WWYK263009_65 Design Analysis_Part17.pdf

Soil and Rock Layering Information

The soil profile is modelled using 4 layers

Layer 1 is stiff clay without free water

Distance from top of pile to top of layer = -5.00000 ft

Distance from top of pile to bottom of layer = 10.000000 ft

Effective unit weight at top of layer = 119.000000 pcf

Effective unit weight at bottom of layer = 119.000000 pcf

Undrained cohesion at top of layer = 2830. psf

Undrained cohesion at bottom of layer = 2830. psf

Epsilon-50 at top of layer = 0.070000

Epsilon-50 at bottom of layer = 0.070000

Layer 2 is sand, p-y criteria by Reese et al., 1974

Distance from top of pile to top of layer = 10.000000 ft

Distance from top of pile to bottom of layer = 25.000000 ft

Effective unit weight at top of layer = 120.000000 pcf

Effective unit weight at bottom of layer = 120.000000 pcf

Friction angle at top of layer = 19.000000 deg.

Friction angle at bottom of layer = 19.000000 deg.

Subgrade k at top of layer = 3.940000 pci

Subgrade k at bottom of layer = 3.940000 pci

Layer 3 is weak rock, p-y criteria by Reese, 1997

Distance from top of pile to top of layer = 25.000000 ft

Distance from top of pile to bottom of layer = 35.000000 ft

Effective unit weight at top of layer = 131.000000 pcf

Effective unit weight at bottom of layer = 131.000000 pcf

Uniaxial compressive strength at top of layer = 609.000000 psi

Uniaxial compressive strength at bottom of layer = 609.000000 psi

Initial modulus of rock at top of layer = 50278. psi

Initial modulus of rock at bottom of layer = 50278. psi

RQD of rock at top of layer = 58.000000 %

RQD of rock at bottom of layer = 58.000000 % k rm of rock at top of layer = 0.0005000 k rm of rock at bottom of layer = 0.0005000

Layer 4 is weak rock, p-y criteria by Reese, 1997

Distance from top of pile to top of layer = 35.000000 ft

Distance from top of pile to bottom of layer = 50.000000 ft

Effective unit weight at top of layer = 131.000000 pcf

Effective unit weight at bottom of layer = 131.000000 pcf

Uniaxial compressive strength at top of layer = 609.000000 psi

Uniaxial compressive strength at bottom of layer = 609.000000 psi

Initial modulus of rock at top of layer = 50278. psi

Initial modulus of rock at bottom of layer = 50278. psi

RQD of rock at top of layer = 58.000000 %

RQD of rock at bottom of layer = 58.000000 % k rm of rock at top of layer = 0.0005000 k rm of rock at bottom of layer = 0.0005000

(Depth of the lowest soil layer extends 10.000 ft below the pile tip)

Summary of Input Soil Properties

Layer Soil Type Layer Effective Cohesion Angle of

Uniaxial E50 Rock Mass

Num. Name Depth Unit Wt. Friction qu RQD % or kpy Modulus

(p-y Curve Type) ft pcf psf deg.

psi krm pci psi

1 Stiff Clay -5.000 119.0000 2830. --

-- -- 0.07000 -- --w/o Free Water 10.0000 119.0000 2830. --

-- -- 0.07000 -- --

2 Sand 10.0000 120.0000 -- 19.0000

-- -- -- 3.9400 --

(Reese, et al.) 25.0000 120.0000 -- 19.0000

-- -- -- 3.9400 --

3 Weak 25.0000 131.0000 -- --

609.0000 58.0000 5.00E-04 -- 50278.

Rock 35.0000 131.0000 -- --

609.0000 58.0000 5.00E-04 -- 50278.

4 Weak 35.0000 131.0000 -- --

609.0000 58.0000 5.00E-04 -- 50278.

Rock 50.0000 131.0000 -- --

609.0000 58.0000 5.00E-04 -- 50278.

Static Loading Type

Static loading criteria were used when computing p-y curves for all analyses.

Pile-head Loading and Pile-head Fixity Conditions

Number of loads specified = 1

Load Load Condition Condition Axial Thrust

Compute Top y Run Analysis

No. Type 1 2 Force, lbs

vs. Pile Length

1 1 V = 10000. lbs M = 0.0000 in-lbs 60000.

No Yes

V = shear force applied normal to pile axis

M = bending moment applied to pile head y = lateral deflection normal to pile axis

S = pile slope relative to original pile batter angle

R = rotational stiffness applied to pile head

Values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3).

Thrust force is assumed to be acting axially for all pile batter angles.

Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness

Axial thrust force values were determined from pile-head loading conditions

Number of Pile Sections Analyzed = 1

Pile Section No. 1:

Dimensions and Properties of Drilled Shaft (Bored Pile):

Length of Section = 40.000000 ft

Shaft Diameter = 24.000000 in

Concrete Cover Thickness (to edge of trans. reinf.) = 4.000000 in

Number of Reinforcing Bars = 6 bars

Yield Stress of Reinforcing Bars = 60000. psi

Modulus of Elasticity of Reinforcing Bars = 29000000. psi

Gross Area of Shaft = 452.389342 sq. in.

Total Area of Reinforcing Steel = 4.740000 sq. in.

Area Ratio of Steel Reinforcement = 1.05 percent

Edge-to-Edge Bar Spacing = 6.125000 in

Maximum Concrete Aggregate Size = 0.750000 in

Ratio of Bar Spacing to Aggregate Size = 8.17

Offset of Center of Rebar Cage from Center of Pile = 0.0000 in

Transverse Reinforcement

Type: Hoop

Number of Transverse Reinf. (per spacing) = 1

Spacing of Transverse Reinf. = 18.000000 in

Yield Stress of Transverse Reinf. = 60000. psi

Diameter of Transverse Reinf. = 0.375000 in

Axial Structural Capacities:

Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 1806.408 kips

Tensile Load for Cracking of Concrete = -202.040 kips

Nominal Axial Tensile Capacity = -284.400 kips

Reinforcing Bar Dimensions and Positions Used in Computations:

Bar Bar Diam. Bar Area X Y

Number inches sq. in. inches inches

1 1.000000 0.790000 7.125000 0.00000

2 1.000000 0.790000 3.562500 6.170431

3 1.000000 0.790000 -3.56250 6.170431

4 1.000000 0.790000 -7.12500 0.00000

5 1.000000 0.790000 -3.56250 -6.17043

6 1.000000 0.790000 3.562500 -6.17043

NOTE: The positions of the above rebars were computed by LPile

Minimum spacing between any two bars not equal to zero = 6.125 inches between bars 5 and 6.

Ratio of bar spacing to maximum aggregate size = 8.17

Concrete Properties:

Compressive Strength of Concrete = 4000. psi

Modulus of Elasticity of Concrete = 3604997. psi

Modulus of Rupture of Concrete = -474.34165 psi

Compression Strain at Peak Stress = 0.001886

Tensile Strain at Fracture of Concrete = -0.0001154

Maximum Coarse Aggregate Size = 0.750000 in

Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1

Number Axial Thrust Force kips

1 60.000

Definitions of Run Messages and Notes:

C = concrete in section has cracked in tension.

Y = stress in reinforcing steel has reached yield stress.

T = ACI 318 criteria for tension-controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318-14, Section 21.2.3.

Z = depth of tensile zone in concrete section is less than 10 percent of section depth.

Bending Stiffness (EI) = Computed Bending Moment / Curvature.

Position of neutral axis is measured from edge of compression side of pile.

Compressive stresses and strains are positive in sign.

Tensile stresses and strains are negative in sign.

Axial Thrust Force = 60.000 kips

Bending Bending Bending Depth to Max Comp Max Tens

Max Conc Max Steel Run

Curvature Moment Stiffness N Axis Strain Strain

Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi

0.00000125 88.7294483 70983559. 35.7611160 0.00004470 0.00001470

0.1867188 1.1005905

0.00000250 177.4601612 70984064. 23.8975891 0.00005974 -2.56027E-07

0.2481396 1.3410752

0.00000375 266.1180899 70964824. 19.9498149 0.00007481 -0.00001519

0.3091647 1.5822924

0.00000500 354.4668226 70893365. 17.9785242 0.00008989 -0.00003011

0.3697418 1.8238860

0.00000625 442.4024331 70784389. 16.7967274 0.0001050 -0.00004502

0.4298422 2.0656569

0.00000750 529.8953686 70652716. 16.0093297 0.0001201 -0.00005993

0.4894548 2.3075292

0.00000875 616.9346451 70506817. 15.4471655 0.0001352 -0.00007484

0.5485746 2.5494683

0.00001000 703.5155385 70351554. 15.0257106 0.0001503 -0.00008974

0.6071989 2.7914561

0.00001125 703.5155385 62534715. 12.5468770 0.0001412 -0.000129

0.5709534 2.3316685 C

0.00001250 703.5155385 56281243. 12.0659903 0.0001508 -0.000149

0.6082448 2.4164215 C

0.00001375 703.5155385 51164766. 11.6575968 0.0001603 -0.000170

0.6445343 -2.768283 C

0.00001500 703.5155385 46901036. 11.3046356 0.0001696 -0.000190

0.6798965 -3.173483 C

0.00001625 703.5155385 43293264. 10.9966165 0.0001787 -0.000211

0.7144870 -3.583093 C

0.00001750 703.5155385 40200888. 10.7248832 0.0001877 -0.000232

0.7483802 -3.996617 C

0.00001875 703.5155385 37520829. 10.4828682 0.0001966 -0.000253

0.7816335 -4.413679 C

0.00002000 703.5155385 35175777. 10.2657207 0.0002053 -0.000275

0.8143090 -4.833859 C

0.00002125 703.5155385 33106614. 10.0698725 0.0002140 -0.000296

0.8464735 -5.256691 C

0.00002250 703.5155385 31267357. 9.8924849 0.0002226 -0.000317

0.8781994 -5.681654 C

0.00002375 703.5155385 29621707. 9.7310511 0.0002311 -0.000339

0.9095362 -6.108396 C

0.00002500 703.5155385 28140622. 9.5822849 0.0002396 -0.000360

0.9403689 -6.537843 C

0.00002625 703.5155385 26800592. 9.4464939 0.0002480 -0.000382

0.9709432 -6.968107 C

0.00002750 703.5155385 25582383. 9.3204252 0.0002563 -0.000404

1.0010993 -7.400461 C

0.00002875 703.5155385 24470106. 9.2044336 0.0002646 -0.000425

1.0310113 -7.833554 C

0.00003000 703.5155385 23450518. 9.0959868 0.0002729 -0.000447

1.0605422 -8.268491 C

0.00003125 709.9114683 22717167. 8.9962733 0.0002811 -0.000469

1.0899320 -8.703377 C

0.00003250 724.6925719 22298233. 8.9015486 0.0002893 -0.000491

1.1188605 -9.140790 C

0.00003375 739.4585836 21909884. 8.8139980 0.0002975 -0.000513

1.1476635 -9.578048 C

0.00003500 754.1582153 21547378. 8.7319561 0.0003056 -0.000534

1.1762286 -10.016065 C

0.00003625 768.7451352 21206762. 8.6540526 0.0003137 -0.000556

1.2044550 -10.455676 C

0.00003750 783.3173694 20888463. 8.5814825 0.0003218 -0.000578

1.2325581 -10.895136 C

0.00003875 797.8629746 20590012. 8.5135178 0.0003299 -0.000600

1.2605085 -11.334684 C

0.00004000 812.2806278 20307016. 8.4479659 0.0003379 -0.000622

1.2880608 -11.776360 C

0.00004125 826.6843858 20040834. 8.3865118 0.0003459 -0.000644

1.3154921 -12.217884 C

0.00004250 841.0737897 19789972. 8.3287954 0.0003540 -0.000666

1.3428019 -12.659258 C

0.00004375 855.4382283 19552874. 8.2743046 0.0003620 -0.000688

1.3699608 -13.100726 C

0.00004500 869.6965439 19326590. 8.2213310 0.0003700 -0.000710

1.3967485 -13.544158 C

0.00004625 883.9410656 19112239. 8.1713347 0.0003779 -0.000732

1.4234166 -13.987441 C

0.00004750 898.1717510 18908879. 8.1240842 0.0003859 -0.000754

1.4499651 -14.430572 C

0.00004875 912.3885572 18715663. 8.0793595 0.0003939 -0.000776

1.4763936 -14.873553 C

0.00005125 940.6929371 18354984. 7.9951845 0.0004098 -0.000820

1.5286207 -15.761402 C

0.00005375 968.8673657 18025439. 7.9179292 0.0004256 -0.000864

1.5801404 -16.650668 C

0.00005625 996.9875041 17724222. 7.8479129 0.0004414 -0.000909

1.6311859 -17.539327 C

0.00005875 1025. 17447170. 7.7836315 0.0004573 -0.000953

1.6816424 -18.428388 C

0.00006125 1053. 17190350. 7.7232739 0.0004731 -0.000997

1.7312994 -19.319776 C

0.00006375 1081. 16952835. 7.6679867 0.0004888 -0.001041

1.7804862 -20.210546 C

0.00006625 1109. 16732436. 7.6171952 0.0005046 -0.001085

1.8292010 -21.100694 C

0.00006875 1136. 16527279. 7.5704112 0.0005205 -0.001130

1.8774419 -21.990216 C

0.00007125 1164. 16334814. 7.5259425 0.0005362 -0.001174

1.9249265 -22.881771 C

0.00007375 1191. 16154399. 7.4843883 0.0005520 -0.001218

1.9718556 -23.773504 C

0.00007625 1219. 15985115. 7.4458521 0.0005677 -0.001262

2.0183140 -24.664594 C

0.00007875 1246. 15825896. 7.4100454 0.0005835 -0.001306

2.0642998 -25.555038 C

0.00008125 1274. 15675811. 7.3767179 0.0005994 -0.001351

2.1098113 -26.444831 C

0.00008375 1301. 15534036. 7.3456497 0.0006152 -0.001395

2.1548464 -27.333968 C

0.00008625 1328. 15399770. 7.3165258 0.0006311 -0.001439

2.1993696 -28.222790 C

0.00008875 1355. 15271908. 7.2882981 0.0006468 -0.001483

2.2431667 -29.113492 C

0.00009125 1382. 15150461. 7.2618483 0.0006626 -0.001527

2.2864896 -30.003516 C

0.00009375 1410. 15034912. 7.2371044 0.0006785 -0.001572

2.3293362 -30.892856 C

0.00009625 1437. 14924796. 7.2138725 0.0006943 -0.001616

2.3717046 -31.781508 C

0.00009875 1463. 14819698. 7.1920592 0.0007102 -0.001660

2.4135928 -32.669465 C

0.0001013 1490. 14719242. 7.1715611 0.0007261 -0.001704

2.4549988 -33.556722 C

0.0001038 1517. 14623090. 7.1522848 0.0007420 -0.001748

2.4959204 -34.443275 C

0.0001063 1544. 14530933. 7.1341459 0.0007580 -0.001792

2.5363556 -35.329118 C

0.0001088 1571. 14442492. 7.1170676 0.0007740 -0.001836

2.5763022 -36.214245 C

0.0001113 1597. 14357514. 7.1009802 0.0007900 -0.001880

2.6157583 -37.098651 C

0.0001138 1624. 14275767. 7.0858201 0.0008060 -0.001924

2.6547215 -37.982330 C

0.0001163 1650. 14196910. 7.0711825 0.0008220 -0.001968

2.6930853 -38.866526 C

0.0001188 1677. 14120806. 7.0571162 0.0008380 -0.002012

2.7308873 -39.750806 C

0.0001213 1703. 14047365. 7.0438471 0.0008541 -0.002056

2.7681964 -40.634323 C

0.0001238 1730. 13976425. 7.0313239 0.0008701 -0.002100

2.8050105 -41.517069 C

0.0001263 1756. 13907831. 7.0195124 0.0008862 -0.002144

2.8413272 -42.399039 C

0.0001288 1782. 13841445. 7.0083693 0.0009023 -0.002188

2.8771442 -43.280225 C

0.0001313 1808. 13777136. 6.9978582 0.0009185 -0.002232

2.9124591 -44.160621 C

0.0001338 1834. 13714784. 6.9879453 0.0009346 -0.002275

2.9472696 -45.040221 C

0.0001363 1860. 13654280. 6.9785995 0.0009508 -0.002319

2.9815732 -45.919017 C

0.0001388 1886. 13595519. 6.9697919 0.0009671 -0.002363

3.0153675 -46.797001 C

0.0001413 1912. 13538405. 6.9614957 0.0009833 -0.002407

3.0486498 -47.674168 C

0.0001438 1938. 13482850. 6.9536859 0.0009996 -0.002450

3.0814179 -48.550509 C

0.0001463 1964. 13428770. 6.9463393 0.0010159 -0.002494

3.1136690 -49.426017 C

0.0001488 1990. 13376087. 6.9394344 0.0010322 -0.002538

3.1454006 -50.300685 C

0.0001588 2092. 13177947. 6.9158722 0.0010979 -0.002712

3.2670789 -53.790795 C

0.0001688 2193. 12997115. 6.8979647 0.0011640 -0.002886

3.3802285 -57.266818 C

0.0001788 2292. 12819997. 6.8830120 0.0012303 -0.003060

3.4841564 -60.000000 CY

0.0001888 2354. 12473784. 6.8385464 0.0012908 -0.003239

3.5704310 -60.000000 CY

0.0001988 2387. 12008517. 6.7683586 0.0013452 -0.003425

3.6412356 -60.000000 CY

0.0002088 2418. 11582141. 6.7056749 0.0013998 -0.003610

3.7058552 -60.000000 CY

0.0002188 2448. 11192673. 6.6502031 0.0014547 -0.003795

3.7643977 -60.000000 CY

0.0002288 2479. 10835219. 6.6010380 0.0015100 -0.003980

3.8167536 -60.000000 CY

0.0002388 2508. 10504690. 6.5548288 0.0015650 -0.004165

3.8623218 -60.000000 CY

0.0002488 2537. 10198823. 6.5137144 0.0016203 -0.004350

3.9016155 -60.000000 CY

0.0002588 2565. 9914727. 6.4772022 0.0016760 -0.004534

3.9345234 -60.000000 CY

0.0002688 2593. 9649916. 6.4438965 0.0017318 -0.004718

3.9609148 -60.000000 CY

0.0002788 2621. 9402258. 6.4149815 0.0017882 -0.004902

3.9806523 -60.000000 CY

0.0002888 2648. 9169914. 6.3910492 0.0018454 -0.005085

3.9935907 -60.000000 CY

0.0002988 2674. 8951283. 6.3689421 0.0019027 -0.005267

3.9995769 -60.000000 CY

0.0003088 2700. 8744704. 6.3490677 0.0019603 -0.005450

3.9984488 -60.000000 CY

0.0003188 2725. 8549064. 6.3314323 0.0020181 -0.005632

3.9960369 -60.000000 CY

0.0003288 2749. 8363458. 6.3164456 0.0020765 -0.005813

3.9999451 -60.000000 CY

0.0003388 2773. 8186560. 6.3037879 0.0021354 -0.005995

3.9985902 -60.000000 CY

0.0003488 2793. 8009916. 6.2888366 0.0021932 -0.006177

3.9956071 -60.000000 CY

0.0003588 2810. 7831712. 6.2704928 0.0022495 -0.006360

3.9993428 -60.000000 CY

0.0003688 2822. 7651836. 6.2483482 0.0023041 -0.006546

3.9946570 -60.000000 CY

0.0003788 2828. 7467293. 6.2202688 0.0023559 -0.006734

3.9989683 -60.000000 CY

0.0003888 2832. 7284125. 6.1894269 0.0024061 -0.006924

3.9978840 -60.000000 CY

0.0003988 2834. 7107019. 6.1594640 0.0024561 -0.007114

3.9969326 -60.000000 CY

0.0004088 2836. 6938138. 6.1313236 0.0025062 -0.007304

3.9996461 -60.000000 CY

0.0004188 2838. 6776570. 6.1037986 0.0025560 -0.007494

3.9948442 -60.000000 CY

0.0004288 2839. 6621947. 6.0771671 0.0026056 -0.007684

3.9969094 -60.000000 CY

0.0004388 2841. 6474162. 6.0520263 0.0026553 -0.007875

3.9995223 -60.000000 CY

0.0004488 2842. 6332678. 6.0289284 0.0027055 -0.008065

3.9964068 -60.000000 CY

0.0004588 2843. 6197050. 6.0072623 0.0027558 -0.008254

3.9950602 -60.000000 CY

0.0004688 2844. 6067044. 5.9866684 0.0028063 -0.008444

3.9985303 -60.000000 CY

0.0004788 2845. 5942302. 5.9677871 0.0028571 -0.008633

3.9999616 -60.000000 CY

0.0004888 2846. 5822355. 5.9492972 0.0029077 -0.008822

3.9922325 -60.000000 CY

0.0004988 2846. 5707053. 5.9333686 0.0029593 -0.009011

3.9953784 -60.000000 CY

0.0005088 2847. 5596154. 5.9177754 0.0030107 -0.009199

3.9985796 -60.000000 CYT

0.0005188 2848. 5489400. 5.9030640 0.0030622 -0.009388

3.9999479 -60.000000 CYT

0.0005288 2848. 5386436. 5.8894362 0.0031140 -0.009576

3.9930340 -60.000000 CYT

0.0005388 2848. 5287109. 5.8762720 0.0031658 -0.009764

3.9931463 -60.000000 CYT

0.0005488 2849. 5191180. 5.8628303 0.0032172 -0.009953

3.9969726 -60.000000 CYT

0.0006088 2849. 4679672. 5.7976847 0.0035293 -0.011081

3.9984545 -60.000000 CYT

0.0006688 2849. 4259813. 5.7531146 0.0038474 -0.012203

3.9977192 -60.000000 CYT

Summary of Results for Nominal Moment Capacity for Section 1

Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains.

Load Axial Thrust Nominal Mom. Cap. Max. Comp. Max.

Tens.

No. kips in-kip Strain

Strain

1 60.000 2846.908 0.00300000

-0.00916019

Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi-factor).

In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.75).

The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, or the value required by the design standard being followed.

The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections.

Axial Resist. Nominal Nominal Ult. (Fac) Ult. (Fac) Bend.

Stiff.

Load Factor Ax. Thrust Moment Cap Ax. Thrust Moment Cap at

Ult Mom

No. kips in-kips kips in-kips kip-in^2

1 0.65 60.000000 2847. 39.000000 1850.

13677292.

1 0.75 60.000000 2847. 45.000000 2135.

13100835.

1 0.90 60.000000 2847. 54.000000 2562.

9946832.

Layering Correction Equivalent Depths of Soil & Rock Layers

Top of Equivalent

Layer Top Depth Same Layer Layer is F0 F1

Layer Below Below Type As Rock or Integral Integral

No. Pile Head Grnd Surf Layer is Below for Layer for Layer ft ft Above Rock Layer lbs lbs

1 -5.000 0.00 N.A. No 0.00 440662.

2 10.0000 25.1118 No No 440662. 539845.

3 25.0000 30.0000 No Yes N.A. N.A.

4 35.0000 40.0000 No Yes N.A. N.A.

Notes: The F0 integral of Layer n+1 equals the sum of the F0 and F1 integrals for Layer n. Layering correction equivalent depths are computed only for soil types with both shallow-depth and deep-depth expressions for peak lateral load transfer. These soil types are soft and stiff clays, non-liquefied sands, and cemented c-phi soil.

Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1

Pile-head conditions are Shear and Moment (Loading Type 1)

Shear force at pile head = 10000.0 lbs

Applied moment at pile head = 0.0 in-lbs

Axial thrust load on pile head = 60000.0 lbs

Depth Deflect. Bending Shear Slope Total Bending Soil

Res. Soil Spr. Distrib.

X y Moment Force S Stress Stiffness p

Es*H Lat. Load feet inches in-lbs lbs radians psi* lb-in^2 lb/inch lb/inch lb/inch

0.00 0.01019 -5.34E-08 10000. -2.10E-04 0.00 7.10E+10

-233.538 55023. 0.00

0.4000 0.00918 45370. 8879. -2.09E-04 0.00 7.10E+10

-233.495 122112. 0.00

0.8000 0.00818 85360. 7760. -2.04E-04 0.00 7.10E+10

-232.699 136468. 0.00

1.2000 0.00722 119986. 6647. -1.97E-04 0.00 7.10E+10

-231.126 153679. 0.00

1.6000 0.00629 149285. 5543. -1.88E-04 0.00 7.10E+10

-228.751 174504. 0.00

2.0000 0.00541 173311. 4453. -1.77E-04 0.00 7.10E+10

-225.543 199972. 0.00

2.4000 0.00459 192137. 3380. -1.65E-04 0.00 7.10E+10

-221.467 231515. 0.00

2.8000 0.00383 205856. 2329. -1.51E-04 0.00 7.10E+10

-216.477 271167. 0.00

3.2000 0.00314 214584. 1304. -1.37E-04 0.00 7.10E+10

-210.518 321913. 0.00

3.6000 0.00252 218457. 310.7112 -1.22E-04 0.00 7.10E+10

-203.514 388302. 0.00

4.0000 0.00196 217637. -646.579 -1.08E-04 0.00 7.10E+10

-195.357 477597. 0.00

4.4000 0.00148 212312. -1562. -9.32E-05 0.00 7.10E+10

-185.883 602173. 0.00

4.8000 0.00107 202700. -2427. -7.91E-05 0.00 7.10E+10

-174.824 785044. 0.00

5.2000 7.22E-04 189056. -3235. -6.59E-05 0.00 7.10E+10

-161.685 1074982. 0.00

5.6000 4.36E-04 171683. -3947. -5.37E-05 0.00 7.10E+10

-135.120 1486375. 0.00

6.0000 2.06E-04 151194. -4428. -4.28E-05 0.00 7.10E+10

-65.160 1514861. 0.00

6.4000 2.57E-05 129200. -4604. -3.33E-05 0.00 7.10E+10

-8.250 1543346. 0.00

6.8000 -1.13E-04 107014. -4535. -2.53E-05 0.00 7.10E+10

37.0738 1571831. 0.00

7.2000 -2.17E-04 85680. -4272. -1.88E-05 0.00 7.10E+10

72.4648 1600316. 0.00

7.6000 -2.94E-04 66014. -3859. -1.37E-05 0.00 7.10E+10

99.6550 1628801. 0.00

8.0000 -3.49E-04 48642. -3331. -9.79E-06 0.00 7.10E+10

120.3530 1657287. 0.00

8.4000 -3.88E-04 34043. -2715. -7.00E-06 0.00 7.10E+10

136.1577 1685772. 0.00

8.8000 -4.16E-04 22580. -2032. -5.08E-06 0.00 7.10E+10

148.4803 1714257. 0.00

9.2000 -4.36E-04 14537. -1295. -3.83E-06 0.00 7.10E+10

158.4751 1742742. 0.00

9.6000 -4.52E-04 10146. -514.353 -2.99E-06 0.00 7.10E+10

166.9747 1771228. 0.00

10.0000 -4.65E-04 9601. -112.822 -2.33E-06 0.00 7.10E+10

0.3299 3404. 0.00

10.4000 -4.75E-04 9064. -111.200 -1.69E-06 0.00 7.10E+10

0.3457 3495. 0.00

10.8000 -4.81E-04 8535. -109.507 -1.10E-06 0.00 7.10E+10

0.3597 3586. 0.00

11.2000 -4.85E-04 8014. -107.752 -5.40E-07 0.00 7.10E+10

0.3718 3676. 0.00

11.6000 -4.87E-04 7501. -105.943 -1.54E-08 0.00 7.10E+10

0.3820 3767. 0.00

12.0000 -4.86E-04 6997. -104.090 4.75E-07 0.00 7.10E+10

0.3902 3858. 0.00

12.4000 -4.82E-04 6501. -102.201 9.31E-07 0.00 7.10E+10

0.3966 3949. 0.00

12.8000 -4.77E-04 6015. -100.287 1.35E-06 0.00 7.10E+10

0.4011 4040. 0.00

13.2000 -4.69E-04 5538. -98.355 1.74E-06 0.00 7.10E+10

0.4037 4130. 0.00

13.6000 -4.60E-04 5070. -96.416 2.10E-06 0.00 7.10E+10

0.4044 4221. 0.00

14.0000 -4.49E-04 4611. -94.478 2.43E-06 0.00 7.10E+10

0.4033 4312. 0.00

14.4000 -4.37E-04 4161. -92.549 2.73E-06 0.00 7.10E+10

0.4004 4403. 0.00

14.8000 -4.23E-04 3721. -90.638 2.99E-06 0.00 7.10E+10

0.3957 4493. 0.00

15.2000 -4.08E-04 3289. -88.754 3.23E-06 0.00 7.10E+10

0.3894 4584. 0.00

15.6000 -3.92E-04 2867. -86.904 3.44E-06 0.00 7.10E+10

0.3815 4675. 0.00

16.0000 -3.75E-04 2453. -85.095 3.62E-06 0.00 7.10E+10

0.3721 4766. 0.00

16.4000 -3.57E-04 2048. -83.335 3.77E-06 0.00 7.10E+10

0.3612 4857. 0.00

16.8000 -3.39E-04 1651. -81.631 3.90E-06 0.00 7.10E+10

0.3489 4947. 0.00

17.2000 -3.20E-04 1262. -79.988 3.99E-06 0.00 7.10E+10

0.3354 5038. 0.00

17.6000 -3.00E-04 880.7607 -78.413 4.07E-06 0.00 7.10E+10

0.3208 5129. 0.00

18.0000 -2.81E-04 506.8915 -76.911 4.11E-06 0.00 7.10E+10

0.3051 5220. 0.00

18.4000 -2.61E-04 140.0410 -75.487 4.14E-06 0.00 7.10E+10

0.2884 5310. 0.00

18.8000 -2.41E-04 -220.167 -74.145 4.13E-06 0.00 7.10E+10

0.2710 5401. 0.00

19.2000 -2.21E-04 -574.127 -72.887 4.11E-06 0.00 7.10E+10

0.2529 5492. 0.00

19.6000 -2.01E-04 -922.250 -71.718 4.06E-06 0.00 7.10E+10

0.2342 5583. 0.00

20.0000 -1.82E-04 -1265. -70.639 3.98E-06 0.00 7.10E+10

0.2152 5674. 0.00

20.4000 -1.63E-04 -1603. -69.653 3.88E-06 0.00 7.10E+10

0.1960 5764. 0.00

20.8000 -1.45E-04 -1936. -68.758 3.77E-06 0.00 7.10E+10

0.1766 5855. 0.00

21.2000 -1.27E-04 -2265. -67.957 3.62E-06 0.00 7.10E+10

0.1574 5946. 0.00

21.6000 -1.10E-04 -2590. -67.247 3.46E-06 0.00 7.10E+10

0.1383 6037. 0.00

22.0000 -9.38E-05 -2912. -66.628 3.27E-06 0.00 7.10E+10

0.1198 6127. 0.00

22.4000 -7.86E-05 -3232. -66.096 3.07E-06 0.00 7.10E+10

0.1018 6218. 0.00

22.8000 -6.44E-05 -3549. -65.648 2.84E-06 0.00 7.10E+10

0.08464 6309. 0.00

23.2000 -5.14E-05 -3864. -65.281 2.59E-06 0.00 7.10E+10

0.06848 6400. 0.00

23.6000 -3.96E-05 -4177. -64.988 2.31E-06 0.00 7.10E+10

0.05352 6491. 0.00

24.0000 -2.91E-05 -4489. -64.764 2.02E-06 0.00 7.10E+10

0.03997 6581. 0.00

24.4000 -2.02E-05 -4800. -64.601 1.71E-06 0.00 7.10E+10

0.02805 6672. 0.00

24.8000 -1.28E-05 -5110. -64.490 1.37E-06 0.00 7.10E+10

0.01799 6763. 0.00

25.2000 -7.01E-06 -5420. 31.4754 1.02E-06 0.00 7.10E+10

39.9676 2.74E+07 0.00

25.6000 -3.02E-06 -4808. 178.4150 6.70E-07 0.00 7.10E+10

21.2572 3.38E+07 0.00

26.0000 -5.87E-07 -3707. 241.2279 3.82E-07 0.00 7.10E+10

4.9149 4.02E+07 0.00

26.4000 6.44E-07 -2493. 238.0105 1.72E-07 0.00 7.10E+10

-6.256 4.67E+07 0.00

26.8000 1.06E-06 -1423. 194.7392 3.96E-08 0.00 7.10E+10

-11.774 5.31E+07 0.00

27.2000 1.02E-06 -623.449 136.0129 -2.96E-08 0.00 7.10E+10

-12.695 5.95E+07 0.00

27.6000 7.80E-07 -116.819 79.8034 -5.46E-08 0.00 7.10E+10

-10.726 6.60E+07 0.00

28.0000 4.99E-07 142.6953 35.9852 -5.37E-08 0.00 7.10E+10

-7.532 7.24E+07 0.00

28.4000 2.65E-07 228.6693 7.4793 -4.12E-08 0.00 7.10E+10

-4.345 7.88E+07 0.00

28.8000 1.04E-07 214.5203 -7.384 -2.62E-08 0.00 7.10E+10

-1.848 8.53E+07 0.00

29.2000 1.31E-08 157.7938 -12.419 -1.36E-08 0.00 7.10E+10

-0.250 9.17E+07 0.00

29.6000 -2.66E-08 95.3053 -11.712 -5.05E-09 0.00 7.10E+10

0.5445 9.81E+07 0.00

30.0000 -3.54E-08 45.3609 -8.554 -2.96E-10 0.00 7.10E+10

0.7715 1.05E+08 0.00

30.4000 -2.95E-08 13.1917 -5.066 1.68E-09 0.00 7.10E+10

0.6816 1.11E+08 0.00

30.8000 -1.92E-08 -3.275 -2.300 2.02E-09 0.00 7.10E+10

0.4709 1.17E+08 0.00

31.2000 -1.01E-08 -8.892 -0.562 1.61E-09 0.00 7.10E+10

0.2535 1.21E+08 0.00

31.6000 -3.81E-09 -8.670 0.2761 1.01E-09 0.00 7.10E+10

0.09569 1.21E+08 0.00

32.0000 -3.45E-10 -6.242 0.5265 5.10E-10 0.00 7.10E+10

0.00866 1.21E+08 0.00

32.4000 1.09E-09 -3.615 0.4815 1.77E-10 0.00 7.10E+10

-0.02743 1.21E+08 0.00

32.8000 1.35E-09 -1.620 0.3340 0.00 0.00 7.10E+10

-0.03402 1.21E+08 0.00

33.2000 1.09E-09 -0.409 0.1866 -6.88E-11 0.00 7.10E+10

-0.02739 1.21E+08 0.00

33.6000 6.93E-10 0.1712 0.07906 -7.68E-11 0.00 7.10E+10

-0.01742 1.21E+08 0.00

34.0000 3.52E-10 0.3500 0.01600 -5.92E-11 0.00 7.10E+10

-0.00885 1.21E+08 0.00

34.4000 1.25E-10 0.3248 -0.01278 -3.64E-11 0.00 7.10E+10

-0.00314 1.21E+08 0.00

34.8000 2.97E-12 0.2274 -0.02049 -1.77E-11 0.00 7.10E+10

-7.46E-05 1.21E+08 0.00

35.2000 -4.51E-11 0.1282 -0.01795 -5.68E-12 0.00 7.10E+10

0.00113 1.21E+08 0.00

35.6000 -5.16E-11 0.05509 -0.01211 0.00 0.00 7.10E+10

0.00130 1.21E+08 0.00

36.0000 -4.01E-11 0.01187 -0.00658 2.78E-12 0.00 7.10E+10

0.00101 1.21E+08 0.00

36.4000 -2.49E-11 -0.00809 -0.00266 2.91E-12 0.00 7.10E+10

6.25E-04 1.21E+08 0.00

36.8000 -1.22E-11 -0.01364 -4.18E-04 2.17E-12 0.00 7.10E+10

3.08E-04 1.21E+08 0.00

37.2000 -4.02E-12 -0.01211 5.62E-04 1.30E-12 0.00 7.10E+10

1.01E-04 1.21E+08 0.00

37.6000 0.00 -0.00825 7.88E-04 0.00 0.00 7.10E+10

-6.86E-06 1.21E+08 0.00

38.0000 1.88E-12 -0.00454 6.58E-04 0.00 0.00 7.10E+10

-4.74E-05 1.21E+08 0.00

38.4000 2.02E-12 -0.00193 4.22E-04 0.00 0.00 7.10E+10

-5.08E-05 1.21E+08 0.00

38.8000 1.53E-12 -4.94E-04 2.08E-04 0.00 0.00 7.10E+10

-3.85E-05 1.21E+08 0.00

39.2000 0.00 5.87E-05 6.20E-05 0.00 0.00 7.10E+10

-2.21E-05 1.21E+08 0.00

39.6000 0.00 1.01E-04 -6.13E-06 0.00 0.00 7.10E+10

-6.25E-06 1.21E+08 0.00

40.0000 0.00 0.00 0.00 0.00 0.00 7.10E+10

8.80E-06 6.03E+07 0.00

* This analysis computed pile response using nonlinear moment-curvature rela-tionships. Values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. Stresses in concrete and steel may be inter-polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile.

Output Summary for Load Case No. 1:

Pile-head deflection = 0.01018642 inches

Computed slope at pile head = -0.0002100 radians

Maximum bending moment = 218457. inch-lbs

Maximum shear force = 10000. lbs

Depth of maximum bending moment = 3.60000000 feet below pile head

Depth of maximum shear force = 0.000000 feet below pile head

Number of iterations = 16

Number of zero deflection points = 7

Summary of Pile-head Responses for Conventional Analyses

Definitions of Pile-head Loading Conditions:

Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbs

Load Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, S, radians

Load Type 3: Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad.

Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs

Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, S, radians

Load Load Load Axial Pile-head Pile-head Max

Shear Max Moment

Case Type Pile-head Type Pile-head Loading Deflection Rotation in

Pile in Pile

No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs

1 V, lb 10000. M, in-lb 0.00 60000. 0.01019 -2.10E-04

10000. 218457.

Maximum pile-head deflection = 0.0101864242 inches

Maximum pile-head rotation = -0.0002100418 radians = -0.012035 deg.

Summary of Warning Messages

The following warning was reported 646 times

**** Warning ****

An unreasonable value was input for friction angle has been specified for a soil layer defined using the sand criteria. The input value is either smaller than 20 degrees or higher than 48 degrees. The input data should be checked for correctness.

The following warning was reported 646 times

**** Warning ****

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 500 psi. Please check your input data for correctness.

The analysis ended normally.

LPile for Version 2022-12.012

License ID : 500127170

License Type : (Single User License)

Analysis of Individual Piles and Drilled Shafts

Subjected to Lateral Loading Using the p-y Method

© 1985-2024 by Ensoft, Inc.

All Rights Reserved

This software is licensed for exclusive use by:

Mason & Hanger

Virginia Beach, VA, USA

This model was prepared by:

BrownZ7

Files Used for Analysis

Path to file locations:

\Projects\019503\02 Design\Struc\Calculations\Foundation\

Name of input data file:

P4.lp12d

Name of output report file:

P4.lp12o

Name of plot output file:

P4.lp12p

Name of runtime message file:

P4.lp12r

Date and Time of Analysis

BrownZ7 Text Box P4

Date: November 15, 2024 Time: 11:24:33

Problem Title

Project Name: Tinker AFB, BACH Concrete Piers

Job Number: 019503

Client: US ACOE

Engineer: ZFB

Description: Drilled Pier analysis for hangar and admin/shop bays

Program Options and Settings

Computational Options:

- Conventional Analysis

Engineering Units Used for Data Input and Computations:

- US Customary System Units (pounds, feet, inches)

Analysis Control Options:

- Maximum number of iterations allowed = 500

- Deflection tolerance for convergence = 1.0000E-05 in

- Maximum allowable deflection = 100.0000 in

- Number of pile increments = 100

Loading Type and Number of Cycles of Loading:

- Static loading specified

- Use of p-y modification factors for p-y curves not selected

- Analysis uses layering correction (Method of Georgiadis)

- No distributed lateral loads are entered

- Loading by lateral soil movements acting on pile not selected

- Input of shear resistance at the pile tip not selected

- Input of moment resistance at the pile tip not selected

- Computation of pile-head foundation stiffness matrix not selected

- Push-over analysis of pile not selected

- Buckling analysis of pile not selected

Output Options:

- Output files use decimal points to denote decimal symbols.

- Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile.

- Printing Increment (nodal spacing of output points) = 1

- No p-y curves to be computed and reported for user-specified depths

- Print using wide report formats

Pile Structural Properties and Geometry

Number of pile sections defined = 1

Total length of pile = 45.000 ft

Depth of ground surface below top of pile = -5.0000 ft

Pile diameters used for p-y curve computations are defined using 2 points.

p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. A summary of values of pile diameter vs. depth follows.

Depth Below Pile

Point Pile Head Diameter

No. feet inches

1 0.000 48.0000

2 45.000 48.0000

Input Structural Properties for Pile Sections:

Pile Section No. 1:

Section 1 is a round drilled shaft, bored pile, or CIDH pile

Length of section = 45.000000 ft

Shaft Diameter = 48.000000 in

Soil and Rock Layering Information

The soil profile is modelled using 4 layers

Layer 1 is stiff clay without free water

Distance from top of pile to top of layer = -5.00000 ft

Distance from top of pile to bottom of layer = 10.000000 ft

Effective unit weight at top of layer = 119.000000 pcf

Effective unit weight at bottom of layer = 119.000000 pcf

Undrained cohesion at top of layer = 2830. psf

Undrained cohesion at bottom of layer = 2830. psf

Epsilon-50 at top of layer = 0.070000

Epsilon-50 at bottom of layer = 0.070000

Layer 2 is sand, p-y criteria by Reese et al., 1974

Distance from top of pile to top of layer = 10.000000 ft

Distance from top of pile to bottom of layer = 25.000000 ft

Effective unit weight at top of layer = 120.000000 pcf

Effective unit weight at bottom of layer = 120.000000 pcf

Friction angle at top of layer = 19.000000 deg.

Friction angle at bottom of layer = 19.000000 deg.

Subgrade k at top of layer = 3.940000 pci

Subgrade k at bottom of layer = 3.940000 pci

Layer 3 is weak rock, p-y criteria by Reese, 1997

Distance from top of pile to top of layer = 25.000000 ft

Distance from top of pile to bottom of layer = 35.000000 ft

Effective unit weight at top of layer = 131.000000 pcf

Effective unit weight at bottom of layer = 131.000000 pcf

Uniaxial compressive strength at top of layer = 609.000000 psi

Uniaxial compressive strength at bottom of layer = 609.000000 psi

Initial modulus of rock at top of layer = 50278. psi

Initial modulus of rock at bottom of layer = 50278. psi

RQD of rock at top of layer = 58.000000 %

RQD of rock at bottom of layer = 58.000000 % k rm of rock at top of layer = 0.0005000 k rm of rock at bottom of layer = 0.0005000

Layer 4 is weak rock, p-y criteria by Reese, 1997

Distance from top of pile to top of layer = 35.000000 ft

Distance from top of pile to bottom of layer = 50.000000 ft

Effective unit weight at top of layer = 131.000000 pcf

Effective unit weight at bottom of layer = 131.000000 pcf

Uniaxial compressive strength at top of layer = 609.000000 psi

Uniaxial compressive strength at bottom of layer = 609.000000 psi

Initial modulus of rock at top of layer = 50278. psi

Initial modulus of rock at bottom of layer = 50278. psi

RQD of rock at top of layer = 58.000000 %

RQD of rock at bottom of layer = 58.000000 % k rm of rock at top of layer = 0.0005000 k rm of rock at bottom of layer = 0.0005000

(Depth of the lowest soil layer extends 5.000 ft below the pile tip)

Summary of Input Soil Properties

Layer Soil Type Layer Effective Cohesion Angle of

Uniaxial E50 Rock Mass

Num. Name Depth Unit Wt. Friction qu RQD % or kpy Modulus

(p-y Curve Type) ft pcf psf deg.

psi krm pci psi

1 Stiff Clay -5.000 119.0000 2830. --

-- -- 0.07000 -- --w/o Free Water 10.0000 119.0000 2830. --

-- -- 0.07000 -- --

2 Sand 10.0000 120.0000 -- 19.0000

-- -- -- 3.9400 --

(Reese, et al.) 25.0000 120.0000 -- 19.0000

-- -- -- 3.9400 --

3 Weak 25.0000 131.0000 -- --

609.0000 58.0000 5.00E-04 -- 50278.

Rock 35.0000 131.0000 -- --

609.0000 58.0000 5.00E-04 -- 50278.

4 Weak 35.0000 131.0000 -- --

609.0000 58.0000 5.00E-04 -- 50278.

Rock 50.0000 131.0000 -- --

609.0000 58.0000 5.00E-04 -- 50278.

Static Loading Type

Static loading criteria were used when computing p-y curves for all analyses.

Pile-head Loading and Pile-head Fixity Conditions

Number of loads specified = 1

Load Load Condition Condition Axial Thrust

Compute Top y Run Analysis

No. Type 1 2 Force, lbs

vs. Pile Length

1 1 V = 50000. lbs M = 0.0000 in-lbs 200000.

No Yes

V = shear force applied normal to pile axis

M = bending moment applied to pile head y = lateral deflection normal to pile axis

S = pile slope relative to original pile batter angle

R = rotational stiffness applied to pile head

Values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3).

Thrust force is assumed to be acting axially for all pile batter angles.

Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness

Axial thrust force values were determined from pile-head loading conditions

Number of Pile Sections Analyzed = 1

Pile Section No. 1:

Dimensions and Properties of Drilled Shaft (Bored Pile):

Length of Section = 45.000000 ft

Shaft Diameter = 48.000000 in

Concrete Cover Thickness (to edge of trans. reinf.) = 4.000000 in

Number of Reinforcing Bars = 12 bars

Yield Stress of Reinforcing Bars = 60000. psi

Modulus of Elasticity of Reinforcing Bars = 29000000. psi

Gross Area of Shaft = 1810. sq. in.

Total Area of Reinforcing Steel = 18.720000 sq. in.

Area Ratio of Steel Reinforcement = 1.03 percent

Edge-to-Edge Bar Spacing = 8.319008 in

Maximum Concrete Aggregate Size = 0.750000 in

Ratio of Bar Spacing to Aggregate Size = 11.09

Offset of Center of Rebar Cage from Center of Pile = 0.0000 in

Transverse Reinforcement

Type: Hoop

Number of Transverse Reinf. (per spacing) = 1

Spacing of Transverse Reinf. = 12.000000 in

Yield Stress of Transverse Reinf. = 60000. psi

Diameter of Transverse Reinf. = 0.500000 in

Axial Structural Capacities:

Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 7212.047 kips

Tensile Load for Cracking of Concrete = -807.459 kips

Nominal Axial Tensile Capacity = -1123.200 kips

Reinforcing Bar Dimensions and Positions Used in Computations:

Bar Bar Diam. Bar Area X Y

Number inches sq. in. inches inches

1 1.410000 1.560000 18.795000 0.00000

2 1.410000 1.560000 16.276947 9.397500

3 1.410000 1.560000 9.397500 16.276947

4 1.410000 1.560000 0.00000 18.795000

5 1.410000 1.560000 -9.39750 16.276947

6 1.410000 1.560000 -16.27695 9.397500

7 1.410000 1.560000 -18.79500 0.00000

8 1.410000 1.560000 -16.27695 -9.39750

9 1.410000 1.560000 -9.39750 -16.27695

10 1.410000 1.560000 0.00000 -18.79500

11 1.410000 1.560000 9.397500 -16.27695

12 1.410000 1.560000 16.276947 -9.39750

NOTE: The positions of the above rebars were computed by LPile

Minimum spacing between any two bars not equal to zero = 8.319 inches between bars 7 and 8.

Ratio of bar spacing to maximum aggregate size = 11.09

Concrete Properties:

Compressive Strength of Concrete = 4000. psi

Modulus of Elasticity of Concrete = 3604997. psi

Modulus of Rupture of Concrete = -474.34165 psi

Compression Strain at Peak Stress = 0.001886

Tensile Strain at Fracture of Concrete = -0.0001154

Maximum Coarse Aggregate Size = 0.750000 in

Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1

Number Axial Thrust Force kips

1 200.000

Definitions of Run Messages and Notes:

C = concrete in section has cracked in tension.

Y = stress in reinforcing steel has reached yield stress.

T = ACI 318 criteria for tension-controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318-14, Section 21.2.3.

Z = depth of tensile zone in concrete section is less than 10 percent of section depth.

Bending Stiffness (EI) = Computed Bending Moment / Curvature.

Position of neutral axis is measured from edge of compression side of pile.

Compressive stresses and strains are positive in sign.

Tensile stresses and strains are negative in sign.

Axial Thrust Force = 200.000 kips

Bending Bending Bending Depth to Max Comp Max Tens

Max Conc Max Steel Run

Curvature Moment Stiffness N Axis Strain Strain

Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi

6.25000E-07 733.0552559 1172888409. 63.5855593 0.00003974 0.00000974

0.1661500 1.0698383

0.00000125 1466. 1172841335. 43.8263974 0.00005478 -0.00000522

0.2277346 1.4234069

0.00000188 2198. 1172115728. 37.2508506 0.00006985 -0.00002015

0.2889037 1.7775650

0.00000250 2926. 1170540523. 33.9663689 0.00008492 -0.00003508

0.3496061 2.1319618

0.00000313 3652. 1168481229. 31.9968918 0.00009999 -0.00005001

0.4098231 2.4864683

0.00000375 4373. 1166147875. 30.6844955 0.0001151 -0.00006493

0.4695481 2.8410389

0.00000438 5091. 1163648004. 29.7474114 0.0001301 -0.00007986

0.5287781 3.1956528

0.00000500 5091. 1018192004. 24.4900615 0.0001225 -0.000118

0.4977156 2.8898589 C

0.00000563 5091. 905059559. 23.4600889 0.0001320 -0.000138

0.5347733 -3.259223 C

0.00000625 5091. 814553603. 22.5992263 0.0001412 -0.000159

0.5707288 -3.777390 C

0.00000688 5091. 740503276. 21.8677680 0.0001503 -0.000180

0.6057686 -4.300962 C

0.00000750 5091. 678794669. 21.2347274 0.0001593 -0.000201

0.6399432 -4.829647 C

0.00000813 5091. 626579695. 20.6825508 0.0001680 -0.000222

0.6734258 -5.362224 C

0.00000875 5091. 581824002. 20.1961092 0.0001767 -0.000243

0.7062980 -5.898137 C

0.00000938 5091. 543035735. 19.7639498 0.0001853 -0.000265

0.7386273 -6.436926 C

0.00001000 5091. 509096002. 19.3776665 0.0001938 -0.000286

0.7704868 -6.978077 C

0.00001063 5091. 479149178. 19.0289365 0.0002022 -0.000308

0.8018719 -7.521659 C

0.00001125 5091. 452529780. 18.7121581 0.0002105 -0.000329

0.8328152 -8.067458 C

0.00001188 5091. 428712423. 18.4256752 0.0002188 -0.000351

0.8634721 -8.614308 C

0.00001250 5126. 410109546. 18.1617717 0.0002270 -0.000373

0.8936964 -9.163358 C

0.00001313 5270. 401561365. 17.9209543 0.0002352 -0.000395

0.9236744 -9.713187 C

0.00001375 5414. 393712286. 17.6977053 0.0002433 -0.000417

0.9532871 -10.264739 C

0.00001438 5556. 386526283. 17.4933845 0.0002515 -0.000439

0.9827307 -10.816496 C

0.00001500 5698. 379860357. 17.3010733 0.0002595 -0.000460

1.0117557 -11.370433 C

0.00001563 5839. 373720456. 17.1244725 0.0002676 -0.000482

1.0406589 -11.924222 C

0.00001625 5980. 368014543. 16.9591167 0.0002756 -0.000504

1.0692837 -12.479114 C

0.00001688 6120. 362693453. 16.8036632 0.0002836 -0.000526

1.0976260 -13.035157 C

0.00001750 6261. 357746184. 16.6595970 0.0002915 -0.000548

1.1258487 -13.591053 C

0.00001813 6400. 353121602. 16.5245511 0.0002995 -0.000570

1.1538739 -14.147433 C

0.00001875 6539. 348765859. 16.3955211 0.0003074 -0.000593

1.1815631 -14.705432 C

0.00001938 6678. 344685651. 16.2750764 0.0003153 -0.000615

1.2091346 -15.263286 C

0.00002000 6817. 340855131. 16.1624201 0.0003232 -0.000637

1.2365882 -15.820995 C

0.00002063 6956. 337244059. 16.0559950 0.0003312 -0.000659

1.2638632 -16.379058 C

0.00002125 7094. 333815311. 15.9532613 0.0003390 -0.000681

1.2908131 -16.938699 C

0.00002188 7231. 330577762. 15.8566298 0.0003469 -0.000703

1.3176470 -17.498195 C

0.00002250 7369. 327515466. 15.7655891 0.0003547 -0.000725

1.3443647 -18.057545 C

0.00002313 7507. 324614200. 15.6796863 0.0003626 -0.000747

1.3709659 -18.616750 C

0.00002375 7644. 321860820. 15.5984814 0.0003705 -0.000770

1.3974460 -19.175846 C

0.00002438 7781. 319222908. 15.5188100 0.0003783 -0.000792

1.4235755 -19.736787 C

0.00002563 8054. 314321251. 15.3717241 0.0003939 -0.000836

1.4754902 -20.858230 C

0.00002688 8327. 309860397. 15.2390751 0.0004096 -0.000880

1.5269442 -21.979083 C

0.00002813 8600. 305781244. 15.1189232 0.0004252 -0.000925

1.5779324 -23.099375 C

0.00002938 8872. 302010076. 15.0056166 0.0004408 -0.000969

1.6280690 -24.222513 C

0.00003063 9143. 298533632. 14.9022851 0.0004564 -0.001014

1.6777483 -25.345048 C

0.00003188 9413. 295317162. 14.8076887 0.0004720 -0.001058

1.7269686 -26.466979 C

0.00003313 9683. 292331161. 14.7208650 0.0004876 -0.001102

1.7757281 -27.588299 C

0.00003438 9953. 289550414. 14.6409701 0.0005033 -0.001147

1.8240251 -28.709007 C

0.00003563 10222. 286939930. 14.5645642 0.0005189 -0.001191

1.8715551 -29.831935 C

0.00003688 10491. 284495318. 14.4938242 0.0005345 -0.001236

1.9186226 -30.954272 C

0.00003813 10759. 282200358. 14.4283245 0.0005501 -0.001280

1.9652298 -32.075977 C

0.00003938 11027. 280040735. 14.3675394 0.0005657 -0.001324

2.0113748 -33.197046 C

0.00004063 11294. 278003891. 14.3110921 0.0005814 -0.001369

2.0570559 -34.317474 C

0.00004188 11561. 276078769. 14.2585010 0.0005971 -0.001413

2.1022712 -35.437257 C

0.00004313 11827. 274255592. 14.2094778 0.0006128 -0.001457

2.1470188 -36.556391 C

0.00004438 12093. 272525687. 14.1637244 0.0006285 -0.001501

2.1912968 -37.674870 C

0.00004563 12359. 270875991. 14.1194376 0.0006442 -0.001546

2.2349015 -38.794769 C

0.00004688 12624. 269304924. 14.0778404 0.0006599 -0.001590

2.2780204 -39.914186 C

0.00004813 12888. 267806784. 14.0388456 0.0006756 -0.001634

2.3206708 -41.032920 C

0.00004938 13152. 266375968. 14.0023428 0.0006914 -0.001679

2.3628506 -42.150968 C

0.00005063 13416. 265007438. 13.9681136 0.0007071 -0.001723

2.4045579 -43.268323 C

0.00005188 13679. 263696633. 13.9359971 0.0007229 -0.001767

2.4457906 -44.384981 C

0.00005313 13942. 262439425. 13.9058476 0.0007387 -0.001811

2.4865468 -45.500936 C

0.00005438 14204. 261232063. 13.8775330 0.0007546 -0.001855

2.5268244 -46.616182 C

0.00005563 14466. 260071132. 13.8510083 0.0007705 -0.001900

2.5666213 -47.730714 C

0.00005688 14728. 258953518. 13.8260196 0.0007864 -0.001944

2.6059354 -48.844526 C

0.00005813 14989. 257876374. 13.8025358 0.0008023 -0.001988

2.6447646 -49.957612 C

0.00005938 15250. 256837090. 13.7804654 0.0008182 -0.002032

2.6831067 -51.069967 C

0.00006063 15510. 255833273. 13.7597242 0.0008342 -0.002076

2.7209596 -52.181585 C

0.00006188 15770. 254862722. 13.7402350 0.0008502 -0.002120

2.7583211 -53.292460 C

0.00006313 16029. 253923409. 13.7219268 0.0008662 -0.002164

2.7951890 -54.402585 C

0.00006438 16288. 253013463. 13.7047341 0.0008822 -0.002208

2.8315610 -55.511954 C

0.00006563 16546. 252131156. 13.6885965 0.0008983 -0.002252

2.8674348 -56.620562 C

0.00006688 16804. 251274413. 13.6732054 0.0009144 -0.002296

2.9027640 -57.728977 C

0.00006813 17061. 250441703. 13.6583659 0.0009305 -0.002340

2.9375373 -58.837341 C

0.00006938 17318. 249632288. 13.6444633 0.0009466 -0.002383

2.9718107 -59.944895 C

0.00007063 17565. 248714405. 13.6292079 0.0009626 -0.002427

3.0052466 -60.000000 CY

0.00007188 17789. 247495339. 13.6091409 0.0009782 -0.002472

3.0373310 -60.000000 CY

0.00007313 17995. 246083071. 13.5860027 0.0009935 -0.002517

3.0683300 -60.000000 CY

0.00007438 18198. 244683967. 13.5634581 0.0010088 -0.002561

3.0987914 -60.000000 CY

0.00007938 18855. 237540133. 13.4457783 0.0010673 -0.002743

3.2104143 -60.000000 CY

0.00008438 19289. 228611026. 13.2951757 0.0011218 -0.002928

3.3076925 -60.000000 CY

0.00008938 19719. 220633781. 13.1628148 0.0011764 -0.003114

3.3987761 -60.000000 CY

0.00009438 20144. 213447009. 13.0430655 0.0012309 -0.003299

3.4832439 -60.000000 CY

0.00009938 20560. 206888980. 12.9368550 0.0012856 -0.003484

3.5615292 -60.000000 CY

0.0001044 20820. 199474320. 12.8030284 0.0013363 -0.003674

3.6283213 -60.000000 CY

0.0001094 20994. 191946108. 12.6588376 0.0013846 -0.003865

3.6866376 -60.000000 CY

0.0001144 21164. 185038188. 12.5245163 0.0014325 -0.004058

3.7396599 -60.000000 CY

0.0001194 21331. 178692278. 12.4035402 0.0014807 -0.004249

3.7880040 -60.000000 CY

0.0001244 21497. 172840212. 12.2941711 0.0015291 -0.004441

3.8315984 -60.000000 CY

0.0001294 21659. 167414221. 12.1914336 0.0015773 -0.004633

3.8700742 -60.000000 CY

0.0001344 21818. 162365702. 12.0963683 0.0016254 -0.004825

3.9034398 -60.000000 CY

0.0001394 21975. 157664764. 12.0084863 0.0016737 -0.005016

3.9320056 -60.000000 CY

0.0001444 22129. 153274940. 11.9291586 0.0017223 -0.005208

3.9556925 -60.000000 CY

0.0001494 22281. 149164630. 11.8569724 0.0017711 -0.005399

3.9744184 -60.000000 CY

0.0001544 22432. 145306309. 11.7912939 0.0018203 -0.005590

3.9880979 -60.000000 CY

0.0001594 22579. 141670224. 11.7297946 0.0018694 -0.005781

3.9966004 -60.000000 CY

0.0001644 22712. 138174782. 11.6665636 0.0019177 -0.005972

3.9999322 -60.000000 CY

0.0001694 22806. 134649363. 11.5975721 0.0019643 -0.006166

3.9978352 -60.000000 CY

0.0001744 22863. 131114116. 11.5192082 0.0020087 -0.006361

3.9999889 -60.000000 CY

0.0001794 22906. 127698859. 11.4424461 0.0020525 -0.006558

3.9972975 -60.000000 CY

0.0001844 22945. 124449591. 11.3695572 0.0020963 -0.006754

3.9998597 -60.000000 CY

0.0001894 22983. 121364088. 11.3026598 0.0021404 -0.006950

3.9954037 -60.000000 CY

0.0001944 23018. 118422966. 11.2366207 0.0021841 -0.007146

3.9990738 -60.000000 CY

0.0001994 23052. 115619833. 11.1727795 0.0022276 -0.007342

3.9980083 -60.000000 CY

0.0002044 23084. 112947553. 11.1133716 0.0022713 -0.007539

3.9964207 -60.000000 CY

0.0002094 23115. 110399475. 11.0559532 0.0023148 -0.007735

3.9993883 -60.000000 CY

0.0002144 23145. 107965967. 11.0055185 0.0023593 -0.007931

3.9968688 -60.000000 CY

0.0002194 23174. 105638345. 10.9563052 0.0024035 -0.008126

3.9957126 -60.000000 CY

0.0002244 23203. 103411732. 10.9107005 0.0024481 -0.008322

3.9989586 -60.000000 CY

0.0002294 23231. 101279365. 10.8673837 0.0024927 -0.008517

3.9996700 -60.000000 CY

0.0002344 23258. 99232853. 10.8280329 0.0025378 -0.008712

3.9928611 -60.000000 CY

0.0002394 23284. 97268156. 10.7888287 0.0025826 -0.008907

3.9971408 -60.000000 CY

0.0002444 23308. 95377612. 10.7498416 0.0026270 -0.009103

3.9994692 -60.000000 CY

0.0002494 23332. 93560410. 10.7126877 0.0026715 -0.009299

3.9977565 -60.000000 CY

0.0002544 23355. 91811311. 10.6779218 0.0027162 -0.009494

3.9917193 -60.000000 CY

0.0002594 23377. 90128208. 10.6449902 0.0027610 -0.009689

3.9960898 -60.000000 CY

0.0002644 23399. 88507329. 10.6134038 0.0028059 -0.009884

3.9988490 -60.000000 CY

0.0002694 23421. 86945182. 10.5842584 0.0028511 -0.010079

3.9999732 -60.000000 CY

0.0002744 23442. 85436962. 10.5566817 0.0028965 -0.010274

3.9929555 -60.000000 CY

0.0003044 23559. 77402432. 10.4194009 0.0031714 -0.011439

3.9881158 -60.000000 CYT

0.0003344 23665. 70772445. 10.3205963 0.0034509 -0.012599

3.9874814 -60.000000 CYT

0.0003644 23758. 65202303. 10.2387739 0.0037308 -0.013759

3.9974811 60.0000000 CYT

0.0003944 23758. 60242381. 10.2334379 0.0040358 -0.014894

3.9991556 60.0000000 CYT

Summary of Results for Nominal Moment Capacity for Section 1

Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains.

Load Axial Thrust Nominal Mom. Cap. Max. Comp. Max.

Tens.

No. kips in-kip Strain

Strain

1 200.000 23486.044 0.00300000

-0.01071218

Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi-factor).

In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.75).

The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, or the value required by the design standard being followed.

The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections.

Axial Resist. Nominal Nominal Ult. (Fac) Ult. (Fac) Bend.

Stiff.

Load Factor Ax. Thrust Moment Cap Ax. Thrust Moment Cap at

Ult Mom

No. kips in-kips kips in-kips kip-in^2

1 0.65 200.000000 23486. 130.000000 15266.

256774487.

1 0.75 200.000000 23486. 150.000000 17615.

248446437.

1 0.90 200.000000 23486. 180.000000 21137.

186109282.

Layering Correction Equivalent…