreesersresreeseeseeseeesee 105 Figure 5 33 Moment versus Curvature for Sections 1 and 2 Example 9 0 0 0 eeeeeeeeeeeeeeteees 107 Figure 5 34 Lateral Deflection and Bending Moment versus Depth Example 9 0 0 0 107 Figure 5 35 Top Deflection versus Pile Length Example 9 oo eee ese esseceseeeseeeeneecnneenseenees 108 Figure 5 36 Summary Plots of Results for Example 10 0 ee eeeeeseeeseceeeeeseeesaeessaeenseeees 109 Figure 5 37 Excerpt from Summary Report of LRFD Loadings Example 11 0 110 Figure 5 38 Message for Successful LRFD Analysis for Example 11 00 eee eeeeeneeeeeeeeee 110 Figure 5 39 Pile and Soil Profile for Example 12 0 0 eee eesecsseceseeeeseecaeceeesseeeeneecnaeenseenees 111 Figure 5 40 Lateral Spread Profile versus Depth for Example 12 0 0 cece ceeceeeseeeneeesteeeeeeeees 112 Figure 5 41 Summary Graphs for Example 12 00 0000 sscesscesseeeseeeeseceteeesoneescetssesenecesoeteseetsees 112 xii Figure 5 42 Pile head Load versus Deflection Curves Using Original and Modified p y Curves for Stiff Clay without Free Water and Percentage Reduction in Stiffness for Example 13 c5sascetisavavciais
135. e Annulus to Edge of Bar in 3 2 Bar Bundles 3 Bar Bundles 7 Automatically positon bars in circle Edit Bar Positions Offset Reinforcement Pattern from Centroid of Section 0 Bar Spacing 5 23 Area of Steel 11 06 Percentage of Steel 1 15 Figure 3 16 Tab Sheet for Rebars for Drilled Shaft with Permanent Casing The tab page for casing material properties shown in Figure 3 17 is visible only for the drilled shaft sections that utilize permanent casing The material properties required for permanent casing are the yield stress and modulus of elasticity Section Type Shaft Dimensions Concrete Rebars Pipe Casing Core Steel Pipe Casing and Core Material Properties Yield Stress of Casing Ibs in 2 36000 Elastic Modulus of Casing Ibs in 2 29000000 0 29000000 Steel pipe casing and core diameters and wall thicknesses are entered on the dimensions page Figure 3 17 Tab Sheet for Casing Material Properties for Drilled Shaft with Permanent Casing 3 4 8 Drilled Shaft with Permanent Casing and Core The properties of drilled shafts with permanent casing and core are defined by the length and outer diameter of the casing the wall thickness of the casing and core the yield stress and modulus of elasticity of the casing and core the number positions yield stress and modulus of elasticity of the reinforcing steel bars and the compressive strength of concrete In addition the user may specify whether or not the
136. e EI or curvature value second with one data pair per line A maximum of 150 data points may be entered It is important for the user to understand that LPile cannot validate the input data for nonlinear bending Consequently it is left to the user to examine the charts of the input data and to verify that the input data is correct 3 5 Lateral Load Transfer Relationships Three types of data can be entered in LPile to define the lateral load transfer relationships between the pile and soil Most basic of these are the definitions of soil layering soil types and soil properties used to compute the lateral load transfer p y curves The soil layering and p y curves are discussed in Section 3 5 1 The p y curves can be affected by the combined pile batter and ground slope The input of pile batter and ground slope angles is discussed in Section 3 5 2 The p y curves may be modified by the p y modification factors to account for the effects of group action for pile groups and earth retaining structures The input of p y modification factors is discussed in Section 3 5 3 It is also possible to define lateral load transfer at the tip of the pile in addition to p y curves that define lateral load transfer along the length of the pile The tip shear versus tip movement curves are generally important only for short piles for which significant movement of the pile tip can develop The development of tip shear is highly dependent on the construction pr
137. e Head Stiffness Matrix Values input required Compute Push over Analysis input required Compute Pile Buckling Analysis input required Loading Type and Number of Cycles of Loading Static Loading CyclicLoading Number of Cycles ol Convergence Tolerance on Deflections in 1E 5 Limit on Excessive Deflection of Pile Head in 100 Output Options Generate p y Curves at User Specified Depths input required Print Summary Tables Only Internet Update Notice Query Check Internet for Program Update on Program Startup Print Pile Response Every 1 nodes Text Viewer Options Use Internal Text Viewer faster Use External Viewing Program _ C Windows notepad exe Figure 5 59 Program and Setting Dialog Showing Check for Inclusion of Loadings by Lateral Soil Movements BNOAMAN SO Depth BelowPile Head t 6 Lateral Soil Movement in Point Depth Below Pile Head ft Lateral Soil Movement in 1 AddRow InsertRow Delete Row File Name View Edit File Read Values from File Paste values from Clipboard text _ The soil movement profile is input as soil movement values versus vertical depth below the ground surface to the tip of the pile All soil movement values below the deepest point are assumed equal to zero To read a file with soil movement vs depth data first specify the filename by using the Browse button
138. e and bending properties of the embedded pole The rectangular circular and pipe sections may be tapered with depth The H pile sections and embedded pole sections cannot be tapered with depth 26 Chapter 3 Input of Data In the case of tapered sections the section dimensions at top and bottom of section are check to determine if the section is tapered or not If the section is tapered values of cross sectional area and moment of inertia are recomputed from the cross sectional dimensions interpolated with depth and the input values for cross sectional area and moment of inertia are ignored If the section is not tapered the input values for cross sectional area and moment of inertia are used in computations In the case of the embedded pole section the p y curves are computed using the diameter of the drilled hole and the bending stiffness is defined by the properties of the embedded pole In general it is advised that the embedded pole option be used only if the backfill placed around the pile has a shear strength that is more than ten times the shear strength of the surrounding soil profile The purpose of the input is to define the bending stiffness of the pile LPile is capable of computing the moment of inertia at each nodal point in the section from the structural dimensions interpolated over the length of the pile Thus for many tapered sections the moment of inertia varies nonlinearly with depth The elastic sections are t
139. e first year of the software purchase One calendar year of maintenance is in effect for the first year after purchase Annual maintenance policy and the invoice will be sent to the user in advance before the maintenance contract expired Chapter 1 Introduction 1 3 1 Upgrade Notifications and Internet Site Subscriptions for software updates are available for a fee contact Ensoft for latest pricing All users who are subscribed to the software update compact disk service and who keep their current address on file with Ensoft will receive update compact disks by mail quarterly when new versions become available All users with active maintenance subscriptions may also obtain updates from Internet via the Ensoft website at http www ensoftinc com plus additional information on software updates program demos and new applications technical news and company information 1 3 2 Renewal of Program Maintenance The cost to renew program maintenance will depend on the length of time for which the program maintenance has been expired The pricing policy for renewing program maintenance can be found on the Ensoft website at http www ensoftinc com 1 3 3 Changes of Support Policy The software support policy and associated expenses are subject to change without notice as many of the costs associated with technical support are outside of Ensoft s direct control However any change of policy will be provided during telephone calls for sof
140. e identical as they should be 5 16 Example 16 Pile with Distributed Lateral Loadings This example was provided as an example of pile with distributed lateral loading In this example the pile extends 20 feet above the ground surface and the distributed lateral load is a uniform loading of 50 lbs inch The uniform distributed loading can be checked by evaluating the computed shear force and bending moment at the ground line The computed shear force at the ground line is 50 240 12 000 Ibs 50 0 20 V f Pod Pp X 0 The computed bending moment at the ground line is M pp e soy 240 22 1 440 000 in Ibs A check of the output report for values of shear and moment at a depth of 20 feet 240 inches finds that the compute shear and moment are 12 000 lbs and 1 440 000 in lbs as expected 5 17 Example 17 Analysis of a Drilled Shaft This example is provided as an example of an analysis of a drilled shaft bored pile that was constructed with two sections of different diameters 42 and 36 inches The pile and soil profile for this example are shown in Figure 5 47 This is an example of a drilled shaft that was constructed using a temporary casing that extended through the upper sand layer and was sealed into the underlying clay layer A single diameter cage was inserted the full length of the shaft with the diameter of the upper section six inches larger than the drilled diameter of the lower section This resu
141. e loadings for the second analysis were a V of 164 KN 37 kips and P of 88 8 kN 20 kips The computed deflection at the top of the pile was to be 4 0 mm 0 16 in and the maximum bending moment was 186 kN m 138 5 ft kips a value that is well below 657 kN m 485 ft kips that would cause the pile to fail The next step is to find the value of P that will develop a bending moment in the pile of 657 kKN m 5 815 in kips Deflection m 0 0005 0 0 0005 0 001 0 0015 0 002 0 0025 0 003 0 0035 0 004 O Depth m Figure 5 5 Curve of Deflection versus Depth for Example 1 Second Analysis The curve shown in Figure 5 6 shows that the maximum bending moment occurs at the top of the pile where it is fixed against rotation If the pile head is permitted to rotate slightly the negative moment at the pile head will decrease and the value of the maximum positive moment now at a depth of 2 9 m 9 5 ft will increase Further it is of interest to note that the bending moment is virtually zero at depths of 5 m 16 4 ft and below The input data and output files have the filename LPile 7 Example 1 HP 14x89 in sloping ground These file are found in the Examples folder with the program The filename extensions for the files are shown below These files are not shown in this User s Manual due to their length 84 Chapter 5 Example Problems Bending Moment kKN m R00 180 160 140 120 100 80 60 40 _ 20 0
142. e od oe od DES od od eaaa m AAAA A aaa 8 aaa A paaa d AAAA dtodd madda a adaa iS P P P Pa P P P Pea P aada I Es a hihid iN N P P A P NA N P KE FA PA P N N N N NA RA E aaa n AAAA A aaa at aaa A AA NEA NE P P PA Pa PA NA NES o P P Pa P N N N P PA PE IN P P PA P P P P N P P P P Aa Pa a P R N RE paaa m AAAA A iaia A aaa a aaa 0 AAAA AAA A P P Pa Pa P a Pa dod a iai d S pidid o biai INA NEA PE P Pa PA PA WA NA PES 2 PA P Pa P N PE N P PA PE aad E aaa dod Paaa AAA aaa a aaa A Weak Rock Figure 5 47 Pile and Soil Profile for Example 17 Layer 2 Depth 19 00 to 40 00 ft padda aada s 88888288B m De oo ee2fsFsseer es Petes Sebel oelobelodde ee Ff Fe Rid odd Sdiy ul JUQWOY i EP ES a PP SP Ms ES ES ES ES ES ES iS SS POWs es Ds Ds Ps Ds Dis ics is as es 0 0004 Section 2 Thrust 100 00 kips 0 0003 100 00 kips V 118 0 0002 Curvature radians inch 0 0001 Section 1 Thrust ir 5 000 4 000 3 000 2 000 1 000 48 Moment versus Curvature for Dual Section Drilled Shaft of Example 17 This example is based on Example 17 except that a permanent casing is modeled for the upper section The nominal moment capacities of the upper and lower sections are 47 900 and Figure 5 12 200 in kips and the ultimate factored using a resistance factor of 0 65 are 31 100 and 7 950 5 18 Example 18 Analysis of Drilled Shaft with Permanent Casing Chapter 5 Example Prob
143. e too large for Microsoft Notepad to handle so other text editors Microsoft WordPad for example might need to be used Often some versions of Microsoft Windows will automatically switch to the alternative program without intervention by the user Output report files usually contain the following information 1 Authorized user name company and security device serial number information 2 The date and time of the analysis 3 When nonlinear bending sections are part of the data the output will contain results of computations of nominal bending moment capacity and nonlinear moment curvature including bending stiffness as a function of axial thrust force including a report of the input data as well as tables of the computational results 4 A report of input data for pile analysis Users are strongly recommended to check this report of input data for mistakes If selected reports for selected p y curves at user specified output depths 6 Tables of computed values of deflection bending moment shear soil resistance and related information as a function of depth for the pile 7 Reports of convergence performance of the finite difference approximations providing data about the maximum moment and lateral force imbalances observed during execution maximum imbalances should usually consist of small numbers 8 Summary tables containing information about the results and number of iterations performed until convergence was reached 9
144. ea ncee onameus ta econ a a a e o A 166 Appendix Input Error Messages 2 00t 8 nein Q ict ia E a E EN 168 Appendix 2 Runtime Error Messages sssessesssesesesesseetssressresseesseeessseessresseesseeesetessseesseessesset 172 Appendix 3 Warning Messag s mcenccsnnsndnoniine iins nnr iee oi i a E siina 174 ix List of Figures Figure 1 1 Pile head Stiffness Components 0 4255 Ks ee SS ee aE as Figure 2 1 Options for Type of License Installation eee eeeeeeseeeneeceneceseeeeaeecsaeeneesseeeaees Figure 2 2 Options for Type of Network Installation eee eeceeeseecseceseceeeeeeseecsaeeneesseeeenees Pisure 273 heck for Update Query s ic ices corte cced ius cent entet at sc Ronen RE E E KESA Figure 2 4 Principal Operations of Pile s2 ci2e2 nie eedataetled eases aie dela e agate tiated Figure 2 5 File Pull Down Menuisicce 2 scesievers nl ee teeeeediiecs dees NL eee Ries Fig re 2 6 Pile BUNS i osergd esr sesos na At toast a nbs E Te R EEES aE Figure 2 7 Data Buttons for Different Analysis Modes eesseeseesesesseresseseresressesererresserererreesesse Figure 2 8 Input Data Review Buttons seesesseseeseeesesseesersesresstessesrssreseserssressesererresseseresrenseset Figure 2 9 Computation Pull Down Menu sseseeeeseseeseesrssesresseesreserssteseseresresseseresresseseresressesse Figure 2 10 Run Analysis and View Report Buttons eessesesssessessesessresseserssressesererressesererreeseese Figure 2 1 UGraphtes BUttons naai ai ea
145. eceeeeeceeeeeceeeeecseeeeenneeeees 73 4 5 22 Pile Buckling Thrust versus Top Deflection eee ceeseceeseceseeeceeeeeeeeeeeseeeeeeneeeees 74 4 5 23 Soil Movement versus Depth eee ceeescessneceencecessceceeaceceenceceeceeceeeeceeeeeceeeeeeeeeeeees 74 4 5 24 Presentati n Charts 2s525 u cauzsasctanconageneesseaa ance a E E TARR S 14 AZ6 Plot Me T PEETA EAT E T E E AEE A EE heitccs 76 Chapters Example Problems ea utara a sae E ep aa seams antes Sener aon gastemenn TW 5 1 Example 1 Steel Pile in Sloping Ground 0 0 0 0 eeccessecesceceecceceseceesseceenscceessccesnecessees 79 5 2 Examples 2 Drilled Shaft in Sloping Ground 0 eee eee eeseeceeneeceeeeeceeeeeceeeeeceeeeeeeteeeesaes 85 5 3 Example z Olis Ore Pipe sel ea renceresen gue shotiunaat ans eauend aun satel tits aE 91 5 4 Example 4 Buckling of a Pile Column eee eecceceencecssececesneeceeneeceeneeceeeeeceeeeeseeeesaes 95 5 5 Example 5 Computation of Nominal Moment Capacity and Interaction Diagram 97 5 6 Example 6 Pile head Stiffness Matrix 0 ccscccssscecssccecseccecsscceesseceenscceensecessseceenseeeenees 99 5 7 Example 7 Pile with User Input p y Curves and Distributed Load ou eee 101 5 8 Example 8 Pile in Cemented S alice 025 eilssntiosnaecpievsonds sucay vate nastusiesause sper easeaacees satuaneeeee 102 5 9 Example 9 Drilled Shaft with Tip Resistance ceecceescecssneeceeececeeececeeeeecseeeeeeeeeeees 105 5 10
146. ed EI value Therefore the user should also pay attention to the variation of ET versus moment for nonlinear piles In general the moment distribution in the pile is not affected much by the EI used in the computation However if the deflection is more critical for the design then analysis using nonlinear values of EI should be done Curves showing the development of moment versus curvature for various axial thrust values are shown in Figure 5 22 The curves showing the greatest amount of ductility are the curves with tensile axial thrust loadings In general the amount of ductility decreases as the axial thrust level increases 97 Chapter 5 Example Problems Moment in kips 0 0002 V Thrust 250 00 kips V _ Thrust 200 00 kips V Thrust 800 00 kips V _ Thrust 1400 00 kips V _ Thrust 2000 00 kips V Thrust 2600 00 kips 0 0004 0 0006 0 0008 Curvature radians inch V e Thrust 125 00 kips V Thrust 400 00 kips vV Thrust 1000 00 kips V Thrust 1600 00 kips V Thrust 2200 00 kips V Thrust 2800 00 kips V Thrust 0 00 kips MV Thrust 600 00 kips M Thrust 1200 00 kips V _ Thrust 1800 00 kips V Thrust 2439 00 kips Figure 5 22 Moment versus Curvature for Example 5 Curves of bending stiffness versus bending moment are shown in Figure 5 23 In general three ranges of EI magnitude can be
147. ed by soils in a negative slope is thus increased e Batter Angle The sign convention that is used to account for battered piles also depends on the direction of the applied lateral load and is shown in the figure 3 5 3 p y Modification Factors This input dialog allows the user to enter modification factors for soil resistance p and or lateral movement of the pile y at specified depths A maximum of 80 entries of modification factors for p y curves may be used in an analysis The program allows the input of modification factors for any depths of the soil profile The p y modification factors only apply to p y curves that are internally generated by the program If the user requests a report of internally generated p y curves the output curves will include the changes produced by the specified p y modification factors An example of this input dialog is shown in Figure 3 30 45 Chapter 3 Input of Data Ground Slope and Batter Pile dimensions are not to scale Ground Slope Flat Inclined Batter C Vertical Battered Ground Slope Angle deg 15 Pile Batter Angle deg Pile head elevation 0 000 ft Pile embedment is determined from the soil layering coordinates The origin of the soil layering coordinate system is located at the pile head Enter positive values for pile embedment if the pile head is above the ground surface and negative values if the pile head is below the ground surface This value should also be ent
148. eeeseeseseeersaaeess 2 1 2 8 LPile Plus 3 0 for Windows 1997 cccccessssscececccecsesesssecececeeeesessrseceeeseeseeeeenteaeees 3 1 2 9 LPile Plus 3 0M Soil Movement Version for Windows 1998 cccccccccessesseeees 4 1 2 10 LPile Plus 4 0 4 0M for Windows 2000 c cccccccssssssssecesececessessnseceeeeeesesenenseaeees 4 1 2 11 LPile 5 0 for Windows 2004 ccccccccccccscsesesscececececsesessesecececeeeesessseeeeeeceseeesenseaeees 4 1 2 12 LPile 6 for Windows 2010 so oi cae Sia wa Me tales Ra nin teal Wart Sete wdasedeeule Mua tons 5 1 2 13 LPile 2012 for Windows Data Format 6 Ver 2012 6 01 through 2012 6 37 5 1 2 14 LPile 2013 for Windows Data Format 7 00 00c0cccccccssssesesesessseseseseseseseseseseseseseeees 6 l 3 Technical SUpport n ee a a a a endear a ied ea eee eee 6 1 3 1 Upgrade Notifications and Internet Site sseeeeeseeseesesesesresseesresressresrserrsressreeresresseeses 7 1 3 2 Renewal of Program Maintenance eseessecssecsseeesscecsaeceseeeseeesseecsaecsseesseeesneeenaeen 7 1 3 3 CHANGES OF Support POLICY neosasani n e a E A ieS 7 Chapter 2 Installation and Getting Started lt c4s tesa ee et a A 9 2 1 Installation and Computing Hardware Requirements sssesseeeseseereeseessesreeseessesrreseesseseessee 9 Deli SUH SW SOR Version norena a ea St a aac snc S EEE E EEE a 9 Dod NEtWOrK NV erson tan coeuta data rea tau lid a Aol halls ty ae tala ce age iet ed S 9 De MSE
149. eeseeeseeeeseceseeeeneeenees 126 5 25 Example 25 Verification of Elastic Pile in Elastic Subgrade Soil 129 5 26 Example 26 Verification of P Delta Effect 2 cccc0i iste icine nr alien eed 129 Chapter 6 Validatioi eesto Ged shes Sea Rac rnt Gwe Gees beeen a a aa Ee tase a eaii 132 Ga TROUGH i ea r e E a A ES ined E E E EME S TAES 132 02 Case Studie S in ak cent a a heed a ae A gale temas et 132 6 3 Verification of Accuracy of Solution sesseesesssesseesseesseresseessseesseesseesseresseessseessresseessee 134 6 3 1 Solution of Example Problems si c cassccciaasscicdedasesesseveesdacaensdea en desedacesustacevaredentancess 134 6 3 2 Numerical Precision Employed in Internal Computations eeeceeeeeeeeeeeeeeeteees 135 6 3 3 Selection of Convergence Tolerance and Length of Increment ss sseessssssessseseeseee 135 6 3 4 Check of Soil Resistance sisisinissisiiisisiiiinsesansiiesinnsi iiaii 137 6 3 9 Check of Equ Hit a5 35 5s ens teas ces naz de eae tence vas css eens tac oe naa Ea tase ge scenes ache sae EE 137 6 3 6 Use of Non Dimensional Curves ic c2 csi cote ocean ecvisee deca dende teins eed eee eae 139 6 3 7 Use of Closed form Solutions eseeessscesceeeeeseeceseeeenceeceecoeecsseesenseeaeesoneeseeesees 139 6 3 8 Concluding Comments on Verification ceesceceeececeseeeceeneeceeececeeeeeceeeeenteeeenaeees 141 Chapter 7 Line by Line Guide for Inputs scccc dscccstescasesbavseskevesaieecnsavevaca
150. efined using the soft clay criteria See the output report file for more details Warning Message No 3041 An unreasonable input value for shear strength has been specified for a layer defined using the soft clay criteria The input value is greater than 1 250 psf 8 68 psi Warning Message No 3042 An unreasonable input value for shear strength has been specified for a layer defined using the soft clay criteria The input value is greater than 59 85 kPa See the output report file for more details Warning Message No 305 Too many values were calculated for moment curvature This may indicate that the pile is too weak or is under reinforced You should examine your input data and increase the amount of steel reinforcement if necessary Warning Message No 3051 An unreasonable input value for shear strength has been specified for a layer defined using the stiff clay with free water criteria The input value is less than 500 psf 3 47 psi Warning Message No 3052 An unreasonable input value for shear strength has been specified for a layer defined using the stiff clay with free water criteria The input value is greater than 8 000 psf 55 55 psi Warning Message No 3053 An unreasonable input value for shear strength has been specified for a layer defined using the stiff clay with free water criteria The input value is less than 23 94 kPa Warning Message No 3054 An unreasonable input value for shear strength has been specified for
151. elp Pull down Menu The Help pull down menu provides commands to view the manuals for LPile descriptions of messages information on technical support and program updates to LPile The Help pull down menu is shown in Figure 2 12 Descriptions of the pull down menu commands are described in the following sections Contents LPile Manuals gt User s Manual List of Input Error Messages eee List of Runtime Error Messages List of Warning Messages About the Version Numbers Information on Technical Support Check for Updates to LPile About LPile Figure 2 12 Help Pull Down Menu 2 2 11 1 Contents The on line help system is accessed through this command 16 Chapter 2 Installation and Getting Started 2 2 11 2 LPile Manuals This command opens a side menu to commands to view the User s Manual and Technical Manual for LPile These manuals can also be opened from the Windows Start Menu 2 2 11 3 List of Input Error Messages This command opens a dialog that lists the input error messages generated by LPile The full list of input error messages is listed in Appendix 1 2 2 11 4 List of Runtime Error Messages This command opens a dialog that lists the runtime error messages generated by LPile The full list of runtime error messages is listed in Appendix 2 2 2 11 5 List of Warning Messages This command opens a dialog that lists the warning messages generated by LPile Note that when warning message are displayed computati
152. eoe ara S EAO N AENT AAEE ATEA ETS Figure 2 12 Help Pull Down Menu aos eid cy is ee eaten ade deen le evade Meet Figure 2 13 Example of Help About LPile Dialog ceeceeeeceeeccesscesenseecenseeceencecennescetteceesnees Figure 3 1 Data Pull Down Menu ecole ec iat ns octed ra aidleedi ey Sicha eae ices dle ty ica iheadaa nde aes Figure 3 2 Buttons for Data Entry and Manipulation for Conventional AnalySis eee Figure 3 3 Buttons for Data Entry and Manipulation for Computation of Nonlinear EI MOD a AEE eased states EEEE Figure 3 4 Buttons for Data Entry and Manipulation for LRFD Analysis 0 cece eeeeeeeeeeeee Figure 3 5 Example of Project Information Input Dialog 0 eee eee eeeeeeeeeeeeeenneenteeneeeeenees Figure 3 6 Program Options and Settings Dialog c 2sndcccnntGed eke end age eet Figure 3 7 Pile Section Section Type Tab wcs iecciscsecssavsvessxevavebeveanaievacavsacenesancasaanatesanecesendeneenedeens Figure 3 8 Dimensions Tab Page for Rectangular Concrete Section 0 0 0 cee ceeeeeeeeseceseeeeeeeenees Figure 3 9 Concrete Tab Page for Rectangular Concrete Section eee eeeceeeseeeseceseeeeeeeeaees Figure 3 10 Rebars Tab Page for Rectangular Concrete Section 0 0 0 eeeeeeeseeeeseecsseceseeneeeeeaees Figure 3 11 Rebar Layout Table for Rectangular Concrete Section 0 0 0 eeeeseesseceseeeeeeeenees Figure 3 12 Section Type Dimensions and Cross section Properties Dialog for Rectangular Concrete Section Showing Rebar Lay
153. eport for more information Runtime Error No 34 The computed value of soil modulus computed in soft clay is not a number This is due to one or more of the required soil properties being equal to zero See the output report for more information Runtime Error No 35 The default value of soil modulus computed in API soft clay is not a number This is due to one or more of the required soil properties being equal to zero See the output report for more information Runtime Error No 36 The computed value of soil modulus computed in API soft clay is not a number This is due to one or more of the required soil properties being equal to zero See the output report for more information 173 Appendix 3 Warning Messages Warning Message No 300 Multiple warning messages have been generated See the output report file for more details Warning Message No 301 An unreasonable input value for k has been specified See the output report file for more details Warning Message No 302 An unreasonable input value for friction angle has been specified for a soil layer defined using the sand criteria See the output report file for more details Warning Message No 303 An unreasonable input value for friction angle has been specified for a soil layer defined using the API sand criteria See the output report file for more details Warning Message No 304 An unreasonable input value for shear strength has been specified for a soil layer d
154. er and lower values of axial thrust for the second analysis An excerpt from the output report for Example 2a for the axial structural capacities is shown below Axial Structural Capacities Nom Axial Structural Capacity 85 Fc Ac Fy As 13031 123 kN Tensile Load for Cracking of Concrete 1424 929 kN Nominal Axial Tensile Capacity 2532 072 kN Using these values axial thrust values were entered ranging from 2 500 to 13 000 KN The resulting factored interaction diagram generated by the Presentation Graphics feature is shown in Figure 5 8 The corresponding graphs of moment versus curvature is shown in Figure 5 9 and EI versus bending moment are shown in Figure 5 10 86 Axial Thrust Force kN Chapter 5 Example Problems Factored Interaction Diagram 13 000 12 000 11 000 10 000 9 000 8 000 7 000 6 000 5 000 4 000 3 000 2 000 1 000 0 1 000 2 000 0 100 200 300 400 500 600 700 800 900 1 000 1 100 1 200 1 300 Bending Moment Capacity kKN m M f Section 1 Rf 1 00 V Section 1 Rf 0 65 V Section 1 Rf 0 70 v Section 1 Rf 0 75 Figure 5 8 Factored Interaction Diagram for Example 2a Moment vs Curvature All Sections f do 0 01 0 02 0 03 0 04 0 05 0 06 0 07 0 08 0 09 Curvature radians meter v Thrust 2500 00 kN Thrust 2000 00 kN Thrust 1425 00 kN Thrust 1000 00 kN M
155. er the Data menu M Include Loading by Lateral Soil Movements Activates Lateral Soil Movements under the Data menu M Include Modification Factors for Group Action Activates p y Modification Factors for Group Action under the Data menu Mi Compute Nonlinear Bending Stiffness Only If checked LPile will only compute the nonlinear moment curvature relationships for the non elastic pile sections entered If left unchecked LPile will compute nonlinear moment curvature relationships for all non elastic sections and perform computations of pile response under lateral loading using the nonlinear moment curvature relationships 3 3 2 Units of Input Data and Computations Here the user can specify either US Customary System USCS units pounds inches feet or International System of Units Syst me international d unit s or SI units kilonewtons and meters for entering and displaying data The setting for units last used is remembered by the program Whenever the program is started the default units are the engineering units used in the prior analysis If a data file is read by LPile the engineering units are switched to the units specified in the data file All input data is converted to consistent units of length and force before computations are made The consistent units are either pounds and inches or kilonewtons and meters 3 3 3 Analysis Control Options The Analysis Control Options are used to specify the maximum number of iteratio
156. ered as the upper elevation of the topmost soil layer In conventional analyses the axial loading acts along the axis of the pile and the shear load acts perperdicular to the axis of the pile In LRFD analysis the applied pile head forces are horizontal and vertical LPile transforms these forces into their axial and transverse components prior to analysis Cancel OK Figure 3 29 Dialog for Definition of Pile Batter and Slope of Ground Surface f bs p y Modification Factors EA Distance from Pile Head ft 1 0 9 25 0 9 25 0 75 1 35 0 75 1 Add Row Insert Row Delete Row Enter p y modification factors from the ground surface to the tip of the pile Usual practice is to enter a value of 1 0 for all y multipliers and to enter values less than or equal to 1 0 for the p multipliers Figure 3 30 Dialog for p Multipliers and y Multipliers versus Depth Below Pile Head Distance from Pile Head These values represent the depths where modification factor for p y curves are being specified Intermediate values of p y modification factors located between two specified depths are obtained by linear interpolation of the specified factors It is therefore necessary to have at least two entries of modification factors Modification factors must be entered in ascending order of depths p Multiplier The p multiplier values may be larger or smaller than one However in most cases these values are smaller than one to
157. eria for liquefiable sand developed by Rollins et al 2003 and p y criteria for stiff clay with user specified initial k values recommended by Brown 2002 were added into Version 5 0 e The types and number of graphs generated by Version 5 have increased over previous versions More importantly the graphs may now be edited and modified by the user in an almost unlimited number of ways e Many hints and notes were added into input windows to assist the user in selecting proper data for each entry 1 2 12 LPile 6 for Windows 2010 The procedures for computation of flexural rigidity ED of pile were completely rewritten and introduced for Version 6 The new procedures are more numerically robust and generally produce moment curvature relationships that are smoother and in the case of reinforced concrete sections slightly stiffer and stronger The input dialogs for structural sections now show the cross section of the pile that updates to illustrate the current section data The cross section number and type of reinforcement are drawn to scale The user can specify either US customary units pounds inches and feet or SI units kilonewtons millimeters and meters for entering and displaying data Most commonly used customary units such as lbs ft for shear strength and lbs ft for unit weight are used in Version 6 0 In general units of inches or millimeters are used for cross section dimensions feet or meters are used for de
158. ersion of the program against the latest update version available for download from www ensoftinc com 2 2 Getting Started A flow chart showing the menu choices and features of LPile is presented in Figure 2 4 The following paragraphs provide a description of the program functions and will guide the user in using the program ta Mens Menu a aii T Most menu commands are accessible via the button bar Figure 2 4 Principal Operations of LPile Start the program by navigating to the shortcut in the start menu and clicking on it The main program window will appear You should see a program window with a toolbar at the top with the following choices File Data Computation Graphics Tools Window and Help A button bar is displayed under the menu bar that provides quick access to most of the features of LPile 11 Chapter 2 Installation and Getting Started As a standard Windows feature pressing Alt displays the menu operations with underlined letters Pressing the underlined letter after pressing Alt is the same as clicking the operation For example to open a New File the user could press Alt F N in sequence Ctrl N or click File then New Additionally holding the mouse cursor over a button will show a help bubble that describes the button s function 2 2 1 File Pull down Menu The File pull down menu shown in Figure 2 5 is used to control basic file operations for input data files Most of these program functions
159. ertia in 4 Flange Thickness in Plas Mom Cap in lbs J Web Thickness in Shear Capacity Ibs 0 Elastic Mod Ibs in 2 Compute Mom of Inertia and Areas and Draw Section Copy Top Properties to Bottom This shape is used to model a round shaft or bored pile with permanent casing The designing engineer should be aware that bond development length for smooth casing may be uncertain due to the unquantifiable effects of casing cleanliness and method of concrete placement In addition axial side resistance may be degraded along the outside of the permanent casing if the casing is not placed using an impacthammer i e placed into pre drilled hole or driven using vibratoryhammer Figure 3 15 Tab Sheet for Shaft Dimensions for Drilled Shaft with Permanent Casing 32 Chapter 3 Input of Data The tab page for reinforcement is similar to that used for drilled shafts except that the label for the entry cell for concrete cover has be modified to indicate that the cover dimension is measured inside the permanent casing as shown in Figure 3 16 Section Type Shaft Dimensions Concrete Rebars Pipe Casing Core Reinforcing Bar Properties Yield Stress Ibs in 2 60000 Elastic Modulus Ibs in 2 29000000 Continue Rebar Pattern and Size from Section Abov fo Rebar Size Number Options Bar Size US Std 8 Number of Bars 14 Bar Bundle Options Single Bars Concret
160. es from File button The external file should be a text file with with the data entered one data pair per line separated by spaces commas or tabs Figure 3 31 Dialog for Tip Shear Resistance versus Lateral Tip Displacement In general shearing resistance at the pile tip would only be applicable to those cases where the pile is short with only one point of zero deflection along their depth In addition these curves are likely to make noticeable differences only when using large diameter shafts that deform largely by rotation without large amounts of bending The user may enter data in one of three ways The user may add enough rows to accommodate the data and enter the data manually the user by paste the data into the table via the Windows clipboard or read an external text data file The input dialog is shown below The 47 Chapter 3 Input of Data graph in the dialog shows the current data It may be necessary for the user to move the cursor to an adjacent cell to update the graph of the tip shear curve 3 5 5 Shift Pile or Soil Elevations Occasionally the user may have the need to raise or lower the position of the pile in the soil profile or may desire to check the entry depths of soil and rock layers against elevation data for the project site These actions can be performed by using the Shift Pile Elevation command under the Data pull down menu An example of the Shift Pile Elevation input dialog is shown in Figure 3
161. es of data and for display of graphics In addition new features were provided to check the Internet for new versions of the software and to open the User and Technical Manuals 1 3 Technical Support Although LPile was programmed for ease of use and increased feedback to the user some users may still have questions with regard to technical issues The Ensoft technical support staff recommends users to request technical support via email In all technical support requests via email please include the following information e Software version including maintenance release number obtained from the Help About dialog e A description of the user s problem or concern e Attach a copy of input data file files with extension lp7d to the email e Name and telephone number of the contact person and of the registered user or name and office location of the registered company Although immediate answers are offered on most technical support requests please allow up to two business days for a response in case of difficulties or schedule conflicts Technical help by means of direct calls to our local telephone number 512 244 6464 is available but is limited to the business hours of 9 a m to 5 p m US central time zone UTC 6 00 The current policy of Ensoft is that all telephone calls for software support will be answered free of charge if the user has a valid maintenance contract The maintenance support is free of charge within th
162. ess option is selected When enabled the selection of this command will show a curve of the K33 moment rotation versus pile top rotation 4 5 20 Pushover Shear Force versus Top Deflection This Graphics menu command is available only if the Pushover Analysis option was selected This graph may contain either one or two curves depending on the pile head fixity condition selected in the Controls for Pushover Analysis This graph shows the pile head shear force developed as a function of pile head deflection For piles with nonlinear bending it may be possible to see the point at which a plastic hinge develops but this point may be more easily seen in the graph of pushover moment versus top deflection discussed subsequently 4 5 21 Pushover Moment versus Top Deflection This Graphics menu command is available only if the Pushover Analysis feature was activated This graph may contain either one or two curves depending on the pile head fixity condition selected in the Controls for Pushover Analysis The moment value displayed in the graph is the maximum moment developed in the pile If the pile has a single section with nonlinear bending properties it is possible to see at which value of top deflection the moment capacity is reached by where the curve becomes horizontal If the pile has more than one section with different moment capacities it may not be possible to determine when the moment capacity is reached in sections with lower moment capacit
163. etically distributed deflections evenly spaced Number of Loading Steps 11 Figure 3 41 Dialog for Controls for Computation of Stiffness Matrix The definitions of the pile head stiffness values and their engineering units computed by LPile are the following _ pile head shear force reaction _ Ibs kN pile head deflection inch k meter _ pile head moment reaction _in lbs _kN m A pile head deflection inch meter K pile head shear force reaction 7 Ibs ee kN k pile head rotation radian radian pile head moment reaction in lbs kKN m K or pile head rotation radian radian 56 Chapter 3 Input of Data 3 8 2 Pushover Analysis The program feature for pushover analysis has options for different pile head fixity options and the setting of the range and distribution of pushover deflection The output of the pushover analysis is displayed in graphs of pile head shear force versus deflection and maximum moment developed in the pile versus deflection The pushover analysis is performed by running a series of analyses for displacement zero moment pile head conditions for pinned head piles and analyses for displacement zero slope pile head conditions for fixed head piles The displacements used are controlled by the maximum and minimum displacement values specified and the displacement distribution method The displacement distribution method may be either logarithmic which requires a non zero positi
164. f Steel 1 09 This shape is used to model uncased drilled shafts or bored piles The reinforcing bars for drilled shafts are typically arranged in a circular pattern either as single bars or as two bar or three bar bundles It is strongly advised that the bar pattern be symmetrical and that no fewer than 8 bars or bundles be selected Use of fewer than 8 bars or bundles may result in deficient moment capacity if the rebar cage is inadvertently rotated either during concrete placement or removal of temporary casing used during construction It is recommended that the minimum cover thickness be specified as 3 inches or 75 mm for drilled shafts constructed without temporary casing and as 4 inches or 100 mm for drilled shafts constructed using temporary casing In cases Add Section Insert Section Delete Section Cancel OK Figure 3 14 Tab Sheet for Reinforcing Bar Properties Section 1 Top Number of Defined Sections 1 Total Length 50 00 ft Section Type Shaft Dimensions Concrete Rebars Pipe Casing Core Show Elevation Dimensions Cased Drilled Shaft Section Profile Section Dimensions Length of Section ft 50 Elastic Section Properties Casing Outside Diam in Section Depth in Structural Shape Select Shape vay At Top At Bottom Comer Chamfer in Elastic Sect Width in Casing Wall Thickness in I U Core Void Diameter in Area in 2 Core Wall Thickness in Mom of In
165. f prestressing is too small Warning Message No 400 One or more of the LRFD load cases have overloaded the structural capacity of the pile See the LRFD Performance by Load Case Combination section of the output report file for more details 177
166. f the program The second number is the data file format version number Thus all versions of the program that have the same data file format number can exchange data files without modification The third number in the version number is the release version of the program since the data file format number was introduced The user should recognize that while all versions of the program with the same data file format number are largely compatible with one another that the later release numbers of the program will often have additional features that earlier releases may lack Thus all users are encouraged to use the latest version of the program 1 2 14 LPile 2013 for Windows Data Format 7 LPile 2013 7 01 introduced three analysis features to LPile The first analysis feature was a modification of the controls used for pile head stiffness matrix values to permit more choices by the user over how the computations were controlled The second analysis feature added was an automatic pushover analysis control that permitted the user to perform pushover analyses using pile head fixity options that were either free head fixed head or both for a range of pile head displacements controlled by the user The third analysis feature was an automatic pile buckling analysis with options for different pile head fixity conditions Additional changes were made the user interface More speed buttons were provides to enable quick access to input and editing of all typ
167. ffect on pile response he typical level of prestress after losses varies from 600 to 1 200 psi 4 140 to 8 270 kPa and the designing engineer must obtain the level of prestress from the pile supplier Add Section Insert Section Delete Section Cancel OK Figure 3 20 Prestressing Tab Page Common to All Prestressed Piles As a designer the engineer can specify the length diameter concrete compressive strength and reinforcement of a prestressed pile but must find out from the pile supplier what value the expected fraction of loss of prestress is expected to be Sometimes the supplier will provide the final prestress after losses The engineer can then determine what the fraction of loss of prestress is provided the initial prestressing forces before losses is provided The common practice for pile suppliers is to use 70 percent of the rated prestressing capacity of the reinforcement as the prestress force This value is programmed in LPile for the listed sizes and types or prestress reinforcement Next the user enters the fraction of loss provided by the pile supplier For preliminary computations prior to selecting a pile supplier the user may enter a value in the typical range between 0 10 and 0 20 The value of prestress after losses is computed by LPile by pressing the button to Compute 70 Prestress Force and Stress The value computed by LPile will be shown in the dialog and will be classified as OK if the prestress af
168. fixed fractions of the pile diameter In these cases the plotted shape of the p y curve is accurate only at the data points The graph of p y curves for Example 23 is shown in Figure 5 55 123 Chapter 5 Example Problems xs Computational Options Engineering Units of Input Data and Computations Use Load and Resistance Factors Open LRFD Load Case File US Customary Units inches feet and pounds Compute Nonlinear El Only Interaction diagram input required SI Units millimeters meters and kilonewtons Use Modification Factors for p y Curves input required Analysis Control Options Include Loading by Lateral Soil Movements input required Number of Pile Increments 400 Include Shearing Resistance at Pile Tip input required ER os EE 500 The options below are available only for conventional analysis mode Convergence Tolerance on Deflections in 4E 5 i Compute Pile Head Stiffness Matrix Values input required E Compute Push over Analysis input required Limit on Excessive Deflection of Pile Head in 100 Compute Pile Buckling Analysis input required Loading Type and Number of Cycles of Loading Static Loading Cydic Loading Number of Cycles of Loading 2 Internet Update Notice Query Print Pile Response Every 1 VIELE Check Internet for Program Update on Program Startup Text Viewer Options Use Internal Text Viewer faster
169. flection versus pile length curve for the maximum loading being considered It should also be noted that if the pile top deflection is too large for the 113 Chapter 5 Example Problems long pile portion of the curve the deflection can be lowered only by re configuring the foundation to use either larger diameter piles or more piles 2 00 1 75 1 50 1 25 1 00 Top Deflection in 0 50 0 25 0 00 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Pile Length ft V fl Loading Case 1 V fl Loading Case 2 v fle Loading Case 3 v fie Loading Case 4 V fl Loading Case 5 Figure 5 43 Curves of Pile Top Deflection versus Pile Length for Example 13 5 14 Example 14 Pushover Analysis of Prestressed Concrete Pile This example is provided as an example of a pushover analysis of a prestressed concrete pile The pile is a 25 foot long 14 inch wide prestressed concrete pile with 1 inch chamfered comers The reinforcement details for the pile are shown in Figure 5 44 It should be noted that the value for Fraction of Loss of Prestressed must be obtained from the pile manufacturer and that this number can vary from supplier to supplier because the procedures and materials used for the pile vary The magnitude of prestressed after losses typically varies from 600 to 1 200 psi in the United States with pile driven in softer soils typically having higher prestress values to
170. for the load case combination The current version of LPile does not compute structural shear capacity so the resistance factor for shear is not used by the program and does not need to be entered However if the resistance factor for shear is defined and saved the in the LRFD load case data file future versions of LPile that do compute shear capacity will be able to use the input value for this factor is Load Factor Combinations for LRFD Analysis on Case Dead Live Earthquake Impact Wind Water flce Horiz Soil Live Roof Rain Snow Temp Special Res Factor Res Factor Load Combination Name a Load Load Load Load Load Load Load Pressure Load Load Load for Moment for Shear 1 1 4 0 0 0 0 1 4 0 0 0 0 0 0 0 0 65 0 85 ACI318 2008 9 1 for ties 2 14 0 0 0 0 1 4 0 0 0 0 0 0 0 0 7 0 85 ACI318 2008 9 1 for spirals 3 1 2 1 6 0 0 0 1 2 0 1 6 0 5 0 0 1 2 0 0 65 0 85 ACI318 2008 9 2a for ties Roof fa 1 2 1 6 0 0 0 1 2 0 1 6 0 5 0 0 1 2 0 0 7 0 85 ACI318 2008 9 2a for spirals Roof f5 h2 1 6 0 0 0 1 2 0 1 6 0 0 0 5 1 2 0 0 65 0 85 ACI318 2008 9 2b for ties Snow le f2 1 6 0 0 0 1 2 0 1 6 0 0 0 5 1 2 0 0 7 0 85 ACI318 2008 9 2b for spirals Snow 7 h 2 1 6 0 0 0 1 2 0 1 6 0 0 5 0 1 2 0 0 65 0 85 ACI318 2008 9 2c for ties Rain lB h 2 1 6 0 0 0 1 2 0 1 6 0 n5 0 1 2 0 0 7 0 85 ACI318 2008 9 2c for spirals Rain ja 12 1 0 0 0 0 0 0 1 6 0 0 0 0 0 65 0 85 ACI318 2008 9 3a for ties Live amp Roof ho hi 2 1 0 0 0 0 0 0
171. found in the output The first range of EI magnitude is associated with the uncracked stage The concrete is uncracked and the EZ is more or less constant and is equal to the calculated E for the gross section The second range of EI magnitude is for the cracked stage A significant decrease in the EJ value takes place as cracks continue propagating The third range of EI magnitude is for the cracked and large strain stage The EI value is further reduced because the concrete stress strain curve shown in the Technical Manual is softened at large strains The curves for tensile axial thrust show a behavior that is not found for compressive axial thrusts For these curves see the blue and black curves in the lower left corner of the graph the bending stiffness rises at higher levels of bending moment The reason for this is the cracking and tensile thrust decreases the size of the compression zone in the cross section This causes a larger fraction of the moment to be carried by the reinforcing steel Since the steel has a higher modulus than that for the concrete the bending stiffness is seen to increase at higher levels of moment The resulting interaction diagram for the reinforced concrete section is shown in Figure 5 24 Note that this graph was produced using the presentation graph utility in order to show the factored curves 98 N IN EI kips Axial Thrust Force kips 180 000 000 160 000 000 140 000 000 120 000 000 100 0
172. g and the annular space outside of the casing 3 4 7 Drilled Shafts with Permanent Casing The properties of drilled shafts with permanent casing are defined by the length and outer diameter of the casing the wall thickness of the casing the yield stress and modulus of elasticity of the casing the number positions yield stress and modulus of elasticity of the reinforcing steel bars and the compressive strength of concrete The Dimensions tab page shown in Figure 3 15 shows the dimensions for the outer diameter and wall thickness of the permanent casing The drawing of the cross section will automatically update to show any changes in the shaft geometric properties for casing or reinforcing bars 31 Chapter 3 Input of Data Section 1 Top Number of Defined Sections 1 Total Length 50 00 ft Section Type Shaft Dimensions Concrete Rebars Show Reinforcing Bar Properties Section Profile Yield Stress Ibs in 2 60000 Elastic Modulus lbs in 2 23000000 I Continue Rebar Pattern and Size from Section Above te Rebar Size Number Options Bar Size jus Std 8 Number of Bars fia 4 Bar Bundle Options Single Bars Concrete Cover to Edge of Bar in f C 2 Bar Bundles C 3 Bar Bundles Automatically positon bars in circle Ea Edit Bar Positions I Offset Reinforcement Pattern from Centroid of Section Offset in 0 Bar Spacing 5 45 in Area of Steel 11 06 sq in Percentage o
173. gn If the user wishes to replace the computed value the user may enter the standard values directly but must remember not to the button to compute values If the user presses the button to compute values the manually entered values will be replaced by the computed values The yield moment for the section may be computed by a procedure proposed by Horne 1978 With no axial compression load and with bending about the strong axis the plastic moment strength is computed the product of the yield stress and plastic modulus as follows 81 Chapter 5 Example Problems M F Z M 276 2 39x10 M 0 660 MN m M 660kN m Considering the effect of axial load P a 2f ae 222 2 0 0156 276 000 a 0 0258 mm M M t af M 660 0 0156 0 0258 276 000 M 657 kN m 5 815in kips In other cases where the pile extends above the ground surface the designing engineer will need to consider the compact section properties of the pile In some H pile sections the pile flanges may buckle at stress levels below the yield stress of steel and the section is called non compact For this pile section the compact section stress criterion is 131 7 MPa To consider the compact section criterion one substitutes the compact section stress for the yield stress The loading from a retaining wall is a sustained static loading not a cyclic load In some cases the designer is faced with the problem of estimating the con
174. gure 3 39 Dialog of Values of Distributed Lateral Loads versus Depth eee eeeeeeeeeeeee 54 Figure 3 40 Dialog for Soil Movements versus Depth Below Pile Head ee eeeeeeeeeeeee 55 Figure 3 41 Dialog for Controls for Computation of Stiffness Matrix ee eeeeesseceseeeeeeenees 56 Figure 3 42 Dialog for Controls for Pushover Analysis cesceeceeeseecseceeeceeceeeseeceaeenseenseeeenees 57 Figure 3 43 Pile head Shear Force versus Displacement from Pushover Analysis 08 58 Figure 3 44 Maximum Moment in Pile versus Displacement from Pushover Analysis 58 Figure 3 45 Dialog for Controls for Pile Buckling Analysis cee eeseesseceseceeeeereeceseceneeneeeeenees 59 Figure 3 46 Typical Results for a Pile Buckling Analysis 0 ceeeeseeeseceseceeeeeeseecsaeeneenseeeenees 60 Figure 3 47 Computed Pile Buckling Result Shifted to the Left eeeseeecseeeseeeeeeeeaees 60 Figure 3 48 Redrawn Pile Buckling Results Used for Curve Fitting cee eee eeseeeseeeeeeeenees 61 Figure 3 49 Results from Pile Buckling Analysis 00 00 00 cceesscesseecesnceceeeeeceeneeceeeeeceeeeecseeeeeeeeeee 61 Figure 3 50 Example of Correct blue and Incorrect black Pile Buckling Analyses 62 Figure 3 51 Dialog for Definition of Unfactored Pile head Loadings for LRFD Analysis 63 Figure 3 52 Dialog for LRFD Load Combinations and Structural Resistance Factors 64 Figure 3 53 Summary Report of Computed Fa
175. hat some scour will occur around the piles to a depth of 1 5 meters 5 feet The undrained strength of the clay at that depth is 24 kPa 500 psf and the strength at 30 m is 72 kPa 1 500 psf The submerged unit weight is 9 00 kN m 57 pcf s is 0 02 at 1 5 m 5 0 ft and decreases to 0 01 at 30 meters 98 feet The sketches of Figure 5 16 show one of the piles from the structure with the rotational restraint given approximately by an equation The number 3 5 indicates that the bracing has been discounted and that the member is acting as one whose far end is intermediate between fixed and 91 Chapter 5 Example Problems free The approximation is adequate for a preliminary solution but for the final analysis the superstructure and the piles should be considered as continuous and the piles analyzed as a group Figure 5 16 Superstructure and Pile Details Example 3 The critical loading occurs during a severe storm and Figure 5 15 shows the approximate position of a wave as it moves past the structure The selection of a particular wave height and velocity of the wind is a problem in statistics and the factor of safety to be employed is related to those selections For this problem it is assumed that a load factor of 2 4 is appropriate The axial loading of the pile that is analyzed is 1 250 kN 281 kips thus the load in the design computations is 3 000 kN 674 kips A solution consists of finding the lateral loading that wil
176. he pile This curve is automatically generated in all analytical runs of a laterally loaded pile The number of points on the soil reaction curve is equal to the selected number of pile increments Several curves may be contained in this graphics if the user selects to input several load cases 4 5 9 Mobilized Pile E7 versus Depth This Graphics menu command is available when the pile has a nonlinear moment curvature relationship This chart shows the value of mobilized EZ along the length of the pile This chart is useful to display the sections with either cracked section EZ or where plastic hinges develop 70 Chapter 4 Graphics and Charts 4 5 10 Load versus Top Deflection This Graphics menu command is enabled if the user specifies two or more load cases in the input data The specified load cases must have varying lateral loads with or without changes in applied moments or applied axial loads The user may select this Graphics command to display a graph of curve of applied lateral load versus pile top deflection 4 5 11 Load versus Max Moment This Graphics menu command is enabled if the user specifies two or more load cases in the input data The specified load cases must have varying lateral loads with or without changes in applied moments or applied axial loads The user may select this Graphics command to display a graph of applied lateral load versus maximum bending moment along the pile length 4 5 12 Top Deflection versus Pi
177. he analysis The user may select this Graphics command to display an unfactored interaction diagram ultimate bending moment versus axial load of the modeled cross section These curves are helpful to find the ultimate bending moment for several axial load cases in the modeled cross section The number of curves depends on the number of axial loads used for section analysis or the number of axial thrust loads defined by the pile head loading conditions 4 5 16 All K s versus Deflection and Rotation This Graphics menu command displays six charts simultaneously of K2 K23 K32 K33 versus pile head displacement and rotation plus pile head reactions and displacements for free head and fixed head pile fixity conditions 71 Chapter 4 Graphics and Charts 4 5 17 All K s versus Shear and Moment The Graphics menu command displays six charts simultaneously of K22 K23 K32 K33 versus pile head shear and moment plus pile head reactions and displacements for free head and fixed head pile fixity conditions 4 5 18 Individual K s versus Force and Moment This Graphics menu command opens a submenu for displaying the individual curves of pile head stiffnesses versus force and moments The submenu is shown in Figure 4 5 K22 vs Pile Head Shear Force K23 vs Pile Head Shear Force K32 vs Pile Head Moment K33 vs Pile Head Moment Figure 4 5 Sub menu for Pile head Stiffnesses versus Force and Moment 4 5 18 1 Koo versus Pile head Shear Fo
178. he computer designated to carry the Ensoft key of a licensed site This installation is usually performed by network administrators QSetup Figure 2 2 Options for Type of Network Installation 2 1 3 Software Updates Ensoft will maintain the software produce software improvements and or fixes and place the latest software programs on Ensoft s website Users with current maintenance contracts may download the latest program update from ittp www ensoftinc com Downloads are free for the user during the maintenance contract period 10 Chapter 2 Installation and Getting Started 2 1 4 Installation of Software Updates LPile can display a query to check the Internet during program start up to see if there is a newer version of the program as shown in Figure 2 3 The user may turn off the automatic display of this query during program start up by checking the box labeled Do not show this message again The user may restore the setting to display this query automatically using the Program Options and Settings dialog Check Internet for Program Update Do you want to check the Ensoft website to see if there is an updated version of L 7 Please note that this check will ati an Internet browser window 7 Do not show this message again Figure 2 3 Check for Update Query If the user clicks Yes LPile will start the default Internet browser on the computer connect to the Internet and check the current v
179. he only type of section that does not have a defined moment capacity As such elastic sections are often used when it is desired to determine the lateral geotechnical capacity of the soil profile In such cases it is best to model the loading of the pile using the pushover analysis feature discussed in Section 3 8 2 3 4 4 Elastic Sections with Specified Moment Capacity The elastic section with specified moment capacity is similar to the elastic section with the additional feature of a specified moment capacity The resulting moment versus curvature relation is elastic plastic so if the moment in the pile does not reach the moment capacity the results of computations will be the same as for an elastic section with the same dimensional properties The rectangular circular and pipe sections may be tapered with depth The H pile sections and embedded pole sections cannot be tapered with depth In the case of tapered sections the section dimensions at top and bottom of section are check to determine if the section is tapered or not If the section is tapered values of cross sectional area and moment of inertia are recomputed from the cross sectional dimensions interpolated with depth and the input values for cross sectional area and moment of inertia are ignored If the section is not tapered the input values for cross sectional area and moment of inertia are used in computations In the case of tapered elastic sections with specified moment
180. he outset it can be assumed that the soil in the flanges will move with the pile and that it will behave as a rectangular shape Secondly the equivalent diameter of the pile can be computed as a first approximation by finding a circular section with the same area as the rectangular section Thus z 373 mm 351 mm fee 4873 mm 351 mm _ 408 mm 16 1 inches T As shown above this computation yields a diameter that is less than 10 percent larger than the width of the steel section 80 Chapter 5 Example Problems The equivalent diameter may be entered as the width of the pile or conservatively the actual width of 373 mm 14 686 in may be entered The decision of which value to be entered is left to the user but the actual width will be used in this example The values used in this example are shown in Figure 5 2 below Section Type Dimensions and Cross section Properties j Section 1 Top Number of Defined Sections 1 Total Length 15 20 m Section Type Dimensions and Properties i Show Elevation Dimensions Elastic Pile w Mom Cap Section D Profile Section Dimensions Length of Section m 152 Elastic Section Properties Structural Shape H Pile Strong Axis X 0 iaiki Elastic Section HP Flange Wid mm 373 2784 0 0 eee BERA with specified Mult H Pile Depth mm 352 044 0 0 Area mm 2 16903 192 0 0 Mom of Inertia mm 4 378770597 2 0 Flange Thickness mm 15 6464
181. he recommendations of the American Petroleum Institute s API RP2A 1987 e New p y procedures for including the effect of sloping ground on p y curves for clays and sands e New graphic plots for representing load versus deflection at the pile head and load versus maximum bending moment 1 2 5 LPile Plus 1 0 for MS DOS 1993 New technology for pile foundations enabled the incorporation of nonlinear properties for the pile s flexural rigidity during analysis of their lateral deflections Earlier a companion computer program named STIFF was developed in 1987 to compute the relationship of applied moment versus flexural rigidity of a pile and to compute the ultimate bending capacity for a specified structural section LPile Plus was thus developed in 1993 by combining the capabilities of LPile 4 0 and STIFF With the added functionality obtained from STIFF LPile Plus had the capability to take into account the flexural rigidity of uncracked and cracked sections which led to a improved solution for the flexibility of a pile under lateral loading 1 2 6 LPile Plus 1 0 for Windows 1994 The introduction of Windows 3 1 from Microsoft Inc as the new platform for personal computers pushed software development into a new era with a demand for user friendly features LPile Plus 1 0 for Windows was released in 1994 with input preprocessor and output post processor developed specifically for the Windows operating system 1 2 7 LPile Plus 2 0 f
182. he user wished to modify this value a recommended value is 10 times the pile diameter Lowering the Excessive Deflection Value to less than 100 inches or 2 54 meters is not recommended 3 3 4 Output Options M Generate p y Curves at User Specified Depths Checking activates the feature to output p y curves at the depths specified by the user M Print Summary Tables Only Checking this option activates the printing of summary tables only The user may also specify the output increment for where results will be printed in the table of output As a default results are printed at every finite increment of pile length This option is disabled if the user has a check mark on the Only Print Summary Tables option A value of prints the values at every node 2 prints values at every other nodes etc Note that the printing increment is used only for the generation of the output report but not for the generation of output graphs 3 3 5 Loading Type and Number of Cycles of Loading The user can specify either static or cyclic loading in the option group for Loading Type and Number of Cycles of Loading Selection of type of loading is important when analyzing piles under lateral forces Further information on the influence of loading type is included in the Technical Manual In general cyclic loading is primarily used for low frequency large amplitude storm wave or wind loads Dynamic loading from earthquakes and machine vibrations are not the same a
183. his graph displays the pile head lateral deflection versus axial thrust force a fitted hyperbolic curve and the estimated pile buckling capacity The hyperbolic curve is fitted to the computed results using the following procedure The typical results from the pile buckling analysis are similar to those shown in Figure 3 46 In this figure P is the axial thrust force and yo is the pile head deflection for the case of zero axial load These results are then redrawn with every deflection value shifted to the left by an amount equal to yo as shown in Figure 3 47 The form of the hyperbolic curve to be fitted is ee ae o b aly y This may be rearranged in the form of straight line with a slope a and intercept b as 59 Chapter 3 Input of Data Y Yo b aly P y Yo The computed results are then redrawn as in Figure 3 48 and least squares curve fitting is used to compute a and b The estimate pile buckling capacity Perit is computed using 1 crit LPile can graph the computed results the fitted curve and the estimated pile buckling capacity A typical graph is shown in Figure 3 49 P y Yo Figure 3 46 Typical Results for a Pile Buckling Analysis P l a Y Yo Figure 3 47 Computed Pile Buckling Result Shifted to the Left 60 Axial Thrust Load kN Chapter 3 Input of Data sa Yo Y Yo Figure 3 48 Redrawn Pile Buckling Results Used for Curve Fitting Free head Conditio
184. ies 13 Chapter 4 Graphics and Charts 4 5 22 Pile Buckling Thrust versus Top Deflection This Graphics menu command is available only in the Pile Buckling Analysis feature was activated LPile can graph both the pile buckling thrust versus computed pile top deflection the fitted hyperbolic curve and the estimated pile buckling capacity determined from the fitted hyperbolic curve A typical graph for pile buckling analysis is shown in Figure 3 49 4 5 23 Soil Movement versus Depth This Graphics menu command displays a combined chart of lateral pile deflection and input soil movements versus depth 4 5 24 Presentation Charts This Graphics menu command opens a graphing tool to customize the various aspects of a presentation chart such as font type size and style line colors styles and widths data point markers legend text and font and axis and grid scaling A detailed description of each function and options are given in the associated Help file for the Presentation Charts tool The Presentation Charting utility can generate up to 28 different types of graphs The type of chart is selected from the drop down combo box above the chart Note that only the charts capable of being drawn are offered in the drop down combo box If desired by the user two graphs can be displayed side by side While both graphs may be edited and exported chart templates can be saved and applied to only the left chart 4 5 24 1 Saving and Applying
185. ignored for bottom of layer 3 10 2 3 SPT blowcount at bottom of layer Blows foot or blows 0 3 m 3 10 2 4 Cone tip resistance at bottom of layer tip in psi or kPa 3 10 2 5 Dilatometer modulus at bottom of layer psi or kPa 3 11 Properties for cemented silt c soil 5 values per line 3 11 11 Effective unit weight at top of layer Effective unit weight in pef or kN m 3 11 1 2 Undrained shear strength at top of layer Shear strength in psf or kPa 3 11 1 3 Friction angle at top of layer Friction angle in degrees 3 11 1 4 Strain factor E50 at top of layer Strain factor amp so dimensionless enter O for internal default value 3 11 1 5 p y modulus k at top of layer k in lb in or KN m enter 0 for internal default value 3 11 2 1 Effective unit weight at bottom of layer Effective unit weight in pef or kN m 3 11 2 2 Undrained shear strength at bottom of layer Shear strength in psf or kPa 3 11 2 3 Friction angle at bottom of layer Friction angle in degrees 3 11 2 4 Strain factor E50 at bottom of layer Strain factor amp so dimensionless enter 0 for internal default value 159 Chapter 7 Line by Line Guide for Input 3 11 Properties for cemented silt c soil 5 values per line 3 11 2 5 p y modulus k at bottom of layer k in Ib in or kN m enter 0 for internal default value 3 12 Pro
186. ile when computing the specified moment capacity to determine if the flanges can buckle at stresses lower than the yield stress of steel Add Section Insert Section Delete Section Cancel OK Figure 3 7 Pile Section Section Type Tab The user should note the tab pages shown in the input dialog For an elastic section only two tabs are shown For other types of sections the number of tab pages shown will depend on the types of materials used in the section type selected The light yellow memo shown below the tab pages gives a general description of the section type and may provide special guidance in its use and construction 3 4 3 Elastic Sections Elastic sections require input for the section length in feet or meters section shape rectangular circular pipe strong or weak H pile or embedded circular pole sectional dimensions in inches or millimeters at the top and bottom of the section and the modulus of elasticity in psi or kPa for the full section Six cross sectional shapes are available for elastic sections These shapes are e Rectangular defined by the width and depth of section at top and bottom of section e Circular without void defined by diameter at top and bottom of section e Pile defined by outer diameter and wall thickness at top and bottom of section e Strong H pile web perpendicular to neutral axis e Weak H pile web aligned with neutral axis e Embedded pile defined by diameter of drilled hol
187. input value is either smaller than 0 02 meters or larger than 0 16 meters You should check your input for accuracy Warning Message No 313 An unreasonable input value for loss of prestress has been specified Warming Message No 314 An unreasonable input value for prestressing force has been specified Warning Message No 315 Pile deflection has exceeded the failure deflection for the vuggy limestone criteria for one or more of the loading cases analyzed You should check the computed output for both deflection and bending moment Warning Message No 316 The input value for k m used by the weak rock criteria is smaller than 0 00005 This value is outside the recommended range of 0 00005 to 0 0005 Warning Message No 317 The input value for k used by the weak rock criteria is larger than 0 0005 This value is outside the recommended range of 0 00005 to 0 0005 You should check your input data for accuracy Warning Message No 318 The pile deflection is less than 1x10 LPile used the limiting value of soil modulus when computing the p y curve for soft clay Warning Message No 3261 An unreasonable input value for shear strength has been specified for a layer defined using the stiff clay without free water criteria with user defined k The input value is less than 500 psf 3 47 psi Warning Message No 3262 An unreasonable input value for shear strength has been specified for a layer defined using the stiff clay without free w
188. ipion listed in order of precedence Parenthesis may be nested Exponentiation S Multiplication Division Addition Subtraction Negation 19 Chapter 3 Input of Data Table 3 2 Numerical Constants Available in LPile Input Dialogs Mathematical Constant Value pi 3 14159265358979324 e base of natural logarithms 2 71828182845904524 3 1 Data Pull down Menu The editing commands are presented on the Data pull down menu shown in Figure 3 1 The commands in the upper three sections of the menu are enabled by default when LPile is started The commands in the bottom section of the menu are enabled by activation of the relevant program options Project Information M Program Options T Structural Dimensions and Pile Material Properties Pile Batter and Ground Slope Angles soil Layering and Soil Property Data T Shift Pile Elevation in Soil Profile gt Pile Head Loading and Options A Distributed Lateral Loading m L LF D Ry K Z amp Figure 3 1 Data Pull Down Menu The icons shown in the Data pull down menu are the same as those used to access the same editing dialogs via the button bar Speed Buttons for Data Entry The button bar contains a set of buttons to open the dialogs for the entry and manipulation of data The buttons for data entry for conventional analysis are shown in Figure 3 2 for Computation of EJ only are shown in Figure 3 3 and for LRFD An
189. l cause a plastic hinge to develop in the pile and the safe load by dividing that load by the global factor of safety The sketch in Figure 5 16 shows that the pile to a distance of 4 0 m 13 1 ft from its top consists of two pipes that are acting together The outside diameter of this combined section is 838 mm 33 in the wall thickness is 28 14 mm 1 11 in and its moment of inertia is 5 876x10 mt 4 117 in The lower section has an outside diameter of 762 mm 30 in a wall thickness of 19 05 mm 0 75 in and a moment of inertia of 3 070x10 m 7 376 in The ultimate strength of the steel for the piles is assumed is 0 395 MPa 57 290 psi Figure 5 17 shows the results of computations for the moment versus curvature analysis of the sections of the pile in the example As shown in the Technical Manual the stress strain curve for the steel is assumed as bilinear thus the ultimate bending moment will continue to increase slightly as the full section of the pile approaches the plastic range It was decided to accept the value of Mnom as the value where the maximum curvature is 0 015 radians meter For 92 Chapter 5 Example Problems the upper section a nominal moment capacity of 7 140 kN m was computed The corresponding value for the lower section of the pile was 4 040 kN m 7 500 7 000 6 500 6 000 5 500 5 000 4 500 kN m p 4 000 3 500 ment 3 000 M 2 500 2 000 1 500 1 000
190. l movement inches or millimeters 7 14 AXIAL THRUST LOADS Command Table 7 30 Axial Thrust Loads for EJ Computations Only Axial Thrust Properties Lines 1 Number of axial thrust values Compressive strength of concrete psi or kPa Repeat Line 2 for all axial thrust values 2 Thrust load number axial thrust Two values per line thrust number thrust value 7 15 FOUNDATION STIFFNESS Command Table 7 31 Foundation Stiffness Computations Controls for Computation of Foundation Stiffness Computations Lines 1 Computation method Integer 1 Use force and moment from Load Case 1 2 Use pile head deflection and rotation from Load Case 1 3 Use specified values of pile head deflection and rotation 2 Number of points to compute Integer 3 Point distribution method Integer 0 logarithmic distribution 1 arithmetic distribution If computation method 2 enter values for pile head deflection and rotation 164 Chapter 7 Line by Line Guide for Input Controls for Computation of Foundation Stiffness Computations Lines 4 Pile head deflection Inches or meters 5 Pile head rotation Radians 7 16 PILE PUSHOVER ANALYSIS D ATA Command Table 7 32 Pushover Analysis Computations Controls for Pile Pushover Analysis Computations Lines 1 Computation method Integer 0 pinned head 1 fixed he
191. l to update the graph of the p y curve An example of the input dialog for a user input p y curve is shown in Figure 3 28 a ad eSSSS888 Soil Resistance p Ibs in 0 1 2 3 4 5 6 Soil Resistance p lbs in 0 2 0 2 79 8 3 0 4 100 127 145 Insert Row Delete Row File Name Browse few Edit File Paste values from Clipboard text Values entered for Row 1 must always equal zero All p and y values must be positive in sign Ally values must increase in value To read a file with p y curve data first specify the filename by using the Browse button then press the Read Values from File button The external file should be a text file with with the data entered one data pair per line separated by spaces commas or tabs Figure 3 28 Dialog for User input p y Curve Values 44 Chapter 3 Input of Data This layer type allows the user to enter specific relationships of soil resistance p and lateral movement of the pile y at specified depths These cases usually arise when local data for the soil response are available To use external p y curves the user needs to select User Input p y Curves under the p y Curve Soil Model column in the Soil Layers dialog Then clicking on the context sensitive button in the far right column opens a dialog where the user can input the effective unit weight of the soil Finally the user can define lateral deflection and soil resistance values for point
192. lacement or removal of temporary casing used during construction It is recommended that the minimum cover thickness be specified as 3 inches or 75 mm for drilled shafts constructed without temporary casing and as 4 inches or 100 mm for drilled shafts constructed using temporary casing In cases Add Section Insert Section Delete Section Cancel OK Figure 3 13 Tab Sheet for Selection of Section Type Showing Current Cross section The layout of reinforcement is defined by specifying the size of reinforcement number of bars bar bundle size concrete cover thickness and offset of the reinforcement cage from the centroid if any as shown in Figure 3 14 The drawing of the cross section automatically updates to indicate any changes in the geometric properties of the reinforcing bars When entering data for the arrangement of reinforcing steel the user s attention is drawn to the advice of the comment note in the lower third of the dialog shown above It is important for the designer to anticipate whether or not temporary casing is used When temporary casing is used in construction best design practice is to specify a concrete cover thickness of 4 inches 100 mm so that standard size shaft spacers typically 3 inches or 75 mm can be used to center the reinforcing steel inside the temporary casing After concrete is placed and the temporary casing is removed the concrete in the shaft will flow outward to fill the volume left by the casin
193. le Length This Graphics menu command is enabled if the user selects Generate Pile Length versus Top Deflection option for a load case for conventional loading The user may select this Graphics command to display a graph of pile length versus pile head deflection for the load cases evaluated with this option 4 5 13 Moment versus Curvature This Graphics menu command is enabled whenever the nonlinear bending is evaluated for a pile section The user may select this Graphics command to display a graph of bending moment versus curvature These curves are helpful to find the ultimate bending moment of the modeled cross section The number of curves depends on the number of axial loads used for section analysis or the number of axial thrust forces defined by the pile head loading conditions 4 5 14 El versus Moment This Graphics menu command is enabled whenever the nonlinear bending is evaluated for a pile section The user may select this Graphics command to display a graph of bending stiffness versus bending moment Values of bending stiffness shown in these curves are used internally in each finite increment of pile analysis when the user selects the analysis of pile response with nonlinear EJ The number of curves depends on the number of axial loads specified for section analysis 4 5 15 Interaction Diagram This Graphics menu command is enabled if the user selected to perform a section analysis and inputs several axial thrust load cases for t
194. le is sand with an angle of internal friction of 35 degrees The water table is below the tip of the pile The sand has an effective unit weight of 19 kN m 121 pcf The p y curves for static loading of sand above the water table are appropriate for the problem Presumably the soil properties are those that exist after the pile has been installed The results from the pile buckling analysis are shown in Figure 5 20 Note that this figure was drawn for this manual and was not generated by LPile The deflection at the top of the pile 95 Chapter 5 Example Problems as a function of the axial thrust force is shown as the black line and the maximum bending moment as the blue line The estimated buckling capacity is shown by the red line 19 592 KN 900 0 045 300 0 04 700 0 035 9 2 z lt 600 0 03 zs S O g 500 0 025 eo S s a 400 0 02 m E S 300 0 015 O fo o 200 0 01 Q 100 0 005 0 0 0 5 000 10 000 15 000 20 000 Axial Thrust Force kN Figure 5 20 Pile head Deflection and Maximum Bending Moment versus Axial Thrust Loading LPile estimates the pile buckling capacity by fitting a hyperbolic curve to the computed results of top deflection versus axial thrust force The procedure used to fit the hyperbolic curve is discussed in Section 3 8 3 A graph of the pile buckling analysis results generated by LPile for Example 4 is shown in Figure 5 21 While the solution to the problem appe
195. lems in kips The moment capacity of the second section is identical to the second section of Example 17 because the section properties are identical The curves of moment versus capacity are shown in Figure 5 49 50 000 48 000 46 000 44 000 42 000 40 000 38 000 36 000 34 000 wm 32 000 230 000 E 28 000 26 000 24 000 E 22 000 20 000 18 000 16 000 14 000 12 000 10 000 8 000 6 000 4 000 2 000 0 0 0 0 0001 0 0002 0 0003 0 0004 Curvature radians inch v Section 1 Thrust 100 00 kips V Section 2 Thrust 100 00 kips Figure 5 49 Moment versus Curvature for Dual Section Drilled Shaft with Permanent Casing of Example 18 5 19 Example 19 Analysis of Drilled Shaft with Casing and Core This example is based on Example 18 except that a permanent core has been added In modeling of this pile it was assumed that the core extended over the full length of the shaft and that the interior of the core was void of concrete When modeling the lower section the section type was drilled shaft with casing and core but the wall thickness of the casing was set equal to zero to model the section with an interior core only The nominal moment capacity of the upper and lower sections are 51 900 and 16 990 in kips and the ultimate factored using a resistance factor of 0 65 are 33 700 and 11 040 in kips The curves of moment versus curvature are shown in Figure 5 50 119
196. ling a single user version of the software or select Network License if installing a network version of the software Note if the wrong version for the license is selected and program installation is completed it will be necessary to completely uninstall the software prior to re installation for the correct license version oF 2 1 1 Single User Version If your license is for a single user select that option and click next Follow the directions in the dialog boxes until the installation is completed 2 1 2 Network Version At the following dialog shown in Figure 2 2 choose the appropriate option for either Client Computer or Software Server Note that the Server version should be installed by the network administrator while logged in with full administrative privileges enabled and must be installed only on one server computer The USB security device must be plugged in to the software server after the software installation is completed and the Server computer must be logged onto the network in order for Client users to access LPile Follow the displayed instructions until the installation process is complete Chapter 2 Installation and Getting Started Please select the type of license purchased from Ensoft QSetup www ensoftinc com v CLIENT COMPUTER Installation used for any computer at a licensed site not carrying the Ensoft key SOFTWARE SERVER This installation is for t
197. list of cases where bending moment was measured is presented in Table 6 1 The table shows the location of the experiment the reference citation a general description of the soil and the position of the water table the computed lateral load at a load factor of 2 5 and the kind and size of pile For each of the cases a preliminary computation was made using the analytical methods presented herein to find the lateral load P y that would cause the maximum bending moment to occur The next step was to find the experimental bending moment and the computed bending moment at the load of P 2 5 The reason for the comparison at the reduced loading is that the load actually applied to the pile would be reduced by a factor of safety and a value of 2 5 is reasonable Table 6 1 Comparison of Bending Moments and Deflections from Computer Analyses and Experimental Case Studies Case M max P fails Pisan Yis Yie Meomps Mexp Factor of kN m kN kN mm mm kN m kN m Safety Bagnolet 2 204 138 76 7 9 6 9 6 104 95 2 15 Bagnolet 3 204 130 72 2 9 4 9 5 105 112 1 82 Houston Static 2030 950 432 20 2 26 702 600 3 38 Houston Cyclic 2030 900 409 26 34 742 642 3 16 Japan 55 9 50 28 22 28 19 6 21 9 2 55 Lake Austin Static 231 145 81 35 35 110 106 2 18 Lake Austin Cyclic 231 113 63 22 46 79 110 2 10 Sabine Static 231 99 55 49 36 103 96 2 41 Sabine Cyclic 231 72 40 27 41 68 82 2 82 Manor Stati
198. lts in the clear cover over the reinforcing steel to be 6 inches in the upper section and 3 inches in the lower section For this example it was desired that the percent of steel in the shaft be no less than 1 percent This resulted in a cage with 14 No 9 bars that resulted in 1 01 steel in the upper section and 1 38 steel in the lower section The curves of moment versus curvature for the two sections are shown in Figure 5 48 The nominal moment capacity of the upper and lower sections are 14 280 and 12 200 in kips and the ultimate factored using a resistance factor of 0 65 are 9 280 and 7 950 in kips 117 Chapter 5 Example Problems s DES ES DES PS Pic is cs xs zs zs Ds Ds Ds Ds Ps Di Dis ics ics st ES ES ES ES ES SS SS SWS Ws Ws Ds Ds Ds DD id is st i PES ES ES ES ES ES Ss ss Ds Ds Ds ss ss Ra ES ES ES PES ES ES AS SS Ws Ws Ds Ds Ds Ds Ds ics ss Pa i RES ES ES ES ES SS SSS WES WS es Ds Ps Ds Ds is is as Pa ES ES DS DES Ds cs cs zs xs css Ds Ds Ds Ds Ds Di Ds ics ics is Pa ES ES ES WES ES ES SS SS Ws WS Ps Ds Ds Ds Ds sss Ra i RES ES ES ES ES ES SS SWS Ws Ws Ds Ds Ds De Ds is ss Ra s SS DES ES DES Ds i ics cs ss zs cs Ds Ds Ps Ds Ps Dac ics ics is et iS P PA PA P P P Pa PEA NEA xd xd todd ddd dod P P P PA P P P od D Na dod od odd ddd dodo INA PA P P Pa P P ood xd xd ood od xd dod dodo i NA P P a P P P odo Na N Na Wa Pa Pa dod dodo iA P PAA PAA P P P Pa PEA Na PEA NE Na P Pa PA dd dodo ISA DA fed ed fed ed DA DEA ot fo
199. mmary report is shown in Figure 3 53 hs LPile 7 Example 11 LRFD Analysis LRFD_Summary_Report koa Summary of Unfactored Loadings for LRFD Analyses Number of Defined Unfactored Load Cases 5 The following table presents the totals of all unfactored loads for each load type Load Case Horiz Force Moment Axial Force Number Dead Loads DL 10 000 00 0 00 100 000 00 x Live Loads LL 5 000 00 50 000 00 25 000 00 1 Earthquake EQ 25 000 00 25 000 00 10 000 00 Impact Load IM 0 00 0 00 0 00 Wind Loads W 5 000 00 0 00 0 00 i Water Loads HW 0 00 0 00 0 00 is Ice Loads Ice 0 00 0 00 0 00 o Horiz Soil Hs 5 000 00 0 00 0 00 1 Live Roof Lr 0 00 0 00 0 00 is Rain Load Rn 0 00 0 00 0 00 o Snow Load Sn 0 00 0 00 0 00 o Temperature Tm 0 00 0 00 0 00 i Special Sp 0 00 0 00 0 00 0 Load and Resistance Factors and Factored Loads for LRFD Analyses Number of Factored Load Combinations 32 Cl FontSize N0 O coe Figure 3 53 Summary Report of Computed Factored Load Combinations for LRFD Analysis 3 10 Computation of Nonlinear E Only 3 10 1 Axial Thrust Loads for Interaction Diagram If the user selects the program option to Compute Nonlinear EJ Only the user may generate a structural interaction diagram by entering multiple axial thrust values The thrust values may be entered in any order and LPile will sort the values from lowest to highest and 65 Chapter 3 Input of
200. moment diagram instead of the distributed loads Referring to Figure 6 4 the concentrated loads to be used in the analysis are a pile head shear load of 445 kN a resisting load of 657 KN at approximately 2 2 m from the top of the pile and a resisting load of 165 KN at approximately 6 8 m from the top of the pile The following equation results X us ems 657 OD 22 BED 165 a oss DUD 734 000 3 2 a 4 2 3 1 734 000 0 0134 m 0 053 in 73 134 64 038 742 The analysis found y to be 0 0134 meters 0 52 inch The agreement is startling in view of the assumptions that were made This computation completes the checking of the mechanics of the output from a computer run While the results are not fully definitive there is ample reason to trust the coding if a proper selection is made of a computer the number of increments for a particular run and the value of the tolerance used for concluding the iterations 138 Chapter 6 Validation 7 200 100 445 0 100 200 300 Depth m Figure 6 4 Plot of Mobilized Soil Resistance versus Depth 6 3 6 Use of Non Dimensional Curves Another type of verification can be made by using the p y curves as tabulated by the computer These curves should be checked by the engineer to be sure that they are accurate Then nondimensional curves can be employed to solve the problem These curves are presented
201. n 0 0 02 0 04 0 06 Top Deflection m V Pile Response Computed by LPile V Fitted Hyperboloic Buckling Curve V Buckling Capacity 10 531 kN Figure 3 49 Results from Pile Buckling Analysis In this graph the response curve is plotted with symbols and the fitted curve is drawn without symbols The filled curve overlies the curve for computed pile response so the line for computed pile response is not visible but the symbols on the response curve are visible When performing a pile buckling analysis the user must guard against specifying a maximum axial load that is too high This can be checked by examining the sign of deflection of the lateral deflection value for zero axial load In a proper analysis the magnitude of lateral deflection at higher values of axial thrust will have the same sign as that for zero axial thrust and the deflection values will be larger in magnitude as shown in Figure 3 49 61 Chapter 3 Input of Data The estimated pile buckling capacity for elastic piles is computed from the shape of the pile head response curve and is not based on the magnitude of maximum moment compared to the plastic moment capacity of the pile For nonlinear piles the buckling capacity may be determined by either the maximum axial compression capacity or plastic moment capacity of the pile For piles with nonlinear bending behavior the buckling capacity estimated by the hyperbolic curve may over estimate
202. n dimension Wall thickness at bottom inches or mm 3 11 3 3 6 Section dimension Area at top sq inches or sq mm 3 11 3 3 7 Section dimension Area at bottom sq inches or sq mm 3 11 3 3 8 Section property Moment of inertia at top in or mm 3 11 3 3 9 Section property Moment of inertia at bottom in or mm Properties of strong H pile sections Lines 3 11 3 4 3 11 3 4 1 Section property Young s modulus psi or kPa 3 11 3 4 2 Section dimension H section flange width inches or mm 3 11 3 4 3 Section dimension H section depth inches or mm 3 11 3 4 4 Section dimension H section flange thickness inches or mm 3 11 3 4 5 Section dimension H section web thickness inches or mm 3 11 3 4 6 Section dimension H section area sq inches or sq mm 3 11 3 4 7 Section dimension H section moment of inertia in or mm Properties of weak H pile sections Lines 3 11 3 5 3 11 3 5 1 Section property Young s modulus psi or kPa 3 11 3 5 2 Section dimension H section flange width inches or mm 3 11 3 5 3 Section dimension H section depth inches or mm 3 11 3 5 4 Section dimension H section flange thickness inches or mm 3 11 3 5 5 Section dimension H section web thickness inches or mm 150 Chapter 7 Line by Line Guide for Input Properties of weak H pile sections Lines 3 11 3 5 3 11
203. n provided for reinforcement in the same data file the program will compute the ultimate bending moment as the first step Loading and 99 Figure 5 24 Factored Interaction Diagram of Reinforced concrete Pile Example 5 Chapter 5 Example Problems preliminary data on piles are selected and the program yields values of pile deflection moment shear and soil resistance as the second step The user can then compare the maximum bending moment computed in the second step with the ultimate bending moment in the first step for an allowable factor of safety The properties of the pile can then be changed if necessary or desirable and further computations made to achieve the final selection of the properties of the pile The EJ values used on a given pile may have a significant effect on the resulting deflections of the modeled pile The relationship between bending moment curvature in the pile and EJ is computed during the first part of the analysis In many computer programs for superstructure analyses the user is allowed to input spring stiffnesses in the form of a stiffness matrix to represent foundations under column bases To demonstrate another useful tool of LPile this example problem includes a check mark on the option to generate the foundation stiffness matrix Since the program only deals with lateral loading only four components of a 6x6 stiffness matrix are generated Values for the axial spring stiffness and torsional pile re
204. nacaciaveacestasepvaesnasagedeatscvtantas ai 113 Figure 5 43 Curves of Pile Top Deflection versus Pile Length for Example 13 0 0 114 Figure 5 44 Reinforcement Details for Prestressed Concrete Pile of Example 14 115 Figure 5 45 Moment versus Curvature of Prestressed Pile for Example 14 0 0 eee 115 Figure 5 46 Results of Pushover Analysis of Prestressed Concrete Pile of Example 14 116 Figure 5 47 Pile and Soil Profile for Example 17 0 0 eeseceueeseeeeeeceneceeonececetsencetneesoeteseetsees 118 Figure 5 48 Moment versus Curvature for Dual Section Drilled Shaft of Example 17 118 Figure 5 49 Moment versus Curvature for Dual Section Drilled Shaft with Permanent Casing of Example 1 8 scissicdysuadcdecsdedeaes signe naa a e E a a 119 Figure 5 50 Moment versus Curvature for Dual Section Drilled Shaft with Permanent Casing and Core of Example 19 5500 ctenateas aacieanelias ele et a E 120 Figure 5 51 Pile and Soil Profile for Embedded Pole of Example 20 0 0 cece eeseesseceeeeeees 120 Figure 5 52 Bending Moment and Plastic Moment Capacity versus Depth for Example 22 123 Figure 5 53 Program and Setting Dialog Showing Check for Generation of p y Curves 124 Figure 5 54 Pile and Soil Profile for Example 23 4 s csa pacha nna eedidaelceicieees eee 124 Figure 5 55 Standard Output of 17 point p y Curves for Example 23 0 ceeceeeeeseeeseceeeeeees 125 Figure 5 56 User input p y Curves Interpolated with Depth
205. ncrements with a convergence tolerance of 0 00001 inches In this problem the axial load on the pile is 100 000 Ibs The pile is loaded using the displacement moment loading condition with a pile head deflection specified equal to 1 0 inches and the pile head moment equal to zero The computed pile head shear force Viop is 8 859 8755 lbs and the ground line deflection ycz is 0 14478516 inches these numbers were retrieved from the plot output file in order to obtain the maximum number of significant digits 129 Chapter 5 Example Problems Layer 1 Depth 25 00 to 50 00 ft Soft Clay TaN NN NN A YY NY YY NN NN r TaN NN NN NAN NY YY NNN A NT NN TA TA TZA Dx Dx De Be De TA De De TA TA TATA DD AAAA Dx De cD De De De Dx TEA PZA Doe De Doc TA Be TEA DBD Dx TA TA TA DD A TZA TZA TZA TZA TZA TEA TZA Do Do Do TZA TZA Do Do DD DD Di Di DD DD TA TA TATEA AAAA TA TEA TEA TEA TEA TEA TEA TEA TZA TZA TZA Do TZA TZA TEA TEA TZA TZA TZA TZA TA TEA TEA TA TA TA TA TA TA TA TIA TA TA TA TA TA TA TZA TA TIA Do Do TZA TEA TEA TA TA TA TA TATA TA TA TA D x TATA TATA TA TA TATA TA TATA TA Dx AAAA Dx Dc Be TATATA TA TA TA TA TA TA TA TA TA TA TA TA TA TA TA TA TA TA pais TATATA TA TA TA TA TA TA TATA TATATA TZA TZA TZA TZA TZA TIA TA TA TA TA TIA TA TA TA TA Do TA TA TA TA Dc Ds FEA TZA TZA TZA TZA TZA TZA TEA TZA TEA TZA TZA TA Da TA TA TA TA TATEA x TA TA TZA TZA TEA TIA TZA TZA TEA
206. ng through the upper sand layer and to seal the casing in the soft clay layer Drilling through the soft clay layer into the stiff clay layer is accomplished in the dry The use of the enlarged base was selected to avoid tipping the shaft in the underlying water bearing sand layer Had a straight sided shaft been used the overall shaft length would have been 30 feet longer and drilling with slurry would have been required In this case the use of a shorter shaft with an enlarged base would result in faster and more economical construction The final shaft dimensions consists of four sections which are a 6 ft long straight section of 42 in diameter 19 ft long straight section of 3 ft 0 91 105 Chapter 5 Example Problems m diameter a 4 ft 1 22 m long section with a 11 ft 3 35 m diameter enlarged base at the bottom with a 0 5 ft toe section The loads shown acting at the top of the pile are primarily axial and the axial bearing capacity and settlement must be checked to withstand the axial load using a separate analysis The analysis using LPile is performed to check the lateral performance and to design the shaft reinforcement The reinforcement in the shaft was sized so that one reinforcement cage could be placed over the full length of the shaft The reinforcement chosen was 14 No 9 bars sized with a diameter that had a 6 inch cover in the upper 42 inch section and a 3 inch cover in the 36 inch section This amount of reinforceme
207. nput dialogs will have buttons to add delete or insert rows for data The Add Row button always adds a new row to the end of all existing rows and the Delete Row button deletes the row where the cursor is currently located All entry cells that require numeric data may accept mathematical expressions as entries In general one may enter numerical expressions in the same manner as most spreadsheet programs allow but one must omit the leading equal sign Entering a mathematical expression works similarly to entering normal numeric data the user simply types the expression then presses the Enter key The following table shows a list of supported operations and numerical constants with the order of operations following the order listed Implicit mathematical operations using constants is not inferred Instead the user must enter an expression with an operator e g 2 pi instead of 2pi Negation of the constants z or e is not allowed directly but these constants may be bracketed by parentheses For instance instead of entering pi the user must enter pi Scientific notation is inferred by the program if e or E is immediately following by a number e g 29e6 or 0 5e 5 for input of large or small numbers After an expression is evaluated the computed numbers will be displayed using standard numerical notation Table 3 1 Mathematical Operators Used in LPile Input Dialogs l Mathematical Operator Desca
208. ns the convergence tolerance on deflections the limit on excessive deflection of the pile head and the number of pile increments The maximum number of iterations performed by the program for the pile solution can be set by the user Many problems will converge in fewer than 100 iterations unless a plastic hinge is being developed in an analysis using nonlinear EI If a pushover analysis is being performed using the displacement and moment pile head boundary condition the iterations limit should be set to the maximum value of 1 000 iterations to allow plastic hinges to develop in the pile 23 Chapter 3 Input of Data Table 3 3 Recommended Ranges for Iteration Limits Recommended 100 to 750 Lower Limit 10 Upper Limit 1 000 The user should be aware that specifying 1 000 iterations has a special feature If the problem is solved using fewer than 1 000 iterations the solution has met the convergence tolerance and excessive deflection criteria However if the program reached the limit of 1 000 iterations the program is highly unlikely to obtain convergence Instead the program outputs the last iterative solution obtained and the solution stops The Excessive Deflection Value is used to end analyses in which the iterative solution is diverging without limit The user should enter a value of deflection for the pile head that is grossly excessive to stop the analysis The default value is 100 inches or 2 54 meters If t
209. nt of the input curve for effective unit weight versus depth Input Data Error No 16 The input value for the compressive strength of a weak rock was input as negative or zero 168 Appendix Input Error Messages Input Data Error No 17 The value number of points to define the pile properties is 2 to 40 Either too few or too many points were input for the definition of pile properties Input Data Error No 18 The depth at the bottom of the last layer is higher than the tip of the pile Input Data Error No 19 The depth of the first point of the data for effective unit is not located at the ground surface Input Data Error No 20 The depth of the first point of the soil strength profile is not located at the ground surface Input Data Error No 21 The depth for the first data point for p multipliers is not located at the ground surface Input Data Error No 22 Loading was specified to be cyclic but the number of cycles of loading was specified outside the range of 2 to 5000 Input Data Error No 23 Deleted Input Data Error No 24 Deleted Input Data Error No 25 The input file is empty No analysis can be performed Input Data Error No 26 The number of rebar cannot exceed 300 in this version of LPile Input Data Error No 27 Zero values were entered for one of pile diameter pile area or moment of inertia Input Data Error No 28 Cyclic loading type was specified and the number of cycles of loading are o
210. nt provided 1 01 reinforcement in the 42 inch section and 1 38 reinforcement in the 36 inch section The enlarged base sections were modeled as elastic sections with the specified dimensions and an elastic modulus of 3 500 000 psi A first run of the problem showed that the shaft acted mainly as a short pile with lateral movements observed at the bottom of the shaft The design engineer then decided to account for the additional amount of soil resistance provided by the large shear forces developed at the enlarged base of the shaft This was accomplished by checking the option in the Program Options and Settings dialog to include shear resistance at pile tip Inclusion of tip shear resistance had little effect on the top deflection reducing the top deflection from 0 994 inches without tip shear to 0 909 inches with tip shear The computer generated p y curves were adjusted to account for closely spaced piles by utilizing p reduction factors that varied with depth from 0 75 for the straight shaft down to 0 3 at the bottom of the enlarged base Curves of moment versus curvature for Sections 1 42 inch and 2 36 inch are shown in Figure 5 33 The factored moment capacities for these two sections for a resistance factor of 0 65 are 14 00 and 11600 in kips respectively The curves of lateral deflection and bending moment versus depth are shown in Figure 5 34 In addition the program was asked to generate a plot of pile length versus pile top
211. nto a concrete mat The assumption of pile head fixity is conservative because the maximum bending moment will occur at the top of the pile and any rotation of the pile head will cause a decrease in the maximum moment The computations that follow are aimed at finding the lateral load V that will cause a plastic hinge to develop at the top of the pile Secondly the computations should reveal if there is a possibility of excessive deflection which is thought to be unlikely for most retaining walls 79 Chapter 5 Example Problems Stiff Clay y 18 7 kN m c 96 5 kPa amp 9 0 007 HP14x89 I 3 76104 m4 f 276 MPa 15 2 m Sand y 9 9 kN m b 35 Figure 5 1 General Description of Example 1 The pile section type selected for the analysis is the Elastic Pile with Specified Moment Capacity With this type of section it is possible to have the pile behave elastically up to the specified moment capacity then form a plastic hinge when the moment in the pile equals the specified moment capacity The strong axis of the H pile is perpendicular to the direction of loading and data for this axis were included in Figure 5 1 From the steel handbook the width of the section is 373 mm 14 696 in and the depth is 352 mm 13 86 in The first consideration is the diameter to assign to the shape because the recommendations for p y curves are based strongly on the results of experiments with cylindrical shapes At t
212. number of cycles of loading is greater than 10 and one of the soil layers is loess The soil model for loess is valid only for 1 to 10 cycles of loading Input Data Error No 71 An error was detected in the soil shear strength values to be used for computing a p y curve using the Matlock soft clay with user defined J criteria A negative or zero value of cohesion was input for a soft clay soil Input Data Errors 72 94 are reserved for future use Input Data Error No 95 An input line was unrecognized See the output report for further details Input Data Error No 99 An input line was unrecognized See the output report for further details 171 Appendix 2 Runtime Error Messages Runtime Error No 1 Internal error occurred in the LPile computation dynamic link library This error is reported when the dynamic link library fails to load into memory Runtime Error No 2 Contents of file NAMES DAT is corrupted This file contains the path and name of all data and output files used by LPile Runtime Error No 3 The name of the input data file is corrupted Runtime Error No 4 The name of the output report file is corrupted Runtime Error No 5 The name of the plot output file is corrupted Runtime Error No 6 The name of the runtime message file is corrupted Runtime Error No 7 The user name is corrupted Runtime Error No 8 User company name is corrupted Runtime Error No 9 The computed deflection of the pile head is larger
213. of yield stress LPile does not perform computations for tapered sections if the geometric shape is specified as an H pile section In those cases the plastic moment capacity of the full section is set equal to the input value for plastic moment capacity for the section 122 Chapter 5 Example Problems Bending Moment in lbs 1 000 000 0 1 000 000 2 000 000 3 000 000 4 000 000 0 o ee E L 10 1 I aa I D i amp n I ES l Q Q m f I I 20 i I I I 25 Pile Moment Moment Capacity 30 Figure 5 52 Bending Moment and Plastic Moment Capacity versus Depth for Example 22 5 23 Example 23 Output of p y Curves LPile is capable of generating 17 point p y curves at user specified depths Example 23 is provided as a demonstration of this feature of LPile The feature to generate p y curves for output is enabled by checking the box in the Output Options of the Program Options and Settings dialog as shown in Figure 5 53 The pile and soil profile for Example 23 is shown in Figure 5 54 The soil profile is composed of a number of different soil types plus the lowest layer is defined as having user input p y curves When the graph of p y curves is created 17 points along the curves are generated The spacing of the points depends on the formulation of the p y curves For most types of p y curves the points are representative of the shape of the curves but for others the y values are chosen as
214. om any action that causes soil movements such as movements due to slope instability lateral spreading during earthquakes and seepage forces Version 3 0M uses an alternative solver for the governing differential equation to account for the lateral movement of the soils e The user can input data for nonlinear curves of bending stiffness versus bending moment for different pile sections This feature is useful for cases where the pile has different structural properties along its depth 1 2 10 LPile Plus 4 0 4 0M for Windows 2000 LPile 4 0 4 0M was developed for compatibility with Windows NT 95 98 and 2000 Modules used for computations were compiled as dynamic link library functions which significantly improved performance The new features for this upgrade can be summarized as follows e The program has the capability to generate and take into account nonlinear values of flexural stiffness EJ These values are generated internally by the program based on cracked uncracked concrete behavior and user specified pile dimensions and material properties for reinforced concrete sections The program adds a new feature for analyzing prestressed concrete sections in Version 4 0 e The user can specify both deflection and rotation at the pile as a new set of boundary conditions in Version 4 0 e LPile Plus 4 0 can perform pushover analyses and analyze the pile behavior after a plastic hinge yielding develops e Soil layer data structures an
215. oncentrated moments in the pile It is only possible to apply a concentrated moment about a nodal point not any arbitrary location To model concentrated moments it is necessary to apply equal and opposite in action distributed lateral loads to the nodal increments above and below the nodal point where the moment is to be applied The reason for this is the integration of distributed lateral loads is performed for each nodal point If the two distributed loads were applied over a single increment the equal and opposite forces would cancel each other Figure 3 37 illustrates the principle of applying equal and opposite equivalent forces to model a concentrated moment in the pile P gt Double uniform distributed loads are applied and centered about nodes above and below node where moment is applied M 2 pdx h dx F te Figure 3 37 Recommendation for Modeling of Moment Applied Below the Pile Head 3 7 2 Distributed Lateral Loading The data entry for distributed lateral loading for conventional analysis is controlled through two linked input dialogs In the first dialog the user checks whether to include distributed lateral loads If the option is checked the button to show the input dialog is enabled and the user may display the input dialog for distributed lateral loading Distributed Lateral Loading Enter Distibuted Lateral Loads 7 Figure 3 38 Dialog for Distributed Lateral Loads for Conventional Loading The
216. ons esseesseseeesessesseeesssresseseresressessresreesersresereseeseeseresee 141 Figure 6 6 Verification of Bending Moments cceessceesseecesnsecesseeceeneeceenceceeneeceeneecseeeenaeees 142 Figure 6 7 Verification of Shear Forces os c2ye tyes detctes yee cestelyl dean ssacrhaatenueiedetllesiaeteaed 143 xiii Chapter 1 Introduction 1 1 General Description LPile is a special purpose program that can analyze a pile or drilled shaft under lateral loading The program computes deflection shear bending moment and soil response with respect to depth in nonlinear soils The program has graphical features for presentation of results and has additional features for special analyses The soil and rock is modeled using lateral load transfer curves p y curves based on published recommendations for various types of soils and rocks The p y curves are internally generated by the program Alternatively the user can input values for p y curves for a soil layer The program also contains specialized procedures for computing p y curves in layered soil profiles Several types of pile head loading conditions may be selected and the structural properties of the pile may be varied along the pile length Additionally LPile can compute the nominal moment capacity and provide design information for rebar arrangements 1 2 Program Development History 1 2 1 LPile 1 0 for MS DOS 1986 When the IBM XT personal computer was introduced in 1
217. ons can be performed by LPile but that the results of the computations may be in error due to input values that may not be appropriate The purpose of the warning messages is to call the user s attention to input values that may not be correct The full list of warning messages is listed in Appendix 3 2 2 11 6 About the Version Numbers Displays information about how the version numbers current used for LPile are defined 2 2 11 7 Technical Support Information Displays information about eligibility for receiving technical support and how to receive technical support from Ensoft 2 2 11 8 Check for Updates Opens the LPile update page in the user s default browser Note that some anti virus programs may require the user to grant permission to LPile to open the Internet browser program 2 2 11 9 About LPile This command provides a dialog describing the program version date and methods for accessing technical support Other information about the program licensing and maintenance expiration date program version and program release date are also shown An example is shown below 17 Chapter 2 Installation and Getting Started LPile 2013 7 01 2013 by Ensoft Inc All rights reserved Aprogram for analyzing stress and deformation of individual piles or drilled shafts under lateral load Licensed to Ensoft Inc Austin Texas USA Ensoft Inc Tel 512 244 6464 Fax 512 e mail ensoft ensoftinc com www ensof
218. or Windows 1995 The initial windows version for LPile Plus was released in 1994 The preprocessor program used a mouse with pull down menu dialog boxes grid tables and push buttons to improve the process of data entry The graphics program also running within the Windows Chapter 1 Introduction platform supported any printer device recognized by the Windows environment The main program added a feature for users to specify the rebar area at each location 1 2 8 LPile Plus 3 0 for Windows 1997 With the 32 bit operating systems provided by Microsoft Windows 95 and Windows NT software developers were provided with tools to develop user interfaces with advanced high resolution graphics LPile Plus 3 0 was developed based on the technological advances for new user interfaces The significant new features of this upgrade are summarized as follows A new soil criterion for weak rock was added to the previously existing eight soil types The p y criterion for weak rock is primarily applicable to the weathered sandstone claystone and limestone with uniaxial compressive strengths of less than 1 000 psi An option was added to compute pile head deflection versus pile length This option generated a graph of pile length versus pile head deflection that is helpful for determining the critical pile length A feature was added to compute values for a foundation stiffness matrix that may be used in structural analysis models for a certain r
219. or mm 2 2 y value Inches or meters 2 3 tip shear value lbs or kN 7 8 GROUP EFFECT FACTORS Command Table 7 24 Group Effect Properties Group Effect Properties Lines 1 Number of points integer Repeat Line 2 for all points 2 1 Point number integer 2 2 Depth below pile head ft or meters 2 3 p multiplier Dimensionless 2 4 y multiplier Dimensionless 7 9 LRFD LOADS Command Table 7 25 LRFD Load Properties LRED Load Properties Lines 1 Number of LRFD unfactored loads integer 161 Chapter 7 Line by Line Guide for Input LRFD Load Properties Lines Repeat line 2 and 3 for every load 2 1 Load number starting with 1 2 2 Load type index Enter 1 for dead load 2 for live load 3 for earthquake load 4 for impact load 5 for wind load 6 for water load 7 for ice load 8 for horizontal soil pressure 9 for live roof load 10 for rain load 11 for snow load 12 for temperature load 13 for special load 2 3 Horizontal shear force lb or KN 2 4 Moment in lb or KN m 2 5 Vertical load force lb or KN 2 6 Number of distributed lateral load points integer Repeat line 12 3 for each distributed lateral load point for this unfactored load 3 1 Point number integer 3 2 Depth below pile head in or meters 3 3 Lateral load intensity Ib in or kN m 7 10 LRFD FACTORS AND CASES
220. or more information about the feature for computing pile head stiffnesses 4 5 19 Individual K s versus Pile head Deflection and Rotation This Graphics menu command opens a submenu for displaying the individual curves of pile head stiffnesses versus pile head deflection and rotation The submenu is shown in Figure 4 6 12 Chapter 4 Graphics and Charts K22 vs Pile Head Deflection K23 vs Pile Head Rotation K32 vs Pile Head Deflection K33 vs Pile Head Rotation Figure 4 6 Sub menu for Pile head Stiffnesses versus Deflection and Rotation 4 5 19 1 Koo versus Pile head Deflection This Graphics menu command is enabled when the Generate Foundations Stiffness option is selected When enabled the selection of this command will show a curve of the K22 shear force deflection versus pile top deflection 4 5 19 2 Ko3 versus Pile head Rotation This Graphics menu command is enabled when the Generate Foundations Stiffness option is selected When enabled the selection of this command will show a curve of the K23 shear force rotation versus pile top rotation 4 5 19 3 K32 versus Pile head Deflection This Graphics menu command is enabled when the Generate Foundations Stiffness option is selected When enabled the selection of this command will show a curve of the K32 moment deflection versus pile top deflection 4 5 19 4 K33 versus Pile head Rotation This Graphics menu command is enabled when the Generate Foundations Stiffn
221. orce lbs 125000 Deflection Computation Method ee Logarithmic unevenly spaced Show Values Arithmetic evenly spaced aoe User specified input required Enter Deflections i Figure 3 42 Dialog for Controls for Pushover Analysis 57 Chapter 3 Input of Data Some typical results from a pushover analysis are presented in the following two figures Figure 3 43 presents the pile head shear force versus displacement for pinned and fixed head conditions and indicates the maximum level of shear force that can be developed for the two conditions Similarly Figure 3 44 presents the maximum moment developed in the pile a prestressed concrete pile in this example versus displacement and shows that a plastic hinge develops in the fixed head pile at a lower displacement than for the pinned head pile Free head and Fixed head Conditions 80 000 fe 75 000 70 000 D kzi o o Formation of plastic hinge Shear Force kips amp 8 Oo D 56 8 8 35 000 f 20 000 1 2 3 4 5 Top Deflection in V E Fixed head Response V Free head Response Figure 3 43 Pile head Shear Force versus Displacement from Pushover Analysis Free head and Fixed head Conditions 1 800 000 f 1 700 000 f 1 600 000 amp 1 500 000 Formation of i plastic hinge 1 400 000 Fey 1 300 000 ff E 1 200 000 4 100 000 5 1 000 000 S a 800 000 Maximum 700 000 f
222. orcing Steel Properties Lines Section Above If Section 1 or rebar not same as above section enter Rebar Arrangement Same As Section Above 2 Rebar pattern option If rebar in circular pattern enter Rebar in circle and follow by Lines 3 1 through 3 7 If rebar in noncircular pattern enter Rebar in noncircular pattern and follow by Lines 4 1 through 4 4 6 3 1 Circular pattern data Yield stress of bars psi or kPa 3 2 Circular pattern data Young s modulus of bars psi or kPa 3 2 Circular pattern data Number of bars or bundles Maximum 300 for single bars Maximum 150 for 2 bar bundles or Maximum 100 for 3 bar bundles 3 3 Circular pattern data Number of bars in bundle 1 to 3 3 4 Circular pattern data Bar diameter inches or mm 3 5 Circular pattern data Bar area sq in or sq mm 3 6 Circular pattern data Rebar clear cover inches or mm 3 7 Circular pattern data Rebar circle offset from centroid of section inches or mm 4 1 Non circular pattern data Yield stress of bars psi or kPa 4 2 Non circular pattern data Young s modulus of bars psi or kPa 4 3 Non circular pattern data Number of bars Repeat line 5 4 4 1 through 5 4 4 6 for all bars in noncircular arrangement 4 4 1 Non circular pattern bar data Bar identification number 4 4 2 Non circular pattern bar data Bar size index number 4 4
223. oung s modulus psi or kPa 3 11 3 3 2 Section dimension Width at top inches or mm 3 11 3 3 3 Section dimension Width at bottom inches or mm 3 11 3 3 4 Section dimension Wall thickness at top inches or mm 3 11 3 3 5 Section dimension Wall thickness at bottom inches or mm 3 11 3 3 6 Section dimension Area at top sq inches or sq mm 3 11 3 3 7 Section dimension Area at bottom sq inches or sq mm 3 11 3 3 8 Section property Moment of inertia at top in or mm 3 11 3 3 9 Section property Moment of inertia at bottom in or mm Properties of strong H pile sections with specified moment capacity Lines 3 11 3 4 3 11 3 4 1 Section property Young s modulus psi or kPa 3 11 3 4 2 Section dimension H section flange width inches or mm 3 11 3 4 3 Section dimension H section depth inches or mm 3 11 3 4 4 Section dimension H section flange thickness inches or mm 3 11 3 4 5 Section dimension H section web thickness inches or mm 3 11 3 4 6 Section dimension H section area sq inches or sq mm 3 11 3 4 7 Section property H section moment of inertia in or mm Properties of weak H pile sections with specified moment capacity Lines 3 11 3 5 3 11 3 5 1 Section property Young s modulus psi or kPa 3 11 3 5 2 Section dimension H section flange width inches or mm 3 11 3 5 3 Section dimen
224. out After Definition 00 0 Figure 3 13 Tab Sheet for Selection of Section Type Showing Current Cross section Figure 3 14 Tab Sheet for Reinforcing Bar Properties esscesseeceenceceeneeceeeeeceeeeeceeeeeenteeeees Figure 3 15 Tab Sheet for Shaft Dimensions for Drilled Shaft with Permanent Casing Figure 3 16 Tab Sheet for Rebars for Drilled Shaft with Permanent Casing ei ceeeeeeeeeee Figure 3 17 Tab Sheet for Casing Material Properties for Drilled Shaft with Permanent Cas T senn sted e eE a E n eines age E oan tan E EEE E EN SSA Figure 3 18 Tab Sheet forShaft Dimensions of Driled Shaft with Casing and Core 00 Figure 3 19 Tab Sheet for Casing and Core Material Properties ee eeeeeeeeeeseecseeeseeseeeeenees Figure 3 20 Prestressing Tab Page Common to All Prestressed Piles eee eeeesseceseeeeeeeenees Figure 3 21 Automatic Prestressing Arrangements for Square Prestressed Piles 00 0 0 Figure 3 22 Nonlinear EI Tab Page c i5icscs scoveatee oles tinacac cated anautensdeseloeaayenlRarateagtovakansantatanatas Figure 3 23 Table for Entering Axial Thrust Forces for Nonlinear Bending Data Figure 3 24 Tables for Entry of a Nonlinear Moment versus Curvature Data and b Nonlinear Moment versus Bending Stiffness ceeeceeeeseeceeneeceeeeeceeeeeceeeeeceteeeenaes Figure 3 25 Dialog for Definition of Soil Layering and Soil Properties 20 0 0 eee eeeeeeeeeeeeeeeeeeees
225. output to confirm that the distributed load soil resistance and the distributed deflections along the length of the pile are consistent with the p y curves that were input If equations were used to compute the values of p and y it is necessary to interpret the equations at a sufficient number of points to shown that the soil criteria for lateral load was followed The second step with respect to lateral load is to employ the diagram is Step 1 and to use principles of mechanics to ascertain that the deflection of the individual piles was computed correctly While employing the steps shown above have confirmed the internal functioning of LPile the application of the program to results of field experiments is useful The book by Reese and Van Impe 2011 presents a discussion of the development of the methods used in LPile and applies the methods to several cases l Reese L C and Van Impe W 2011 Single Piles and Pile Groups Under Lateral Loading QM Edition CRC Press Balkema 507 p 142 Chapter 6 Validation 15 000 S 2 10 000 oO 2 e S 2 te ite ld Aq pajndwioy 39104 seaus 10 000 10 000 15 000 5 000 5 000 10 000 Ibs Shear Force Computed by Theory Figure 6 7 Verification of Shear Forces 143 Chapter 7 Line by Line Guide for Input The input file for LPile Format Version 7 is a ASCII text file The data file is updated with the latest data contained in the
226. ower p y Curve Depth 11 67 ft q Layer 5 Upper p y Curve Depth 11 67 ft Layer 5 Lower p y Curve Depth 15 67 ft Layer 6 Upper p y Curve Depth 15 67 ft Layer 6 Lower p y Curve Depth 17 83 ft ar Layer 7 Upper p y Curve Depth 17 83 ft Figure 5 28 User input p y Curves for Example 7 Lower curve for Layer 7 not shown 5 8 Example 8 Pile in Cemented Sand A field test for behavior of laterally loaded bored piles in cemented sands c soil was conducted in Kuwait Ismael 1990 Twelve bored piles that were 0 3 m in diameter were tested Piles 1 to 4 were 3 m long while piles 5 to 12 were 5 m long The study was on the behavior of 102 Chapter 5 Example Problems both single piles and piles in a group The measured load versus deflection curves at the pile head for a 3 m long single pile and a 5 m long single pile are presented in the paper and can be studied by using the soil criteria for c soils The piles were reinforced with a 0 25 m diameter cage made of four 22 mm bars for the 3 m long piles and six 22 mm bars for the 5 m long piles In addition a 36 mm reinforcing bar was positioned at the center of each pile The Young s modulus for concrete was measured during a cylinder test and a representative value of 3 200 psi 22 MPa was selected The flexural rigidity EI varies with the applied moment but a constant value was reported After lateral load tests were completed the soil
227. permit higher resistance to tensile stresses during pile driving The use of higher levels of prestress also permits lifting of longer piles without damage This example uses the Pushover Analysis option available in the Program Options and Settings dialog One useful feature of the pushover analysis is to determine the lateral deflection and load required to fail a pile under lateral loading As will all LPile analyses for piles with nonlinear bending properties LPile computes the curve of nonlinear bending versus curvature The curve generated for Example 14 is shown in Figure 5 45 for the two values of axial thrust specified in the Pile head Loading and Options dialog The curve shown here indicates that the plastic moment capacity for the pile is approximately 2 100 in kips 114 Chapter 5 Example Problems Section 1 Top Number of Defined Sections 1 Section Type Square PS Pile Dimensions Concrete Prestressing Prestressing Properties G View Advice on Prestressing Prestressing Strand Type 5 Grade 250 ksi Lo Lax Grade 270 ksi Lo Lax Grade 300 ksi Lo Lax Smooth Bars 145 ksi 5 Smooth Bars 160 ksi 5 Deformed Bars 150 160 ksi Strand Bar Size 1 2 Sp 7wA 0 167 sq in v Number of Strands PS Bars 8 Compute 70 Prestress Force and Stress Prestress Force Before Losses Ibs 252000 70 Breaking Force Strand 31500 Ibs a aes ee 70 Prestressing Force 252000 Ibs Co
228. perties for Octagonal Solid Prestressed Piles Lines 3 9 3 9 1 Section dimension Length of section ft or m 3 9 2 Section dimension Section diameter inches or mm Follow with concrete properties Lines 4 and prestressing strand properties Lines 6 to complete section data Table 7 14 Properties for Square Hollow Prestressed Piles Properties for Square Hollow Prestressed Piles Lines 3 10 3 10 1 Section dimension Length of section ft or m 3 10 2 Section dimension Section diameter inches or mm 3 10 3 Section core diameter Core void diameter inches or mm Follow with concrete properties Lines 4 and prestressing strand properties Lines 6 to complete section data Table 7 15 Properties for Elastic Piles Properties for Elastic Piles Lines 3 11 3 11 1 Section dimension Length of section ft or m Enter 3 11 2 Geometric shape code 1 rectangular follow by Lines 3 11 3 1 2 circular solid follow by Lines 3 11 3 2 3 pipe follow by Lines 3 11 3 3 4 strong H pile follow by Lines 3 11 3 4 5 weak H pile follow by Lines 3 11 3 5 6 embedded pole follow by Lines 3 11 3 6 Properties of elastic rectangular sections Lines 3 11 3 1 3 11 3 1 1 Section property Young s modulus psi or kPa 3 11 3 1 2 Section dimension Width at top inches or mm 3 11 3 1 3 Section dimension Width at bottom inches or mm
229. perties for loess 2 values per line 3 12 1 1 Effective unit weight at top of layer Effective unit weight in pcf or kN m 3 12 1 2 Cone tip resistance at top of layer qrip in psi or kPa 3 12 2 1 Effective unit weight at bottom of layer Effective unit weight in pef or kN m 3 12 2 2 Cone tip resistance at bottom of layer tip in psi or kPa 3 13 Properties for elastic subgrade 2 values per line 3 13 1 1 Effective unit weight at top of layer Effective unit weight in pef or kN m 3 13 1 2 Elastic subgrade modulus at top of layer pci or kN m 3 13 2 1 Effective unit weight at bottom of layer Effective unit weight in pef or KN m 3 13 2 2 Elastic subgrade modulus at bottom of layer pci or kN m 3 14 Properties for User Input p y Curves 3 14 1 1 Effective unit weight at top of layer Effective unit weight in pef or kN m 3 14 1 2 Number of input p y points for curve at top of layer Number of points Repeat Line 3 14 2 for each point on curve 3 14 2 1 y value for curve at top of layer Inches or meters 3 14 2 2 p value for curve at top of layer lb inch or kN m 3 14 3 1 Effective unit weight at bottom of layer Effective unit weight in pef or kN m 3 14 3 2 Number of input p y points for curve at bottom of layer Number of points Repeat Line 3 14 4 for each point on curve 3 14 4 1 y value for
230. pile is 50 feet long 600 inches and has 100 increments each pile increment is six inches long and the nodes are spaced at 0 inches 6 inches 12 inches 18 inches and so on down to the pile tip at 600 inches If the point load is to be applied at 4 feet 10 inches 58 inches it is necessary to apply the distributed load in a way that effectively centers the applied load at the preferred location while extending to the closest nodal point In this example the distributed lateral load should extend from the point of application 58 inches to the closest nodal point at 60 inches The upper boundary of the applied zone should extend an equal distance above the point of application to 56 inches see Figure 3 36 When LPile computes the equivalent nodal point loads for this example one third of the applied force result is a applied at the nodal point above the point of load application and the remain two thirds is applied at the closest node Uniform distributed load p is centered about point of load application and extends to closest nodal point 4 dx V pdx p gt Figure 3 36 Recommendation for Modeling of Lateral Force Applied Below the Pile Head 52 Chapter 3 Input of Data It is important for the user to recognize that if the nodal point spacing changes for any reason the boundaries of the equivalent loading zone must be re computed by the user There are more restrictions in modeling in the case of modeling c
231. pth and length dimensions and pounds or kilonewtons are used for force dimensions Twelve p y criteria for different types of soil and rock are included in Version 6 0 The input dialogs for definition of soil properties have been improved to aid the user Default values for some input properties are provided Hints and notes are also shown on input dialogs to assist the user for data entry Over 175 error and warning messages have been provided making it easy for occasional users to run the program and to solve run time errors LPile Version 6 has the capability of performing analyses for Load and Resistance Factor Design Up to 100 load combinations may be defined and up to 100 unfactored loads may be defined Load case combinations are defined by entering the load factors for each load type and the resistance factors for both flexure and shear Optionally the user may enter the load and resistance factor combinations by reading an external plain text file 1 2 13 LPile 2012 for Windows Data Format 6 Ver 2012 6 01 through 2012 6 37 LPile is currently being sold with a software maintenance contract Users with active maintenance contracts may receive all updates and maintenance releases of LPile In this system Chapter 1 Introduction the use of version numbers has been modified to permit the user to understand the basic differences between different releases of the program The first number is the calendar year of the release o
232. r Moment vs Curvature Data 1 0 1 Nonlinear Moment vs Curvature Data 2 100000 2 Nonlinear Moment vs Curvature Data 3 200000 3 Nonlinear Moment vs Curvature Data AddRow CnsetRow Delete Row Enter the axial thrust loads for Section 1 for each nonlinear bending curve The axial thrust loads for Section 1 will be copied to all other sections LPile interpolates between the input sets of nonlinear bending when determining the nonlinear bending stiffness of the pile All values entered must be positive in sign Data may be entered by entering moment and curvature values Figure 3 23 Table for Entering Axial Thrust Forces for Nonlinear Bending Data Caio Chserow Bete Row File Name View Edit File Read Values from File Paste values from Clipboard text All input curvature values must be greater than zero to avoid computation errors To read file with nonlinear moment and curvature data first specify the filename by using the Browse button then press the Read Values from File button The external file should be a text file with with the data entered one data pair per line moment followed by curvature separated by spaces commas or tabs a ma re es 8 000 000 amp 380 000 000 000 E 300 000 000 000 8 6 000 000 amp 250 000 000 000 aon m zy 200 000 000 000 5 000 01 5 150 000 000 000 2 000 000 100 000 000 000 50 000 000 000 ot z O 0 000
233. r force for conditions 1 2 or 3 in lbs or kN Enter displacement for conditions 4 or 5 in inches or meters 2 4 Pile head condition 2 Enter moment for condition 1 or 4 in in lbs or kN m Enter slope for condition 2 in radians Enter rotational stiffness for condition 3 in in lbs rad or kKN m rad Enter slope for condition 4 in radians 2 5 Axial thrust load Lbs or kN 2 6 Toggle for computation of top deflection versus pile length for this load condition Enter 0 for no 1 for yes 3 Number of distributed lateral loading points Enter 0 for no distributed lateral loading Enter number of loading points to enter distributed lateral loading data Repeat Line 4 for all distributed lateral loading points 4 1 Load point number dimensionless 4 2 Depth below pile head Feet or meters 4 3 Distributed lateral loading intensity Ib inch or kN m 163 Chapter 7 Line by Line Guide for Input 7 12 P Y OUTPUT DEPTHS Command Table 7 28 p y Output Depth Properties p y Output Depth Properties Lines 1 Number of output depths integer Repeat Line 2 for all depths 2 Depth of output p y curve ft or meters 7 13 SOIL MOVEMENTS Command Table 7 29 Soil Movement Properties Soil Movement Properties Lines 1 Number of soil movement points integer Repeat Line 2 for all depths 3 Depth below pile head ft or meters 4 Lateral soi
234. r secondary moments produced when the pile deflects also known as P Delta effects 3 7 1 5 Compute Top y versus L This column contains a drop down yes no option for performing computations of top deflection versus pile length for this pile head loading condition if pile head loading condition does not prescribe the pile head lateral deflection value No computations of top deflection versus pile length will be made if either of the displacement moment or displacement slope pile head conditions is specified 3 7 1 6 Modeling of Point Shear Forces and Moments Below Pile Head This modeling technique is useful to model the application of point shear loads and moments below the pile head It is necessary for the user to understand how LPile applies the distributed lateral loads to the pile in order to model these loadings accurately In performing the computations LPile integrates along the distributed lateral load profile about each pile node from one half a pile increment above the node to one half a pile increment below the node At the top and bottom nodes on the pile the integration spans only one half a pile increment either above or below the top or bottom increment as needed The result of the integral is applied as a point force at the node in question In the case of an applied point shear value the use may specify the distributed lateral load intensity acting over a small increment spanning the point of application For example if the
235. rain parameter krm which is equivalent to 59 More information regarding k m and amp 9 can be found in the Technical Manual Initial Mass Modulus for Weak Rock The initial mass modulus for weak rock should be entered for this value This value may be measured in the field using an appropriate test or may be obtained from the product of the modulus reduction ratio and Young s modulus measured on intact rock specimens in the laboratory Uniaxial Compressive Strength This value is the uniaxial compressive strength of weak rock at the specified depth Values at elevations between the top and bottom elevations will be determined by linear interpolation Any input values that are considered unreasonable are flagged in the output file and a warning dialog box is displayed However the analysis is performed normally Rock Quality Designation The secondary structure of the weak rock is described using the Rock Quality Designation RQD Enter the value of RQD in percent for the weak rock Strain Factor k m The parameter k for weak rock typically ranges between 0 0005 and 0 00005 The input dialog for weak rock is shown in Figure 3 26 as an example dks Weak Rock 1 Se Effective Unit Initial Modulus of RAD Strain Factor Weight kN m 3 Strenath qu kN m 2 Rock Mass kN m 2 fre a i ie 0 0 0 2 Initial modulus of the rock mass may be determined from as the initial slope of a pressuremeter curve or as the pro
236. rce This Graphics menu command is enabled when the Generate Foundations Stiffness option is selected When enabled the selection of this command will show a curve of the K22 shear force deflection component of a 6x6 foundation stiffness matrix The user should refer to Section 3 8 1 for more information about the feature for computing pile head stiffnesses 4 5 18 2 Ko3 versus Pile head Shear Force This Graphics menu command is enabled when the Generate Foundations Stiffness option is selected When enabled the selection of this command will show a curve of the K23 shear force rotation component of a 6x6 foundation stiffness matrix The user should refer to Section 3 8 1 for more information about the feature for computing pile head stiffnesses 4 5 18 3 K32 versus Pile head Moment This Graphics menu command is enabled when the Generate Foundations Stiffness option is selected When enabled the selection of this command will show a curve of the K32 moment deflection component of a 6x6 foundation stiffness matrix The user should refer to Section 3 8 1 for more information about the feature for computing pile head stiffnesses 4 5 18 4 K33 versus Pile head Moment This Graphics menu command is enabled when the Generate Foundations Stiffness option is selected When enabled the selection of this command will show a curve of the K33 moment rotation component of a 6x6 foundation stiffness matrix The user should refer to Section 3 8 1 f
237. rify the general correctness of the results Users are assumed to be knowledgeable of the information in the program documentation User s Manual and Technical Manual distributed with the program package Users are assumed to recognize that variances in input values can have significant effect on the computed solutions and that input values must be chosen carefully Users should have a thorough understanding of the relevant engineering principles relevant theoretical criteria appropriate references are contained in the software documentation and design standards iv Table of Contents EKO I AINE OC GO EE NL NN aes x Chapter 1 AmtT Ce WOM eects uses ha a ae EE eds oh eee te ae eee ee 1 l 1 Gen ral D scriptioni e roine ar iach esvasevavias e a anes a aa o i AE EES 1 1 2 Program Development History 2 cc2is3aecide eet ce din eters alae eed eee 1 1 2 TP ie O for MS DOS O19 SG sn Be ie a sis aa a e a a eas 1 t 2 2 LPil 2 0 for MS DOS 1987 eneucsasninsiunnsenisian nae a 1 172 3 Pile 3 0 for MS DOS 1989 stiaccnsstst feats Gasevy ets mees aaeanyhade seuas a a deca tants 2 1 2 4 Pile a for MS DOS 199I errs a E aa R SE 2 1 2 5 LPile Plus 1 0 for MS DOS 1993 woo ccccessssececcceceesessaecececceeseessseceeeceeseeessrseaeees 2 1 2 6 LPile 4 0 for Windows 1994 cccessccccccccecsesesscecececeesesssseaecececcesesessseeeeeeceseeeeereaeess 2 1 2 7 LPile Plus 2 0 for Windows 1995 wo cccccssssscececececeesesssecesecceeeeesssec
238. ro deflection The number of points of zero deflection is listed on the output for convenience A possible exception to shortening the pile to facilitate the computations may occur if the lower portion of the pile is embedded in rock or very strong soil In such a case small deflection could generate large values of soil resistance that in turn could influence the behavior of the upper portion of the pile With the length of the pile adjusted so that there is no exceptionally long portion at the bottom where the computed pile deflection is oscillating about the axis with extremely small deflections and soil resistances the user may wish to make a few runs with the pile subdivided into various numbers of increments Such a study was done for the example shown in this chapter Figure 6 3 shows a plot of the computed values of groundline deflection and maximum bending moment as a function of the number of increments into which the pile is subdivided 135 Chapter 6 Validation These values become virtually constant with the pile subdivided into 50 increments or more Errors are introduced if the number of increments is 40 or less 0 5523 w 0 5522 c3 S 0 5521 0 5520 0 5519 0 5518 D 0 5517 a a 0 5516 o F 0 5515 0 5514 0 100 200 300 400 500 Number of Increments 9 451 000 0000 9 450 000 0000 9 449 000 0000 9 448 000 0000 9 447 000 0000 9 446 000 0000 Maximum Moment ir lbs 9 445 000 0000 0 100 200
239. rop down list Up to 100 loads may be defined Loads with identical load types will be added together by LPile Enter the magnitudes of the unfactored loads for each loading source Distributed loads may be entered by pressing the column button The sign convention for positive loads is shown below LRFD Loading Vertical Force Vertical Force Horizontal Shear Horizontal Shear Moment Moment Distributed Load glod Figure 3 51 Dialog for Definition of Unfactored Pile head Loadings for LRFD Analysis The unfactored load definition includes the type of load The load types are e Dead load e Live load 63 Chapter 3 Input of Data Earthquake Impact Wind Water Ice Horizontal Soil Pressure Live Roof Rain Snow Temperature Special for any type of load not listed above If the user wishes to enter data for a distributed lateral loading an input dialog identical to that shown in Figure 3 39 on page 54 is displayed 3 9 2 Load Cases and Resistance Factors The user controls the definition of load cases either by reading the LRFD load case data file from the Program Options and Settings dialog box or by entering the specific load case in the dialog shown in Figure 3 52 To include a load type in a load case combination the user enters a positive non zero value In addition the user may enter the resistance factors for structure resistance in bending and shear capacity and may enter a descriptive name
240. ror Messages Runtime Error No 25 The input value for axial thrust force is greater than the structural capacity in tension Runtime Error No 26 An LRFD load case value for axial thrust force is greater than the structural capacity in compression Runtime Error No 27 An LRFD load case value for axial thrust force is greater than the structural capacity in tension Runtime Error No 28 An unrecoverable numerical error has occurred Either pile top deflection or computed maximum change in deflection is not a number and further computations are impossible Runtime Error No 29 A layer thickness was too thin to contain a nodal point This prevents the correct computation of the layer s p y curve Runtime Error No 30 An error occurred in the computation of the undrained shear strength value for a soil layer Runtime Error No 31 The computed value of soil modulus computed in Reese sand is not a number This is due to one or more of the required soil properties being equal to zero See the output report for more information Runtime Error No 32 The default value of soil modulus computed in Reese sand is not a number This is due to one or more of the required soil properties being equal to zero See the output report for more information Runtime Error No 33 The default value of soil modulus computed in soft clay is not a number This is due to one or more of the required soil properties being equal to zero See the output r
241. rs are unchanged 48 Chapter 3 Input of Data Shift Pile or Soil Elevations Action Shift Pile Up or Down by m jo Elevation of Ground Surface m 0 View Elevations Report Elevation Coordinate Type LPile Depth Coordinates C Elevations Relative to Datum Summary of LPile Depths Total Pile Length Depth of Pile Head Depth of Pile Tip 10 000 meters 0 000 meters 10 000 meters Soil Top Depth Bottom Depth Thickness Layer of Layer of Layer of Layer Number meters meters meters 2 000 3 000 5 000 2 3 000 13 200 10 200 Figure 3 33 Dialog for Shifting of Pile Elevation Relative to Input Soil Profile After Shifting a Pile Head To Be Below the Ground Surface If the user wishes to compare the depths of the soil layer profile to elevation data the user enters a value for the elevation of the ground surface and presses the View Elevations Report button The Shift Pile or Soil Elevations dialog can display the report in two formats that are selected by pressing the appropriate Elevation Coordinate Type radio button The default format is the LPile Depth Coordinates and the other format is the Elevations Relative to Datum The dialog box shown below is an example where the ground surface elevation is 6 meters and the Elevations Relative to Datum option has been selected 3 6 Output Depths for p y Curves The user may generate and plot p y curves at user specified depths These curves are not used in the
242. s used when LPile checks the spacing dimension between bars to ensure that sufficient space is provided for the concrete to flow during placement of concrete 30 Chapter 3 Input of Data Section Type Dimensions and Cross section Properties ne X Section 1 Top Number of Defined Sections 1 Total Length 50 00 ft Section Type Shaft Dimensions Concrete Rebars Show Section Profile Section Type and Shape Rectangular Concrete Pile C Square Prestressed Concrete Pile Round Concrete Shaft Bore C Square Prestressed Concrete Pile with Void Round Concrete Shaft with Permanent Casing Octagonal Prestressed Concrete Pile Round Shaft with Permanent Casing and Core C Octagonal Prestressed Concrete Pile with Void C Steel Pipe Pile Elastic Section Non yielding Round Prestressed Concrete Pile Elastic Section with Specified Moment Capacity Round Prestressed Concrete Pile with Void C Pile with Defined Non linear Bending This shape is used to model uncased drilled shafts or bored piles The reinforcing bars for drilled shafts are typically arranged in a circular pattern either as single bars or as two bar or three bar bundles It is strongly advised that the bar pattern be symmetrical and that no fewer than 8 bars or bundles be selected Use of fewer than 8 bars or bundles may result in deficient 3 moment capacity if the rebar cage is inadvertently rotated either during concrete p
243. s and will have non linear moment curvature relationships The dialog box shown in Figure 3 7 is for an elastic section after definition of the structural shape Once the section shape and dimensions have been properly defined a scale drawing of the section or section profile is displayed as shown below 25 Chapter 3 Input of Data Section Type Dimensions and Cross section Properties Fo o E Number of Defined Sections 1 Total Length 15 20 m Section 1 Top K ji 5 Dimensions and Properties Show Section Type and Shape S SEE dane C Rectangular Concrete Pile C Square Prestressed Concrete Pile Round Concrete Shaft Bored Pile C Square Prestressed Concrete Pile with Void Round Concrete Shaft with Permanent Casing Octagonal Prestressed Concrete Pile Round Shaft with Permanent Casing and Core C Octagonal Prestressed Concrete Pile with Void C Steel Pipe Pile Elastic Section Non yielding Elastic Section C Round Prestressed Concrete Pile C Elastic Section with Specified Moment Capacity C Round Prestressed Concrete Pile with Void C Pile with Defined Non linear Bending The strong H pile elastic section shape allows the user to analyze a elastic H pile defined only by its structural dimensions The cross sectional area and moment of inertia can be computed by pressing the button above The user should check the compact section requirements for the H p
244. s can either turn the display of data point markers on or off or change the increment for the display of the markers Markers can be displayed at every point second point fifth point or tenth point Computation Graphic Show Legend Show Markers gt Font Size gt Line Width gt Graph Title Edit Legend Active Curves Print Page Setup Save To Disk vV Casel Figure 4 8 Plot Drop Down Menu Font Size is used to change the size of the fonts used on the graph Line Width is used to change the width of the graph lines Graph Title is used to enter a graph title and to specify the position of the graph title Edit Legend is used to edit the curve names displayed in the graph s legend Active Curves is used to turn the display of individual curves on or off Print is used to print the graph on the active printer Page Setup is used to change the active printer and to configure the page margins Save To Disk is used to save the currently displayed graph to disk as a bitmap file 76 Chapter 5 Example Problems The problems in this chapter are provided as examples of the types of applications that may be solved using LPile Each example focuses on a particular computational feature of the program The input files for the examples are automatically copied to a sub folder named Lpile2013 examples under the common Ensoft folder on the root directory of the computer during installation The data files are named with descriptive n
245. s cyclic loads considered in LPile When cyclic loading is selected the user must also specify the number of cycles of loading ranging from 2 to 5 000 cycles The effect of cyclic loading is to change how the soil resistance is computed for the p y curves as described in the Technical Manual Dynamic loading from earthquakes can be analyzed by LPile if equivalent pseudo static loads are input Pseudo static loads are sized in a manner that results in computed moments and deflections that roughly equivalent to those developed during seismic loading events 24 Chapter 3 Input of Data Dynamic loading from machine vibrations or most other sources of harmonic loading should not be analyzed using LPile because LPile is not capable of determining the frequency response of the foundation and other inertial effects Instead the user is directed to the use of the DynaN DynaPile or DynaMat programs from Ensoft or some other program for performing dynamic response analyses 3 3 6 Text Viewer Options The user should enter the complete path and command line for their preferred text editor or word processor As a default the command line c windows notepad exe sets Microsoft Notepad as the default text editor An internal text editor can also be selected The selected text editor will be used for View Input Text File View Processor Run Notes View Output Text File and Text Viewer under the Computation menu 3 3 7 Interaction Diagram for Nonline
246. s in the upper and lower curves by clicking on the corresponding External p y Curve for Layer button in the far right column A general description for the data needed for User Input p y Curves is listed below 1 Lateral Deflection y values of lateral movement must be entered in units of length As a reference a review of the theory of Soil Response is included in Part II Chapter 3 of the Technical Manual 2 Soil Resistance p values of lateral load intensity must be entered in units of load per unit depth As a reference a review of the theory of Soil Response is included in Part II Chapter 3 of the Technical Manual 3 5 2 Pile Batter and Ground Slope The user specifies the ground slope and batter angles using the Ground Slope and Batter dialog shown in Figure 3 29 The drawing in the dialog realistically illustrates the ground slope and pile batter angles along with the sign convention for loading If flat ground slope is selected and the pile is vertical the angles will be zero e Slope Angle This is the angle in degrees formed between a sloped ground surface and the horizontal surface As indicated in the following figure the value of the slope angle is positive if the pile tends to move downhill upon application of the lateral load The lateral capacity provided by soils in a positive slope is thus reduced Piles that tend to move uphill in a sloping ground use negative values of slope angle The lateral capacity provid
247. s input for the cohesion for silt Input Data Error No 49 The interpolated value of RQD used for p y curves in weak rock was found to be invalid because it was either less than zero or more than 100 percent Input Data Error No 50 The pile tip movement data for shear resistance at the pile tip is in error Either the first point is not zero or one of the other points is less than or equal to the previous point Input Data Error No 51 The nonlinear bending stiffness input by the user varies by more than a factor of 100 for a given axial thrust force This indicates that either unrealistic or erroneous data was input Input Data Error No 52 The nonlinear bending stiffness input by the user exhibits strain hardening behavior LPile can handle nonlinear bending cases only with strain softening behavior Input Data Error No 53 The number of lines of soil movement data is outside the range of 2 to 50 Input Data Error No 54 The top and bottom elevations for weak rock layer are equal Input Data Error No 55 The specified number of pile increments is less than 40 Input Data Error No 56 The specified number of pile increments is more than 500 Input Data Error No 57 The input value for pile length is zero Input Data Error No 58 The pile tip is below the deepest extent of the input curve for weak rock parameter k m versus depth Input Data Error No 59 The number of input pile diameters is more than 40 Input Data Error No
248. s of full sized piles in which the pile diameter is typically in the range of 300 to 1 200 mm 12 to 48 inches While it is possible to test piles with larger diameters it is usually not possible to load such large diameter pile to failure Consequently if a significant variation of lateral load transfer characteristics due to pile diameter exists it may not be accurately modeled by the p y curve formulations The p y curve for silt cemented c soil was not based on a load testing program on full sized piles Consequently reliable recommendations for k and s cannot be made for this model However if it is possible to perform a lateral load test in the field it may be possible to fit these parameters to a site specific load test to calibrate the model In such cases the performance of the model may be significantly improved Stiff clay with free water in general is used to represent soil conditions where stiff clay is the top layer in the soil profile and there is water existing above the ground line or in any conditions where it is believed that any annular space between the pile and soil may fill with water A discussion of the theory of p y curves for different types of soils is included in the Technical Manual 3 5 1 2 Common Soil Properties for p y Curves e Effective Unit Weight Values of effective unit weight for each soil depth are entered in units of force per unit volume The program will linearly interpolate values of unit
249. s shown in Figure 3 20 Once the prestressing size number and geometry are entered the cross section of the pile should be drawn by LPile If the cross section is not drawn properly there is an error in the input data 35 Chapter 3 Input of Data Secon Type Dimensions and Cross section Properties bobak Section 1 Top Number of Defined Sections 1 Total Length 50 00 ft Section Type Round PS Pile Dimensions Concrete Prestressing as g Show Prestressing Properties G View Advice on Prestressing Section Profile Prestressing Strand Type Grade 250 ksi Lo Lax Grade 300 ksi Lo Lax Smooth Bars 160 ksi Grade 270 ksi Lo Lax Smooth Bars 145 ksi Deformed Bars 150 160 ksi Strand Bar Size 1 2 7 wire A 0 153 sq in Number of Strands PS Bars 8 Compute 70 Prestress Force and Stress Prestress Force Before Losses Ibs 231280 70 Breaking Force Strand 28910 Ibs 70 Prestressing Force 231280 Ibs Cover Over Strands in 15 Update Prestress Force and Stress Automatically position strand Strand Pattern Circle Square Weak Sq Fraction of Loss of Prestress 0 15 Force Used in Computations 231280 Ibs Prestress After Losses 984 psi OK This shape is used to model circular prestressed piles that undergo nonlinear bending The prestressing force before losses typically ranges from 70 to 80 of the yield capacity of the reinforcement The level of prestress specified may have a noticeable e
250. sion H section depth inches or mm 3 11 3 5 4 Section dimension H section flange thickness inches or mm 3 11 3 5 5 Section dimension H section web thickness inches or mm 3 11 3 5 6 Section dimension H section area sq inches or sq mm 3 11 3 5 7 Section property H section moment of inertia in or mm Properties of elastic embedded pole with specified moment capacity Lines 3 11 3 6 3 11 3 6 1 Section property Young s modulus psi or kPa 3 11 3 6 2 Section dimension Pole width at top inches or mm 152 Chapter 7 Line by Line Guide for Input Properties of elastic embedded pole with specified moment capacity Lines 3 11 3 6 3 11 3 6 3 Section dimension Pole width at bottom inches or mm 3 11 3 6 4 Section dimension Pole area at top sq inches or sq mm 3 11 3 6 5 Section dimension Pole area at bottom sq inches or sq mm 3 11 3 6 6 Section property Pole moment of inertia at top in or mm 3 11 3 6 7 Section property Pole moment of inertia at bottom in or mm 3 11 3 6 8 Section dimension Drilled hole diameter inches or mm Table 7 17 Properties for Piles with Nonlinear Bending Properties Properties for Piles with Nonlinear Bending Properties Lines 3 13 3 13 1 Section dimension Length of section ft or m 3 13 2 Section dimension Section diameter inches or mm 3 13 3
251. sists of one or more numbers followed by an optional comment Data written by LPile will be followed by a comment that describes the input data and the engineering units of the data Table 7 3 Pile Section Data SECTIONS Line Number Input Value 1 Total Number of Sections 1 minimum 10 maximum 2 Section number 1 top section sections number consecutively from top to bottom of pile 3 Section Type 0 rectangular 1 drilled shaft 2 drilled shaft with casing 3 drilled shaft with casing and core filled with concrete 3 drilled shaft with casing and void core 4 steel pipe 5 circular solid prestressed pile 6 circular hollow prestressed pile 7 square solid prestressed pile 8 square hollow prestressed pile 9 octagonal solid prestressed pile 10 octagonal hollow prestressed pile 11 elastic pile 12 elastic plastic pile 13 pile with user defined nonlinear bending properties in terms of EI and moment values 13 pile with user defined nonlinear bending properties in terms of moment and curvature values Follow by section dimensions for specific Section Type 146 Chapter 7 Line by Line Guide for Input Table 7 4 Properties for Rectangular Sections Properties for rectangular sections Lines 3 0 3 0 1 Section dimension Length of section ft or m 3 0 2 Section dimension Section depth inches or mm 3 0 3 Section dimension
252. solidation and creep of the clay and or the additional deflection due to vibration of the sand The value of shear strength indicates that the clay is overconsolidated thus as a first approximation no significant consolidation or creep is assumed In addition the sand well below the ground surface is assumed not to densify due to possible vibration These assumptions will need to be carefully reviewed after a preliminary solution is obtained The above discussion shows that static loading is appropriate for both the clay and the sand Further the recommendations for stiff clay above the water table are most appropriate The next step is to find the value of pile head shear force V that will develop a bending moment in the pile of 657 KN m 5 815 in kips The results of the preliminary computations using the displacement slope pile head condition are shown in Figure 5 3 and Figure 5 4 As may be seen the computations show that the pile will fail structurally when the axial load is held at 222 kN 50 kips and the lateral load reaches a value of 410 kN 92 kips The pile head deflection at the failure loading was computed to be about 27 mm 1 06 in This deflection is considered tolerable therefore the failure of the pile is taken to be due to the development of a plastic hinge 82 Chapter 5 Example Problems 660 640 620 600 580 560 540 F 520 Z 500 480 460 E 440 S 420 E 400 380 S 360 340 320 300
253. solution is excellent 0 12 So 2 So 2 f f Oo 2 mM BR or an Deflection Computed by LPile inches oO Deflection Computed by Theory inches Figure 6 5 Verification of Pile Deflections 6 3 8 Concluding Comments on Verification The discussion above presents some procedures that can be used for verifying the accuracy of the output from the computer The point cannot be made too strongly that the engineer should make verification a priority in working with LPile The user if desired may easily perform some of the elementary computations shown in this chapter With regard to the static equilibrium of the lateral force on a single pile the values of soil resistance can be computed and plotted along the length of the pile With the lateral loads at the top of the pile a check on the equilibrium of lateral forces can be made A satisfactory check has been made by estimation a more comprehensive check can be made by use of numerical integration of the distributed loads The program will also conduct such checks internally to ensure the force equilibrium 141 Chapter 6 Validation 400 000 300 000 200 000 100 000 Moment Computed by LPile in lbs 100 000 100 000 0 100 000 200 000 300 000 400 000 Moment Computed by Theory in Ibs Figure 6 6 Verification of Bending Moments The final internal check relates to the computed movement of the system The first step is to refer to the computer
254. sponse should be generated using other tools In general values are nonlinear in nature and only valid for a certain range of loading Iterations might be necessary to achieve convergence between superstructure and pile analyses Output curves obtained from this example problem for stiffness matrix components are shown versus displacements in Figure 5 25 and versus forces in Figure 5 26 K22 V y vs Deflection K23 rotation vs Rotation M and Y vs Def zero rotation 2 200 000 4 2 000 000 10 000 000 9 000 000 240 000 4 220 000 600 000 4 400 000 200 000 0 4 800 000 ene 8 000 000 4 600 000 180 000 1 800 2 7 000 000 3 160 000 rae 1 400 000 5 2 440 000 6 000 000 1 200 000 5 a 1 000 000 420 000 2 5 000 000 oy 5 a 7 800 000 2 N pe 3 n a 100 000 amp 4 000 000 5 ao 0000 OEEO E COELI OREO 60 000 40 000 4 3 000 000 2 000 000 0 01 0 2 20 000 4 000 000 k o o i H i Pile head Deflection inches 0 01 0 2 0 0 001 0 002 0 003 0 004 Mane eh Pile head Deflection inches Pile head Rotation radians K32 M y vs Deflection K33 Mfrotation vs Rotation M and Y vs Rotation y 0 10 000 000 BE ee ee 650 000 000 9 000 000 Hi EES ESR 600 000 000 550 000 000 500 000 000 5 450 000 000 4 400 000 000 350 000 000 300 000 000 250 000 000 200 000 000 150 000 000
255. ss enter 0 for internal default value 3 4 Properties for stiff clay without free water using k 4 values per line 3 4 11 Effective unit weight at top of layer Effective unit weight in pef or kN m 3 4 1 2 Undrained shear strength at top of layer Shear strength in psf or kPa 3 4 1 3 Strain factor E50 at top of layer Strain factor 59 dimensionless enter O for internal default value 3 4 1 4 p y modulus k at top of layer k in Ib in or kN m enter O for internal default value 3 4 2 1 Effective unit weight at bottom of layer Effective unit weight in pef or kN m 3 4 2 2 Undrained shear strength at bottom of layer Shear strength in psf or kPa 3 4 2 3 Strain factor E50 at bottom of layer Strain factor 9 dimensionless enter 0 for internal default value 3 4 2 4 p y modulus k at bottom of layer k in Ib in or kN m enter O for internal default value 157 Chapter 7 Line by Line Guide for Input 3 5 Properties for Reese sand 3 5 1 1 Effective unit weight at top of layer Effective unit weight in pcf or kN m 3 5 1 2 Friction angle at top of layer Friction angle in degrees 3 6 2 3 p y modulus k at bottom of layer k in lb in or kN m enter O for internal 3 5 1 3 p y modulus k at top of layer S o Effective unit weight at bottom of Effective unit weight in pcf or KN m 3 5
256. sssdgeesannceddeaty daadevaasanoenedieg 144 Jel Key Words for Input Data Fil sss snio sinata a eines desk E E ademas 144 hed LECE Command senenin a e a EE R 144 7 3 OPTIONS Command iissssesoiinnn einne as esas as aS iiaiai 145 1 4 SECTIONS Command iss iscstiisiornstons isesi isi nte easi sess 146 7 9 SOILLA YERS Command asi ern a a e ss acess E tecacind oem ERER TaS 155 7 6 PILE BATTER AND SLOPE Command ss sssseseesessesesseeseessesesresesseseeserseesessesresesseseesese 161 7 7 PIP SHEAR C mmangisreiusngeee a a a s i seiate 161 7 8 GROUP EFFECT FACTORS Command cccsccesssesssssseosscncsseceasersessctensesnsenscenstseeensrs 161 TFI LREDLOADS Command ainoaan aee et a a et ae E 161 7 10 LRFD FACTORS AND CASES Command ceecssesecesesececsseceensccecnsecesssceeenseees 162 T I LOADING Command iiinis eis Add dae ates deel araen aaas 163 JAZ P Y OUTPUT DEPTHS Commanderie iaa diesem E T mess 164 7 13 SOIL MOVEMENTS Command s sseeseeeeeeseseeseesessressseststsseserstssesersseseesessesresesseseestts 164 7 14 AXIAL THRUST LOADS Command s seeseeeeseesessesesssesrestsseseesesseseesseseesessesresesseseesess 164 7 15 FOUNDATION STIFFNESS Command 00 cee ee ceescesecseeeeeeeceseesseceaecneeeaeeeeeeeesaeenaes 164 7 16 PILE PUSHOVER ANALYSIS DATA Command 0 0 0 cee eeeeeeeeeeeteceseeneeeeeeeneeseeeaeenaes 165 7 17 PILE BUCKLING ANALYSIS DATA Command 0 cc eeeecceecceeeteeeeeeeeeeeeaeeenaeeneenees 165 hed OILY Datt Eile sorei
257. strength in psi or kPa 3 8 2 3 Initial rock mass modulus at bottom of layer Emass in psi or kPa 3 8 2 4 RQD at bottom of layer RQD in percent 3 8 2 5 Parameter k n at bottom of layer k in lb in or KN m enter 0 for internal default value 158 Chapter 7 Line by Line Guide for Input 3 9 Properties for vuggy limestone 2 values per line 3 9 1 1 Effective unit weight at top of layer Effective unit weight in pef or kN m 3 9 1 2 Uniaxial compressive strength qu at top of layer Uniaxial compressive strength in psi or kPa 3 9 2 1 Effective unit weight at bottom of layer Effective unit weight in pef or kN m 3 9 2 2 Uniaxial compressive strength qu at bottom of layer Uniaxial compressive strength in psi or kPa 3 10 Properties for Piedmont residual soil 5 values per line 3 10 11 Effective unit weight at top of layer Effective unit weight in pcf or kN m 3 10 1 2 Test type index Enter 1 for SPT 2 for cone penetrometer 3 for dilatometer 3 10 1 3 SPT blowcount at top of layer Blows foot or blows 0 3 m 3 10 1 4 Cone tip resistance at top of layer tip in psi or kPa 3 10 1 5 Dilatometer modulus at top of layer psi or kPa 3 10 2 1 Effective unit weight at bottom of layer Effective unit weight in pef or KN m 3 10 2 2 Test type index Enter 1 for SPT 2 for cone penetrometer 3 for dilatometer
258. stributed loads are 20 lbs in 3 5KN m at the depth of 2 ft 0 6 m and linearly increase to 100 Ibs in 17 5 KN m at the depth of 5 feet 1 5 meters Figure 5 27 shows a general view of the pile and soil The distributed load in this case occurs over a pile length of 3 feet 0 9 meters and an increment length of 0 25 feet 0 075 meters therefore the distributed lateral load can be properly reflected by the 12 increments of length of the pile To demonstrate another feature of LPile the p y curves shown in Figure 5 28 will be entered for this problem The program interpolates linearly between points on a p y curve and between depths of p y curves 101 Chapter 5 Example Problems 16 in O D Pipe Pile y E 29 000 000 psi A 5ft t 0 75in I 1 047 int 2 Soft Clay N 20 ft N Loose Sand 16 in O D Pipe Pile N 30 ft E 29 000 000 psi N t 0 5 in N 1 732 in4 N N Medium Clay N N N N N Figure 5 27 Pile and soil details for Example 7 D fo Oo oO a Oo w Q 250 Load Intensity p Ib in 0 0 1 0 2 0 3 0 4 0 5 0 6 0 Lateral Deflection y in Layer 1 Upper p y Curve Depth 5 00 ft Layer 1 Lower p y Curve Depth 6 33 ft tr Layer 2 Upper p y Curve Depth 6 33 ft Layer 2 Lower p y Curve Depth 7 67 ft Layer 3 Upper p y Curve Depth 7 67 ft lt Layer 3 Lower p y Curve Depth 9 00 ft gt Layer 4 Upper p y Curve Depth 9 00 ft Layer 4 L
259. t Information Dialog thus ia E E E ee aa TS 21 3 3 Program Options and Settings Dialog sssesssessssssesssesessetesstessetsseesseesssseesseesseesseesseeessees 21 3 3 1 Computational Options nnc sneniis neers aa o Eae iasi 22 3 3 2 Units of Input Data and Computations e ce ceecceceeseeceenceceeececeeeeeceeeeecseeeseeeeeneeeees 23 5 323 Analysis COMO Option Seinen Sah eaee sSotap deste acento O E 23 JA UU O OS A eae 24 3 3 5 Loading Type and Number of Cycles of Loading eee eeecceceeeeeeeeeeeeeeeeeceneeeenteeeens 24 3 326 TERE Vie Wer Options visiscsssiccisatiacsishedeaasanseaasveadeceaaseaeaaanaesd ac A EE R O aaia 25 3 3 7 Interaction Diagram for Nonlinear Bending Sections sss ssssssesssesssesesssesssressressesssee 25 3 3 8 Internet Update Notice Query ia denic hee tical een eda ee ete 25 3 4 Structural Dimensions and Material Properties 0 eeecceesceceesceceeeeeceeneeceeececeteeeesteeeesaes 25 3 4 1 General Description of Input ssssssesssesesseeessesseessessseressessseesseesseesseeesseessseesseesseesset 25 344 2 Structural EypesSce senen a a a a a E SSRS 25 DAES HAS He SCC UOS ia e ER E A E E catia saamoessonuss 26 3 4 4 Elastic Sections with Specified Moment Capacity cccceesseecsscceceeeeeeeeeeeceteeeenneeeees 27 3 4 5 Rectangular Concrete Piles essctascvseised esgacaysaecsasnancosasanyendesd aves sgonseceadeageodackseentans easton 27 DEO Drilled Shafts eget a acl en aaa nett oa ec a eae aN
260. t the top and bottom of the soil layer The curves displayed with this graphics command are not interpolated with depth 4 5 5 Lateral Deflection versus Depth This Graphics menu command displays a graph lateral deflection versus depth for the modeled pile This curve is automatically generated in all analytical runs of a laterally loaded pile The number of points on the deflection curve is equal to the selected number of pile increments Several curves may be contained in this graphics if the user selects to input several load cases 4 5 6 Bending Moment versus Depth This Graphics menu command displays a graph bending moment versus depth along the pile This curve is automatically generated in all analytical runs of a laterally loaded pile The number of points on the moment curve is equal to the selected number of pile increments Several curves may be contained in this graphics if the user selects to input several load cases 4 5 7 Shear Force versus Depth This Graphics menu command displays a graph of shear force versus depth along the pile This curve is automatically generated in all analytical runs of a laterally loaded pile The number of points on the shear curve is equal to the selected number of pile increments Several curves may be contained in this graphics if the user selects to input several load cases 4 5 8 Mobilized Soil Reaction versus Depth This Graphics menu command displays a graph of soil reaction versus depth along t
261. tangular Concrete Section Section Type Rectangular Section Dimensions Concrete Rebars Concrete Properties Compressive Strength Ibs in 2 4000 Max Coarse Aggregate Size in 0 75 g View Stress Strain Curve Qd View Advice for Concrete Slump Figure 3 9 Concrete Tab Page for Rectangular Concrete Section 28 Chapter 3 Input of Data Section Type Rectangular Section Dimensions Concrete Rebars Reinforcing Bar Properties Yield Stress Ibs in 2 60000 Elastic Modulus Ibs in 2 29000000 Continue Rebar Pattern and Size from Section Abov fy Rebar Size Number Options US Std 8 lumber of Bars 12 2 Bar Bundle Options Single Bars ete er to Edge of Bar ir 3 2 Bar Bundles 3 Bar Bundles Automatically positon bars in circle l Edit Bar Positions E Offset Reinforcement Pattern from Centroid of Section Offset 0 Figure 3 10 Rebars Tab Page for Rectangular Concrete Section The positions of the reinforcing steel bars are defined using an x y coordinate system with the origin positioned at the centroid of the section The user must enter the positions of the bars and must select the size of bars from the available sizes programmed in LPile The rebar layout table is shown in Figure 3 11 Once the position and size of reinforcing steel has been entered LPile will display a scale drawing of the section as shown in Figure 3 2
262. tational Stiffness For this boundary condition the user defines the applied lateral load in units of force and a value for rotational stiffness moment per radian of rotation at the pile head The lateral force is considered positive applied from left to right The values for rotational stiffness are always positive A fixed head condition with no restrictions to lateral movements may optionally be modeled by specifying a large value of rotational stiffness This 50 Chapter 3 Input of Data boundary condition should be selected if the user wants to model an elastically restrained type of pile head connection am Pile Head Loadings and Options baba l 1 Shear Ib or kN and 2 Moment in Ib or kN m 1 Shear Ib or KN and 2 Moment fin Ib or KN m 1 Shear Ib or KN and 2 Slope rad 1 Shear Ib or KN and 2 Rotational Stiff M rad Select a pile heg 1 Displ inch or meter and 2 Moment im lb or kN m 1 Displacement inch on meter and 2 5 lope rad Load 1 for Load Type TE o ondition Load 2 for Load Type is the seco baia panet tetap in the derciton a the loading condition The Axial Load p delta is the axial thrust force used in p delta computations The Compute Top Y vs L option is used to compute top deflection for reduced pile lengths Add Row may be specified To specify a fixed head loading condition select a Shear and Slope condition and set the slope value equal to
263. ter losses is in the range of 600 to 1 200 psi 4 14 to 8 27 MPa or as too high or too low if outside of this range 3 4 10 Round Prestressed Concrete Pile with Void The properties of round prestressed concrete piles with void are defined by the length and diameter of the pile the diameter of the hollow core void the compressive strength of concrete and the prestressing reinforcement and loss of prestress The input for the round prestressed concrete pile with void is the same as for the round prestressed pile without void with the exception of the entry of the diameter of the core void Please refer to the discussion in Section 3 4 9 for information about the computation of prestress after losses 36 Chapter 3 Input of Data 3 4 11 Square Prestressed Concrete Pile The properties of square prestressed concrete piles are defined by the length and width of the pile the size of the corner chamfer the compressive strength of concrete and the prestressing reinforcement and loss of prestress The input for the square prestressed concrete pile is the largely same as for the round prestressed pile without void with the exception of the entry of the dimensions for the pile width and corner chamfer Please refer to the discussion in Section 3 4 9 for information about the computation of prestress after losses An additional feature for the square prestressed pile is the feature to generate automatically rectangular strand layouts with
264. th in psf or kPa 156 Chapter 7 Line by Line Guide for Input 3 2 Properties for stiff clay with free water 4 values per line layer 3 2 1 3 Strain factor E50 at top of layer Strain factor amp s dimensionless enter O for internal default value 3 2 1 4 p y modulus k at top of layer k in lb in or kN m enter O for internal default value 3 2 2 1 Effective unit weight at bottom of layer Effective unit weight in pef or kN m 3 2 2 2 Undrained shear strength at bottom of layer Shear strength in psf or kPa 3 2 2 3 Strain factor E50 at bottom of layer Strain factor s dimensionless enter 0 for internal default value 3 2 1 4 p y modulus k at bottom of layer k in lb in or kN m enter O for internal default value 3 3 Properties for stiff clay without free water 3 values per line 3 3 1 1 Effective unit weight at top of layer Effective unit weight in pef or KN m 3 3 1 2 Undrained shear strength at top of layer Shear strength in psf or kPa 3 3 1 3 Strain factor E50 at top of layer Strain factor so dimensionless enter 0 for internal default value 3 3 2 1 Effective unit weight at bottom of layer Effective unit weight in pef or kN m 3 3 2 2 Undrained shear strength at bottom of layer Shear strength in psf or kPa 3 3 2 3 Strain factor E50 at bottom of layer Strain factor amp so dimensionle
265. the default value provided by the computer program The user has control over the convergence tolerance but the default value appears to be a good selection for the majority of problems If a significantly larger value had been selected inaccurate computations could have resulted had a significantly smaller value been selected the number of iterations would be increased and in fact a very small value could prevent the achievement of convergence Verification of accuracy in the solution of the difference equations has been demonstrated and results agree closely with those from the closed form solution In addition the exercise presented below demonstrates to a certain extent that accurate solutions are being obtained Convergence is usually obtained with 30 or fewer iterations when the pile is in the elastic range which does not require much time on most computers The user must select the length of the increments into which the pile is divided by specifying the number of pile increments The total length of the pile is the embedded length plus the portion of the pile extending above the ground surface In cases where the pile being analyzed is extremely long such as an oil well conductor one may decide to shorten the length of the modeled pile to where there are just a few points of zero deflection The behavior of the upper portion of the pile is unaffected as the length is reduced to the point where there are at least two or three points of ze
266. the pile design being analyzed For prestressed concrete pile the answer depends on the pile head connection conditions utilized for the pile If the pile is attached to the pile cap with dowels and an inset of a few inches the pile head fixity condition is very close to the free head condition If the pile is deeply embedded into the pile cap say 2 5 pile widths or more the pile head fixity condition is very close to the fixed head condition For pile head embedments in between the two conditions discussed above the pile head fixity condition is likely to be elastically restrained Evaluation of the stiffness of the elastic restraint will depend on the structural properties of the pile cap and the pile to pile cap reinforcement details It will be necessary to use a special computer program to evaluate these conditions 5 15 Example 15 Pile with Defined Nonlinear Bending Properties This example was provided as an example of a pile with defined nonlinear bending properties Two analyses were made The first analysis was of a drilled shaft with internally generated nonlinear bending properties The second analysis was of a pile with defined nonlinear bending properties in which the output file of curvature and moment values was input Both SI 116 Chapter 5 Example Problems and USCS unit versions of these data files are provided A check of the pile response computed by LPile for the two types of piles found that the pile responses wer
267. tinc com Current Software Release Date 07 08 13 Maintenance Expiration Date 5 6 2014 Days Remaining in Maintenance Period 284 Security Device Serial Number 297192202 Security Device Company Name Ensoft Inc This computer software and its associated documentation are protected by copyright laws international treaties and the original end user license agreement This software is licensed for use only by the office of the company that purchased this software and may not be sold loaned transferred or traded to any other office company or joint venture partner nor may this software be installed on networks or vitural servers that serve more than one office unless the correct number of mult office licenses have been purchased from Ensoft Inc Unauthorized use reproduction or distribution of this software may result in civil and criminal penalties and will be prosecuted to the maximum extent possible under the law Lox Figure 2 13 Example of Help About LPile Dialog 18 Chapter 3 Input of Data The input of required data for an analysis is controlled by the options chosen in the Program Options and Settings dialog It is recommended that the user select and enter data in a progressive manner starting from the top of the Data menu Most Windows may optionally be left open on the screen The selection of other menu commands will then open additional windows on top of those that were left open Many of the i
268. tion of improved graphics hardware for personal computers such as color graphics monitors and an improved processor on IBM AT class computers the features for graphical display of computed pile deflection bending moment shear and soil resistance Chapter 1 Introduction became desirable for engineering software LPile 2 0 was introduced in 1987 with a companion graphics program Improvements were also made on the main program and input data editor 1 2 3 LPile 3 0 for MS DOS 1989 With the wide adoption of LPile by government agencies universities and engineering firms during the first three years improvements in ease of use were considered essential LPile 3 0 was introduced in 1989 with an input data editor featuring pull down menus input tables and on screen help commands Color graphics for CGA EGA and VGA displays were added to the output graphics post processor program The main program also added the new technical features e New p y criteria for vuggy limestone rock e Options for modifying internally generated p y curves for group action effects e The pile head could be positioned either above or below the ground surface 1 2 4 LPile 4 0 for MS DOS 1993 LPile 4 0 was released in 1993 about four years after the previous upgrade Features added to this version were e New p y criteria for cemented soils whose strength is represented using both cohesion and friction angle e New p y criteria for sand based on t
269. to a depth of 2 m was excavated to expose the level of the strain gauges for a calibration test The pile was reloaded and the curvature was calculated from the measurements of strain The moment in the pile at the strain gauges was determined from statics and the moment versus curvature relationship was determined The reported flexural rigidity was calculated from the initial slope of the moment curvature curves as 20 2 MN m which seems to be on the upper extreme of the normal range for a bored pile with the reported concrete and reinforcing properties The subsurface profile at the test site consisted of two layers as shown in Figure 5 29 The upper layer described as medium dense cemented silty sand was about 3 m in thickness The values of c and for this layer were found by drained triaxial compression tests and were 20 kPa and 35 degrees respectively The upper layer was underlain by medium dense to very dense silty sand with cemented lumps The values of c and were zero kPa and 43 degrees respectively Soil Composition Depth Soil Description Neo w y LL PI SL Percent oi Total m Mg m 0 End of Borehole Figure 5 29 Soil details for Example 8 LPile employing the c criteria was used to predict curves of load versus deflection at the pile head for 5 m pile Good agreement was found between measured and predicted behavior for pile head load versus deflection and is shown in Figure 5 30 A comparison between meas
270. tware support Chapter 1 Introduction This page was deliberately left blank Chapter 2 Installation and Getting Started 2 1 Installation and Computing Hardware Requirements LPile is distributed with a black USB security device This method of distribution is compatible with Windows operating systems from Windows 95 through Windows Seven has better capabilities over other alternatives and allows users to obtain software updates or replacements via the Internet Before installing your personal computer should be equipped with the following An open USB port At least 5OMB of free space on the hard disk drive At least 2 GB of random access memory RAM At least 128 MB of video memory A monitor with a display resolution of 1 280 by 1028 pixels or greater Windows 2000 Windows XP Windows Vista or Windows 7 operating systems with the latest service packs installed Both 32 bit and 64 bit operating systems are supported To install the software from the distribution CD ROM Insert the Ensoft USB security device into any open USB port Insert the compact disk from Ensoft If the Autoplay disk feature is enabled Windows will ask you if you want to run Setup exe If Autoplay is not enabled then from My Computer double click the drive into which the installation compact disk is inserted 3 Select to install LPile and then select on the radio button in the dialog shown in Figure 2 1 for Single User License if instal
271. ty Young s modulus psi or kPa 3 11 3 1 2 Section dimension Width at top inches or mm 3 11 3 1 3 Section dimension Width at bottom inches or mm 3 11 3 1 4 Section dimension Depth at top inches or mm 3 11 3 1 5 Section dimension Depth at bottom inches or mm 3 11 3 1 6 Section dimension Area at top sq inches or sq mm 3 11 3 1 7 Section dimension Area at bottom sq inches or sq mm 3 11 3 1 8 Section property Moment of inertia at top in or mm 3 11 3 1 9 Section property Moment of inertia at bottom in or mm Properties of elastic circular sections with specified moment capacity Lines 3 11 3 2 3 11 3 2 1 Section property Young s modulus psi or kPa 3 11 3 2 2 Section dimension Width at top inches or mm 3 11 3 2 3 Section dimension Width at bottom inches or mm 151 Chapter 7 Line by Line Guide for Input Properties of elastic circular sections with specified moment capacity Lines 3 11 3 2 3 11 3 2 4 Section dimension Area at top sq inches or sq mm 3 11 3 2 5 Section dimension Area at bottom sq inches or sq mm 3 11 3 2 6 Section property Moment of inertia at top in or mm 3 11 3 2 7 Section property Moment of inertia at bottom in or mm Properties of elastic pipe sections with specified moment capacity Lines 3 11 3 3 3 11 3 3 1 Section property Y
272. uefied sand in the upper 5 meters and a lateral spread profile with a maximum movement of 300 mm that is greatest at the ground surface and decreases down to zero at a depth of 5 meters The pile and soil profile is shown in Figure 5 39 and the lateral spread profile versus depth is shown in Figure 5 40 PPLE LPL ELE LED ELE EEL ELEM EL EL LE heh bk tte ffi LL LEA LLL LAE LAA LAA LAA LE A Rb A EAL Lf EL EAL LE LEAL LALA LLL Lb hb bbb bbb fs LL PPL ELLE LEE LEE LEELA ELE LER EEL LEE RRE ht EN Ca ZILLLLLLL Layer 1 Depth 0 00 to 5 00 m Liquefied Sand 7 77 LLL LLL ff LL EEL LLL ELLE LLL LE ALE LAE bh EEE hb Lhe LM MT LG ML MP ML a LT FM SOLE EP A FP PE PE PE LE PE ee EEN LID a Ie E E E E PRE ee Hs PZA PZA De De De Dc PZA PZA DD De Dc Dx PZA Dc CDC TA TA TA TA TA Do Do TA Dx TA Dx DDD Do DD ZIZLILO LOL LE VLLELLELLLLL VLLELLELLLL 2 VILELLELLLL 2 VILLLLELLLL VLLELLLELLLL 2 VLLELLELLLLL VLLELLELLLLL VLLLLLELLLLL VILELLELELL VLLELLELLLL A S Perea NPN NN AUAN AAN TATATA TAR AAN AUAN e e e e De TA TA TA TA TA TA TA TA TA TA TA TA DS PATA TIA TIA TIA TIA Dx Dx Dx Dc DD TATA TA TA TA TA TA TA TA TA TA TA D PA TZA TZA TIA PA PZA Dx Dx Dx Dc DD TATA TA TA TA TA TA TA TA Dx TA TA D TATATATA TAX TATATATA Dx TATATA AEA DD De Dx Dx Dx Dx De x Dx Dx Dec Dx De TZA TZA Dec Dx Dx PZA Dx Dx Dx Dx TATA TA TA TA TA TA TA TA Dx De DD TATATA TATA TATA TATATA PZA TZA TZA TEA TA TZA TZA Dx Dx
273. ured and predicted behavior for bending moment versus depth is shown in Figure 5 31 103 Chapter 5 Example Problems 180 160 140 e N oe 100 Computed by LPile 80 Load Test 60 Shear Force kN 40 0 000 0 005 0 010 0 015 0 020 0 025 Deflection meters Figure 5 30 Comparison between Measured and Predicted Pile head Load versus Deflection Curves for the 5 m Pile of Example 8 Bending Moment kN m Depth meters Figure 5 31 Comparison between Measured and Computed Bending Moment versus Depth for the 5 m Pile of Example 8 104 Chapter 5 Example Problems 5 9 Example 9 Drilled Shaft with Tip Resistance This example application has been prepared for an idealized drilled shaft whose head is embedded 1 foot in soil The general pile geometry and soil profile is shown in Figure 5 32 The soil stratigraphy is composed of three different layers of sand soft clay and stiff clay The soil properties are also shown in Figure 5 32 In addition there is a water bearing sand layer at a depth of 60 feet not shown in the figure P M 4 x 10 in lbs V 70 000 Ibs P 800 000 Ibs 1ft Sand d 35 k 90 pci y 130 pcf Soft clay c 800 psf 0 02 y 58 1 pcf 18 ft S Stiff clay c 2 160 psf 0 005 y 63 4 pcf Figure 5 32 Shaft and Soil Details for Example 9 The construction procedure for the shaft is to set a temporary surface casi
274. utside the valid range of 2 to 5 000 Input Data Error No 29 A depth above the ground surface was specified for the printing of a p y curve Input Data Error No 30 A depth below the pile tip was specified for the printing of a p y curve Input Data Error No 31 The pile extends below the deepest extent of the input data for RQD versus depth Input Data Error No 32 Type of reinforcement is unrecognized by LPile Input Data Error No 33 Tapered rebar option type is unrecognized Input Data Error No 34 Specified rebar cover is greater than one half of pile diameter Input Data Error No 35 Too many pile sections specified for analysis Input Data Error No 36 Deleted Input Data Error No 37 Deleted Input Data Error No 38 Deleted Input Data Error No 39 Deleted Input Data Error No 40 Deleted Input Data Error No 41 Deleted Input Data Error No 42 Deleted 169 Appendix 1 Input Error Messages Input Data Error No 43 Pile section type unrecognized Input Data Error No 44 Units of computation option unrecognized by program Input Data Error No 45 Input data for pile properties specifies a negative pile station coordinate Input Data Error No 46 Input data for pile properties specified a pile station below the pile tip Input Data Error No 47 The depth of the top of a layering is greater than or equal to the depth of the bottom of the layer Input Data Error No 48 A negative or zero value wa
275. vates the user specified text editor to display the analytical input data in plain text format This command is available after the input data has been saved to disk or when opening an existing input data file It is useful for experienced users who may just want to 14 Chapter 2 Installation and Getting Started change quickly one or two parameters using the text editor or for users wishing to observe the prepared input data in text mode 2 2 5 3 View Processor Run Notes The program begins each analysis by first saving the current data to disk then starting the analysis routine that reads the input data from the saved disk file If an error is detected the program will display a message dialog that informs the user about the type of error and in many cases will suggest a solution for the error Input errors may consist of missing data erroneous data or inconsistent data Usually the content of the error message dialog is copied to the processor run notes file If the processor run notes end without listing the line The Execution is in progress the user should check the input corresponding to the last line read and the line that immediately follows that was not read In some cases the processor run notes will also include an error message 2 2 5 4 View Output Report This command opens the output report in the text editor This command becomes available only after a successful run has been made Some output files may b
276. ve minimum and maximum displacement values arithmetic or a set of user specified pile head displacement values The number of loading steps sets the number of pile head displacement values generated for the pushover analysis The axial thrust force used in the pushover analysis must be entered in the dialog If the pile being analyzed is not an elastic pile the user should make sure that the axial thrust force entered matches one the values for axial thrust entered in the conventional pile head loadings table to make sure that the correct nonlinear bending properties are used in the pushover analysis If the values do not match the nonlinear bending properties for the next closest axial thrust will be used by LPile for the pushover analysis The pushover analysis feature is enabled by checking the appropriate check box in the Program Options and Settings dialog box see Figure 3 6 on page 22 The dialog for Controls for Pushover Analysis is opened by selecting from the Data pull down menu or by pressing the gt button on the button bar of the main program Window The dialog for Controls for Pushover Analysis is presented in Figure 3 42 is Controls for Pushover Analysis AmA Pile head Fixity Conditions Pinned Head deflection and zero moment Fixed Head deflection and zero rotation Combined Pinned and Fixed Head Conditions Maximum Deflection in 5 Minimum Deflection in 0 125 Number of Loading Steps 40 Axial Thrust F
277. ver Over Strands in 1 Update Prestress Force and Stress E Automatically position strand l Force Used in Computations 252000 Ibs Strand Pattern gt Circle Square Weak Sq Prestress After Losses 1151 psi OK Ez Edit Strand Sizes and Positions The square prestressed pile shape is used to model prestressed piles that undergo nonlinear bending The prestressing force Total Length 25 00 ft Show Section Profile before losses typically ranges from 70 to 80 of the yield capacity of the reinforcement The level of prestress specified may have a noticeable effect on pile response The typical level of prestress after losses varies from 600 to 1 200 psi 4 140 to 8 270 kPa and the designing engineer must obtain the level of prestress from the pile supplier A minimum concrete cover thickness of 1 inch or 25 mm over the prestressing stands is recommended Add Section Insert Section Delete Section Cancel OK Figure 5 44 Reinforcement Details for Prestressed Concrete Pile of Example 14 2 250 2 000 1 750 1 500 Yn Q lt 1 250 D 1 000 O 750 500 250 0 0 0 0 0001 0 0002 0 0003 0 0004 Curvature radians inch 0 0005 0 0006 M Thrust 100 00 kips V Thrust 125 00 kips Figure 5 45 Moment versus Curvature of Prestressed Pile for Example 14 115 Chapter 5 Example Problems
278. weight located between the top and bottom depths of the layer Soil layers should be sub divided anywhere step changes in values are needed such as at the depth of the water table e k Value for Soil Layers This is the value for k used in the equation FE k x This constant is in units of force per cubic length and depends on the type of soil and lateral loading imposed to the pile group It has two different uses 1 to define the initial maximum value of E on internally generated p y curves of stiff clays with free water and or sands and 2 to initialize the E array for the first iteration of pile analysis e Undrained Shear Strength Values of undrained shear strength c for clays and silts at each depth are entered in standard units of force per unit area The undrained shear strength is not needed for sand layers The undrained shear strength is generally taken as half of the unconfined compressive strengths e Internal Friction degrees Values of the angle of internal friction for sands and or silts at each soil depth are entered in degrees 42 Chapter 3 Input of Data e Strain Factor E50 Values of amp o strain at 50 of the maximum stress The strain factor amp o for clays and or silts at each soil depth are entered in dimensionless units of strain If soil test data are available the user may enter the value based on the stress strain curves measured in the soil laboratory The p y curves for weak rocks need a st
279. zero To specify a free head loading condition select a Shear and Moment condition and set the moment value equal to zero The sign convention for positive loadings is shown in the drawing below Conventional Loading Axial Force Axial Force Moment Sjear Moment Shear Distributed Load a pisto pdl Figure 3 35 Dialog for Definition of Conventional Pile head Loading Displacement and Moment This is selected to specify values of lateral displacement and moment at the pile head The displacement is considered positive applied from left to right The moment is considered positive when applied clockwise Displacement and Slope This is selected to specify values of lateral displacement and the pile head slope in radians The displacement is considered positive applied from left to right The slope is positive when the pile head rotates counterclockwise 3 7 1 2 Condition 1 This value is the first load in the loading type description shear force for the first three loading type conditions and displacement for the last two loading type conditions 3 7 1 3 Condition 2 This value is the second load in the loading type description 3 7 1 4 Axial Load This value is input in units of force It is applied at the pile head and may be entered after specifying the boundary conditions as well as the corresponding loading Axial loads entered in 51 Chapter 3 Input of Data this column are only used to account fo

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