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Pile Design for Downdrag: Examples and Supporting Materials (2024)

Chapter: Appendix J: Design Example 8 - Embankment Over Clay Over Rock Using PileAXL

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Previous Chapter: Appendix I: Design Example 7 - Liquefaction in Gravel Using PileAXL and TZPILE

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Suggested Citation: "Appendix J: Design Example 8 - Embankment Over Clay Over Rock Using PileAXL." National Academies of Sciences, Engineering, and Medicine. 2024. Pile Design for Downdrag: Examples and Supporting Materials. Washington, DC: The National Academies Press. doi: 10.17226/27864.

APPENDIX J

Design Example 8 — Embankment Over Clay Over Rock Using PileAXL

Table J1. Budge and Dasenbrock (2016) MN 74551 data.

Pile Material	Steel
Pile Shape	H-Pile (HP12x53)
Pile Width [in]	12
Pile Height [in]	11.8
Pile Web and Flange Thickness [in]	0.435
Pile Area [in²]	15.19
Pile Embedded Length [ft]	52
Pile Modulus [ksi]	29000
Top Load on Pile [lb]	0
Number of Pile Increments	52
Soil Compression Ratio (R_c)	0.033
Soil Recompression Ratio (R_r)	0.005
Depositional Environment	Normally Consolidated
Ground Water Table Depth [ft]	0
Fill Height [ft]	29
Fill Unit Weight [pcf]	120

The data for the design example that is contained herein were obtained from Budge and Dasenbrock (2016). Specific information related to the piles for the Minnesota 74551 bridge is included in Table J1. The MN 74551 bridge was constructed as a grade separation/overpass for an existing railway line. The soils at the site were normally consolidated and the settlement resulting from the overpass fill was of concern for drag load and downdrag development on the abutment piles. The piles that were driven at the site were HP12x53 H-piles (width=12in, web thickness=0.435in, pile area=15.19in²). The piles were driven to an embedded length of 52 feet with an additional 30 feet of stickup to protrude through the embankment fill. At 52 feet, the piles were expected to encounter a rock bearing layer (Figure J1). Downdrag and drag load prevention methods in the form of corrugated metal pile sleeves within the fill were used. Several of the piles were also instrumented to investigate the amount of reduction attributed to the prevention methods. Method A (flow chart provided on next page) as proposed by the NCHRP12-116A team was employed.

***Figure J1. Soil properties for the MN bridge site.***

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Step 1: Establish oil data

The undrained shear strength was correlated with the N₆₀ corrected blow count values using the atmospheric pressure, p_a=2116psf (Equation 1). The soil layering was developed based on the observed SPT blow count values and the obtained moisture content profile. An undrained shear strength value is presented for the rock layer below 52 feet instead of an unconfined compression strength because the Ensoft TZPILE(Ensoft 2021) program does contain pre-programmed t-z and q-w curves for rock.

\frac{c_{u}}{p_{q}} = 0.6 N_{60}

Eqn. 1 (Kulhawy and Mayne, 1990)

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presentation

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Step 2: Determine soil settlement

Similar to Design Example 1, the amount of expected soil settlement is determined using consolidation theory. The soil settlement profile shown in Figure J2 was created by discretizing the soil into sublayers (52, 1ft thick layers) and then calculating the amount of settlement within each sublayer resulting from a non-symmetric 29ft thick, 28.7ft crest, 59ft base embankment fill (Figure J3), with a unit weight of 120pcf, being placed on top of the two-layer clay soil profile overlaying the weathered rock layer and parent rock. The irregular shape of the embankment was attributed to the existing railway right-of-way on the left side of the embankment shown in Figure J3. Equations similar to those used in Design Example 1 were used to determine the soil settlement. Two differences were observed between the soil settlement calculations contained herein and the soil settlement calculations in Design Example 1. These include: 1) the embankment is not symmetric about the center therefore influence factors for both the left and the right side of the embankment must be determined as a function of depth, and 2) the compression and recompression ratios were used for the settlement calculations instead of soil modulus values. The equations used to find the influence factor (I) are presented in Equations 2 through 4. The variables required in Equations 2 through 4 are presented in Figure J3. The amount of settlement was determined for each sublayer using Equations 5 and 6. The z, σ_zo′, α, I, ∆σ, σ_zf’, and δ are presented in Table J2.

Figure J2. Soil settlement profile for the MN bridge site.

I = \frac{1}{π} [(\frac{B_{1} + B_{2}}{B_{2}}) (α_{1} + α_{2}) - \frac{B_{1}}{B_{2}} (α_{1})]

Eqn. 2

α_{1} (r a d i a n s) = t a n^{- 1} (\frac{B_{1}}{z})

Eqn. 3

α_{2} (r a d i a n s) = t a n^{- 1} (\frac{B_{1} + B_{2}}{z}) - t a n^{- 1} (\frac{B_{1}}{z})

Eqn. 4

Δ σ = q \cdot \sum I = (γ_{f i l l} \cdot H_{f i l l}) \cdot \sum I

Eqn. 5

S_{u l t, i n c r e m e n t} = R_{c} * t * log (\frac{\bar{σ_{o}} + Δ σ}{σ_{o}})

Eqn. 6

***Figure J3. Embankment geometry for the MN bridge site.***

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Table J2. Parameters used to find soil settlement.

Layer Depth			z	σ_zo′	α_1,L	α_1,L	IL	α_1,R	α_1,R	I_R	Σ(I)	∆σ	σ′_zf	δ_inc	Σδ
0	-	1	0.5	28.8	0.025	1.446	0.500	0.014	1.551	0.500	1.000	3479	3508	0.069	0.069
1	-	2	1.5	86.4	0.067	1.212	0.493	0.043	1.510	0.500	0.993	3455	3542	0.054	0.123
2	-	3	2.5	144	0.095	1.012	0.473	0.071	1.470	0.500	0.973	3387	3531	0.046	0.169
3	-	4	3.5	201.6	0.108	0.852	0.443	0.099	1.430	0.500	0.943	3282	3484	0.041	0.210
4	-	5	4.5	259.2	0.111	0.727	0.408	0.126	1.390	0.500	0.908	3161	3420	0.037	0.247
5	-	6	5.5	316.8	0.109	0.629	0.374	0.153	1.351	0.500	0.873	3039	3356	0.034	0.281
6	-	7	6.5	374.4	0.104	0.552	0.341	0.179	1.313	0.499	0.840	2925	3299	0.031	0.313
7	-	8	7.5	432	0.098	0.490	0.312	0.205	1.275	0.499	0.811	2822	3254	0.029	0.342
8	-	9	8.5	489.6	0.092	0.440	0.286	0.230	1.239	0.498	0.785	2731	3220	0.027	0.369
9	-	10	9.5	547.2	0.086	0.399	0.264	0.253	1.203	0.498	0.762	2650	3197	0.025	0.395
10	-	11	10.5	604.8	0.080	0.364	0.244	0.276	1.168	0.497	0.741	2579	3184	0.024	0.419
11	-	12	11.5	662.4	0.075	0.335	0.227	0.298	1.134	0.496	0.723	2516	3178	0.023	0.441
12	-	13	12.5	720	0.071	0.310	0.211	0.319	1.101	0.495	0.707	2459	3179	0.021	0.463
13	-	14	13.5	777.6	0.067	0.288	0.198	0.339	1.070	0.494	0.692	2409	3186	0.020	0.483
14	-	15	14.5	835.2	0.063	0.269	0.186	0.358	1.039	0.493	0.679	2363	3198	0.019	0.502
15	-	16	15.5	892.8	0.059	0.253	0.175	0.376	1.009	0.492	0.667	2321	3214	0.018	0.521
16	-	17	16.5	950.4	0.056	0.238	0.165	0.393	0.981	0.490	0.656	2282	3233	0.018	0.538
17	-	18	17.5	1008	0.054	0.225	0.157	0.409	0.953	0.489	0.646	2247	3255	0.017	0.555
18	-	19	18.5	1065.6	0.051	0.213	0.149	0.424	0.927	0.487	0.636	2214	3280	0.016	0.572
19	-	20	19.5	1123.2	0.049	0.202	0.142	0.438	0.902	0.485	0.627	2183	3306	0.016	0.587
20	-	21	20.5	1180.8	0.047	0.193	0.135	0.451	0.877	0.484	0.619	2154	3335	0.015	0.602
21	-	22	21.5	1238.4	0.045	0.184	0.129	0.463	0.854	0.482	0.611	2126	3365	0.014	0.617
22	-	23	22.5	1296	0.043	0.176	0.124	0.474	0.831	0.480	0.604	2100	3396	0.014	0.630
23	-	24	23.5	1353.6	0.041	0.169	0.119	0.484	0.809	0.477	0.596	2075	3429	0.013	0.644
24	-	25	24.5	1411.2	0.039	0.162	0.114	0.494	0.788	0.475	0.589	2051	3463	0.013	0.657
25	-	26	25.5	1468.8	0.038	0.156	0.110	0.503	0.768	0.473	0.583	2028	3497	0.013	0.669
26	-	27	26.5	1526.4	0.037	0.150	0.106	0.511	0.749	0.470	0.576	2006	3532	0.012	0.681
27	-	28	27.5	1594	0.035	0.144	0.102	0.519	0.731	0.468	0.570	1985	3579	0.012	0.693
28	-	29	28.5	1661.6	0.034	0.139	0.099	0.526	0.713	0.465	0.564	1964	3625	0.011	0.704
29	-	30	29.5	1729.2	0.033	0.135	0.096	0.532	0.696	0.463	0.558	1943	3673	0.011	0.715
30	-	31	30.5	1796.8	0.032	0.130	0.093	0.538	0.680	0.460	0.553	1924	3720	0.011	0.726
31	-	32	31.5	1864.4	0.031	0.126	0.090	0.543	0.664	0.458	0.547	1904	3769	0.010	0.736
32	-	33	32.5	1932	0.030	0.122	0.087	0.547	0.649	0.455	0.542	1885	3817	0.010	0.746
33	-	34	33.5	1999.6	0.029	0.119	0.084	0.551	0.634	0.452	0.537	1867	3867	0.010	0.755
34	-	35	34.5	2067.2	0.028	0.115	0.082	0.555	0.620	0.449	0.531	1849	3916	0.009	0.764
35	-	36	35.5	2134.8	0.028	0.112	0.080	0.558	0.607	0.446	0.526	1831	3966	0.009	0.773
36	-	37	36.5	2202.4	0.027	0.109	0.078	0.561	0.594	0.444	0.521	1814	4016	0.009	0.782
37	-	38	37.5	2270	0.026	0.106	0.076	0.563	0.582	0.441	0.516	1797	4067	0.008	0.790
38	-	39	38.5	2337.6	0.026	0.104	0.074	0.565	0.569	0.438	0.511	1780	4117	0.008	0.799
39	-	40	39.5	2405.2	0.025	0.101	0.072	0.567	0.558	0.435	0.507	1763	4169	0.008	0.807
40	-	41	40.5	2472.8	0.024	0.098	0.070	0.568	0.547	0.432	0.502	1747	4220	0.008	0.814
41	-	42	41.5	2540.4	0.024	0.096	0.068	0.569	0.536	0.429	0.497	1731	4271	0.007	0.822
42	-	43	42.5	2608	0.023	0.094	0.067	0.570	0.526	0.426	0.493	1715	4323	0.007	0.829
43	-	44	43.5	2675.6	0.023	0.092	0.065	0.571	0.516	0.423	0.488	1700	4375	0.007	0.836
44	-	45	44.5	2743.2	0.022	0.090	0.064	0.571	0.506	0.420	0.484	1684	4427	0.007	0.843
45	-	46	45.5	2810.8	0.022	0.088	0.063	0.571	0.496	0.417	0.480	1669	4480	0.007	0.850
46	-	47	46.5	2878.4	0.021	0.086	0.061	0.571	0.487	0.414	0.475	1654	4533	0.007	0.856
47	-	48	47.5	2946	0.021	0.084	0.060	0.570	0.479	0.411	0.471	1639	4585	0.006	0.863
48	-	49	48.5	3018.6	0.020	0.082	0.059	0.570	0.470	0.408	0.467	1625	4643	0.006	0.869
49	-	50	49.5	3091.2	0.020	0.081	0.058	0.569	0.462	0.405	0.463	1610	4702	0.006	0.875
50	-	51	50.5	3163.8	0.020	0.079	0.056	0.568	0.454	0.402	0.459	1596	4760	0.006	0.881
51	-	52	51.5	3236.4	0.019	0.078	0.055	0.567	0.446	0.399	0.455	1582	4819	0.006	0.887
z=layer midpoint depth [ft], σ′_z=vertical effective stress [psf], α₁ and α₂=angles [radians] from Figure J3, I=influence factor, ∆σ=change in stress [psf], δinc=settlement of sublayer [ft], Σδ (from bottom to top) = soil settlement profile (Figure J2). L=left, R=right, o=initial, f=final.

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Step 3: Establish pile data

The pile data was loaded into the Innovative Geotechnics (2023) PileAXL program (Version 2.5). As mentioned in the description of the previous design examples that used the Innovative Geotechnics programs, the programs only accept metric units. Therefore, many of the parameters were converted between imperial units and metric units. The input data, within the PileAXL program, are shown in Figures J4 through J12. The pile section properties and analysis options are shown in Figures J4 and J5, respectively. As recommended by Innovative Geotechnics, the User Defined option was selected to prevent the use of the gross area of the pile.

***Figure J4. Establishment of pile section data within the PileAXL software program.***

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Figure J5. Establishment of the pile length, number of increments, top load, and design code.

***Figure J6. Partial factors of safety used within the PileAXL software program.***

Step 4: Compute unit side resistance

The working load design approach that was utilized is presented in Figure J6. As with all of the other design examples, all of the used loads were unfactored loads and all of the determined resistances were unfactored resistances. Therefore, the factors of safety values in Figure J6 were set to unity. The different soil layer materials were created using the Material Sets, as shown in Figure J7. Each of the materials was created and then modified by selecting the Edit button to enable input of the various soil parameters (material type, material name, total unit weight, undrained shear strength, and undrained shear strength increase) as shown in Figure J8. Although the bearing layer was rock and there is a rock option in the PileAXL software, the PileAXL software required unconfined compressive strength that was not available. Therefore, clay parameters were used for the rock layer; the undrained shear strength (1276kPa) was selected from back-analyzing nominal unit tip resistance values for dolomite (240ksf) that were recommended by the Illinois Department of Transportation (2009). After assigning material properties to the respective layers (Figure J9), all of the maximum unit end bearing and maximum unit side resistance values remained at the default values (Figure J10). All of the required information was available within the program at the end of the definition of soil layers stage (Figure J11). The program was then executed to obtain the desired results that are presented in Figure J12 and Table J3. The discretized side resistance is represented as ∆Q in Table J3.

***Figure J7. Define - Soil Materials within the PileAXL software program.***

Steps 5 and 6: Develop the depth-dependent load profile anddepth-dependent resistance profile

The depth-dependent load profile and resistance profile data are presented in Table J3. Specifically, the load data are represented by the variable Q in Table J3 and the resistance data are represented as R in Table J3.

Steps 7, 8, and 9: Develop the depth-dependent combined load-resistance curve, identify the location of the neutral plane, and calculate the drag load in the pile

The depth-dependent combined load-resistance curve is plotted in Figure J13. The combined curve was developed by plotting the minimum value of load and resistance at each depth, as a function of depth (Figure J13). The location of the neutral plane was identified as the depth at which the maximum value of the load-resistance value occurred. From the load-resistance curve, the neutral plane was identified

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to occur at a depth of 43ft below the existing ground surface. The drag load was determined to be 44.0tons.

Steps 10 and 11: Calculate the toe movement and elastic compression in the pile; determine geotechnical resistance of the pile

As shown in Figure J14, a calculated pile head movement of 0.441in and a geotechnical resistance of 88.8kN were obtained. For completeness, the data contained in Figure J14 are also tabulated in Table J4. According to the NCHRP12-116A Method A flowchart, the soil settlement-pile settlement data (Step 12) are not required because the pile is tipped into rock. Although toe movement and elastic compression were obtained, these values are not presented because Step 12 was not needed.

Step 13: Perform limit state checks

Limit state checks were performed to determine if the pile size was suitable for the design loads. For the structural strength limit state, the determined drag load (44tons) was multiplied by the drag load factor (γ_DR=1.1) to obtain a factored drag load of 48tons. The unfactored and factored top load deadload were 0tons. The combined total factored load was 48tons. The yield stress for the steel pile was assumed to be 45ksi resulting in a factored structural stress of 40.5ksi (0.9*45ksi) and a factored structural strength of 308tons when the stress was multiplied by the cross-sectional area of the pile wall (15.19in²). If Grade 3 A-252 HP12x53 H-piles were used then the piles are adequately sized; the factored structural strength was determined to be greater than the combined total factored load.

Define – Soil Materials – Edit within the PileAXL software program for the different materials

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***Figure J9. Define – Soil Layers within the PileAXL software program.***

Define – Soil Layers – Edit within the PileAXL software program for the different soil layers

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***Figure J11. Main window of Pile AXL after inputting all of the required data.***

***Figure J12. PileAXL output data window after analyzing the data.***

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Table J3. PileAXL output for the MN 74551 bridge abutment piles.

Depth	ULS fs	ULS Qs	ULS Qb	∆Q	Q	R	min(Q,R)	δpile	Comments: ULS fs = Ultimate unit side resistance (PileAXL output), ULS Qs = Ultimate total side resistance (PileAXL output), ULS Qb = Ultimate bearing resistance (PileAXL output), ∆Q = discretized side resistance (Excel calculation), Q = cumulative load in the pile (Excel calculation), R= resistance from soil surrounding pile; resistance values are calculated at the top of each sublayer (Excel calculation), min(Q,R) = minimum of Q and R for each depth (Excel calculation), δpile=Settlement of pile obtained by determining the pile head movement from the PileAXL load-settlement curve (Figure J13) and the elastic compression.
[ft]	[tsf]	[tons]	[tons]	[tons]	[tons]	[tons]	[tons]	[in]
0.000	0.700	0.000	0.361	0.328	0.000	89.099	0.000	0.441
1.000	1.067	0.328	0.361	0.434	0.328	88.770	0.328	0.441
2.000	1.269	0.762	0.361	0.497	0.762	88.336	0.762	0.441
3.000	1.404	1.259	0.361	0.541	1.259	87.840	1.259	0.441
4.000	1.509	1.801	0.361	0.577	1.801	87.298	1.801	0.441
5.000	1.596	2.378	0.361	0.607	2.378	86.721	2.378	0.441
6.000	1.670	2.984	0.361	0.633	2.984	86.114	2.984	0.441
7.000	1.736	3.617	0.361	0.656	3.617	85.481	3.617	0.441
8.000	1.795	4.273	0.361	0.677	4.273	84.825	4.273	0.441
9.000	1.848	4.950	0.361	0.696	4.950	84.149	4.950	0.441
10.000	1.898	5.646	0.361	0.714	5.646	83.452	5.646	0.441
11.000	1.943	6.360	0.361	0.730	6.360	82.739	6.360	0.441
12.000	1.986	7.090	0.361	0.746	7.090	82.009	7.090	0.441
13.000	2.026	7.836	0.361	0.764	7.836	81.263	7.836	0.441
14.000	2.083	8.600	0.361	0.788	8.600	80.499	8.600	0.441
15.000	2.157	9.387	0.361	0.815	9.387	79.711	9.387	0.441
16.000	2.227	10.202	0.361	0.840	10.202	78.897	10.202	0.441
17.000	2.296	11.042	0.361	0.866	11.042	78.056	11.042	0.441
18.000	2.362	11.908	0.361	0.890	11.908	77.191	11.908	0.441
19.000	2.427	12.798	0.361	0.914	12.798	76.301	12.798	0.441
20.001	2.490	13.712	0.361	0.937	13.712	75.387	13.712	0.441
21.001	2.552	14.649	0.361	0.959	14.649	74.450	14.649	0.441
22.001	2.612	15.608	0.361	0.982	15.608	73.491	15.608	0.441
23.001	2.671	16.590	0.361	1.003	16.590	72.509	16.590	0.440
24.001	2.728	17.593	0.361	1.024	17.593	71.506	17.593	0.440
25.001	2.784	18.617	0.361	1.045	18.617	70.482	18.617	0.440
26.001	2.839	19.662	0.361	1.074	19.662	69.437	19.662	0.440
27.001	2.941	20.736	0.371	1.120	20.736	68.363	20.736	0.440
28.001	3.085	21.855	0.392	1.173	21.855	67.244	21.855	0.440
29.001	3.229	23.028	0.412	1.227	23.028	66.070	23.028	0.440
30.001	3.373	24.255	0.432	1.280	24.255	64.844	24.255	0.440
31.001	3.516	25.535	0.452	1.333	25.535	63.564	25.535	0.439
32.001	3.660	26.869	0.473	1.387	26.869	62.230	26.869	0.439
33.001	3.804	28.255	0.493	1.440	28.255	60.843	28.255	0.439
34.001	3.947	29.696	0.513	1.494	29.696	59.403	29.696	0.439
35.001	4.091	31.189	0.533	1.547	31.189	57.910	31.189	0.439
36.001	4.235	32.736	0.554	1.600	32.736	56.362	32.736	0.439
37.001	4.378	34.337	0.574	1.654	34.337	54.762	34.337	0.438
38.001	4.522	35.990	0.594	1.707	35.990	53.108	35.990	0.438
39.001	4.665	37.698	0.614	1.760	37.698	51.401	37.698	0.438
40.001	4.809	39.458	0.635	1.814	39.458	49.641	39.458	0.438
41.001	4.952	41.272	0.655	1.867	41.272	47.827	41.272	0.438
42.001	5.096	43.139	0.675	1.920	43.139	45.960	43.139	0.437
43.001	5.239	45.059	0.695	1.974	45.059	44.040	44.040	0.437
44.001	5.383	47.033	0.716	2.027	47.033	42.066	42.066	0.437
45.001	5.526	49.060	0.736	2.080	49.060	40.039	40.039	0.437
46.001	5.669	51.140	0.756	2.134	51.140	37.959	37.959	0.436
47.001	5.813	53.273	0.776	2.338	53.273	35.825	35.825	0.436
48.001	6.772	55.612	1.029	2.837	55.612	33.487	33.487	0.436
49.001	8.494	58.448	1.525	3.539	58.448	30.651	30.651	0.436
50.001	10.555	61.988	2.021	4.287	61.988	27.111	27.111	0.436
51.001	12.516	66.274	2.518	10.174	66.274	22.824	22.824	0.435

Page 281 Bookmark

52.001

42.239

76.448

12.650

76.448

12.650

0.435

***Figure J13. PileAXL obtained neutral plane.***

***Figure J14. Load-settlement curve from PileAXL after being changed to imperial units. The unfactored top load applied to pile in PileAXL program to develop the cure was 600kN.***

Table J4. Load-settlement curve data.

δ_head	Q_head	Comments: δ_head=Pile head movement, Q_head=Pile head load
[in]	[tons]
0.000	0.0
0.018	7.9
0.036	15.7
0.056	23.6
0.077	31.5
0.100	39.3
0.126	47.2
0.155	55.1
0.187	62.9
0.227	70.8
0.288	78.7
0.441	88.8

Page 282 Bookmark

Conclusion:

The influence of the hard layer that the pile was tipped into caused the neutral plane to be located closer to the tip of the pile. Inputs for the maximum end bearing resistance and maximum unit side for dolomite obtained from the Illinois Department of Transportation (2009) were input for the analyses. From the PileAXL analyses, the neutral plane was determined to occur at a depth of 43 feet, a drag load of 44 tons.

References

Budge, A.S. Dasenbrock, D.D. (2016). “The Downdrag Response of a Driven Pile Bridge Foundation in Minnesota.” Proceedings of GeoVancouver 2016, Vancouver, British Columbia, Canada, October.

Ensoft (2021). “TZPILE v. 2021”. Software Program.

Illinois Department of Transportation. (2009). “Axial Geotechnical Resistance of Driven Piles.” 10 pgs.

Innovative Geotechnics Pty Ltd. (2023). “PileAXL 2.5: A Program for Single Piles Under Axial Loading”. Software Program.

Kulhawy, F.H. and Mayne, P.W. (1990). Manual on Estimating Soil Properties for Foundation Design. Electric Power Research Institute EL-6800, Project 1493-6, Electric Power Research Institute, Palo Alto, CA

Table B.1. Statistical output for Bohn et al. (2017) Cubic Root relationship.

Averages
Bohn et al. (2017) Cubic Root			Mean Bias	COV Bias	NRMSE
A	Steel	Plastic	0.97	29.84	16.7%
	Steel	Granular	1.02	33.50	23.8%
	Concrete	Plastic	0.99	34.86	20.2%
	Concrete	Granular	1.00	34.55	18.1%
B	Steel	Plastic	1.00	30.46	21.9%
	Steel	Granular	1.03	33.34	21.1%
	Concrete	Plastic	1.06	27.05	20.3%
	Concrete	Granular	1.01	31.89	19.4%

Table B.2. Statistical output for Vijayvergiya (1977) relationship.

Averages
Vijayvergiya (1977)			Mean Bias	COV Bias	NRMSE
A	Steel	Plastic	0.78	34.70	23.7%
	Steel	Granular	0.80	35.62	27.6%
	Concrete	Plastic	0.74	38.88	25.8%
	Concrete	Granular	0.74	36.56	24.8%
B	Steel	Plastic	0.83	36.83	29.2%
	Steel	Granular	0.80	38.69	28.9%
	Concrete	Plastic	0.77	30.96	23.0%
	Concrete	Granular	0.76	35.75	24.7%

Table B.3. Statistical output for Bohn et al. (2017) Hyperbolic relationship.

Averages
Bohn et al. (2017) Hyperbolic			Mean Bias	COV Bias	NRMSE
A	Steel	Plastic	1.80	44.35	16.4%
	Steel	Granular	1.31	45.80	24.0%
	Concrete	Plastic	1.00	38.70	19.1%
	Concrete	Granular	1.10	34.67	18.1%
B	Steel	Plastic	2.01	48.20	23.3%
	Steel	Granular	1.56	48.56	23.5%
	Concrete	Plastic	1.07	25.38	16.6%
	Concrete	Granular	1.18	37.81	17.8%

Table B.4. Statistical output for Mosher (1984) relationship.

Averages
Mosher (1984)			Mean Bias	COV Bias	NRMSE
A	Steel	Plastic
	Steel	Granular	2.65	46.66	25.3%
	Concrete	Plastic
	Concrete	Granular	1.46	39.85	25.5%
B	Steel	Plastic
	Steel	Granular	2.01	48.14	29.2%
	Concrete	Plastic
	Concrete	Granular	1.40	42.98	22.2%

*Plastic soils not considered for Mosher (1984), because it was developed for granular soils.

Table B.5. Statistical output for API (2002) relationship.

Averages
API (2002)			Mean Bias	COV Bias	NRMSE
A	Steel	Plastic	2.14	52.33	19.5%
	Steel	Granular	1.05	50.69	31.8%
	Concrete	Plastic	0.95	45.97	22.7%
	Concrete	Granular	0.81	41.46	28.0%
B	Steel	Plastic	2.45	56.16	26.4%
	Steel	Granular	1.14	52.78	32.4%
	Concrete	Plastic	0.97	29.35	17.7%
	Concrete	Granular	0.85	46.38	28.1%

Table B.6. Statistical output for Coyle and Reese (1966) relationship.

Averages
Coyle and Reese (1966)			Mean Bias	COV Bias	NRMSE
A	Steel	Plastic	0.99	43.56	27.8%
	Steel	Granular
	Concrete	Plastic	0.82	50.80	31.6%
	Concrete	Granular
B	Steel	Plastic	1.95	56.18	27.8%
	Steel	Granular
	Concrete	Plastic	0.93	41.78	31.3%
	Concrete	Granular

*Granular soils not considered for Coyle and Reese (1966), because it was developed for plastic soils.

Depth [m]	Axial Force [kN]	Axial Stress [kN/m²]	Soil Settlement [m]	Pile Settlement [m]
0.000E+00	2.225E+03	1.534E+04	3.200E-01	9.047E-02
8.352E-01	2.240E+03	1.545E+04	2.967E-01	8.994E-02
1.670E+00	2.257E+03	1.556E+04	2.734E-01	8.940E-02
2.506E+00	2.273E+03	1.568E+04	2.502E-01	8.886E-02
3.341E+00	2.291E+03	1.580E+04	2.269E-01	8.831E-02
4.176E+00	2.309E+03	1.593E+04	2.036E-01	8.776E-02
5.011E+00	2.329E+03	1.606E+04	1.803E-01	8.721E-02
5.846E+00	2.349E+03	1.620E+04	1.571E-01	8.665E-02
6.682E+00	2.369E+03	1.634E+04	1.412E-01	8.609E-02
7.517E+00	2.391E+03	1.649E+04	1.286E-01	8.552E-02
8.352E+00	2.413E+03	1.664E+04	1.159E-01	8.494E-02
9.187E+00	2.436E+03	1.680E+04	1.035E-01	8.436E-02
1.002E+01	2.460E+03	1.696E+04	9.503E-02	8.378E-02
1.086E+01	2.484E+03	1.713E+04	8.654E-02	8.319E-02
1.169E+01	2.509E+03	1.731E+04	7.805E-02	8.259E-02
1.253E+01	2.535E+03	1.748E+04	6.968E-02	8.199E-02
1.336E+01	2.527E+03	1.743E+04	6.146E-02	8.138E-02
1.420E+01	2.500E+03	1.724E+04	5.325E-02	8.078E-02
1.503E+01	2.472E+03	1.705E+04	4.503E-02	8.019E-02
1.587E+01	2.443E+03	1.685E+04	4.053E-02	7.960E-02
1.670E+01	2.413E+03	1.664E+04	3.724E-02	7.902E-02
1.754E+01	2.382E+03	1.643E+04	3.395E-02	7.845E-02
1.837E+01	2.351E+03	1.621E+04	3.067E-02	7.788E-02
1.921E+01	2.319E+03	1.599E+04	2.738E-02	7.732E-02
2.004E+01	2.286E+03	1.577E+04	2.410E-02	7.677E-02
2.088E+01	2.253E+03	1.553E+04	2.081E-02	7.623E-02
2.172E+01	2.218E+03	1.530E+04	1.865E-02	7.570E-02
2.255E+01	2.183E+03	1.506E+04	1.787E-02	7.517E-02
2.339E+01	2.146E+03	1.480E+04	1.710E-02	7.465E-02
2.422E+01	2.107E+03	1.453E+04	1.632E-02	7.414E-02
2.506E+01	2.064E+03	1.424E+04	1.554E-02	7.365E-02
2.589E+01	2.018E+03	1.392E+04	1.477E-02	7.316E-02
2.673E+01	1.969E+03	1.358E+04	1.399E-02	7.268E-02
2.756E+01	1.917E+03	1.322E+04	1.321E-02	7.222E-02
2.840E+01	1.861E+03	1.284E+04	1.243E-02	7.177E-02
2.923E+01	1.802E+03	1.243E+04	1.166E-02	7.133E-02
3.007E+01	1.740E+03	1.200E+04	1.088E-02	7.090E-02
3.090E+01	1.675E+03	1.155E+04	1.010E-02	7.050E-02
3.174E+01	1.606E+03	1.107E+04	9.325E-03	7.010E-02
3.257E+01	1.534E+03	1.058E+04	8.548E-03	6.973E-02
3.341E+01	1.459E+03	1.006E+04	7.771E-03	6.937E-02
3.424E+01	1.380E+03	9.519E+03	6.994E-03	6.903E-02
3.508E+01	1.299E+03	8.956E+03	6.217E-03	6.871E-02
3.591E+01	1.214E+03	8.370E+03	5.440E-03	6.841E-02
3.675E+01	1.125E+03	7.762E+03	4.663E-03	6.813E-02
3.758E+01	1.034E+03	7.131E+03	3.886E-03	6.787E-02
3.842E+01	9.393E+02	6.478E+03	3.108E-03	6.764E-02
3.925E+01	8.413E+02	5.802E+03	2.331E-03	6.743E-02
4.009E+01	7.401E+02	5.104E+03	1.554E-03	6.724E-02
4.092E+01	6.357E+02	4.384E+03	7.771E-04	6.707E-02
4.176E+01	5.279E+02	3.641E+03	0.000E+00	6.693E-02

Table C3. Calculated settlement parameters.

Layer Depth [m]			z [m]	Thickness [m]	σ_zo′ [kPa]	α₁ [rad]	α₂ [rad]	Σ(I)	∆σ [kPa]	ε_z	δ [m]
0	-	0.8352	0.4176	0.8352	4.0465	1.4668	0.0779	0.9999	116.9912	0.0040	0.0034
0.8352	-	1.6704	1.2528	0.8352	12.1396	1.2673	0.2254	0.9981	116.7756	0.0040	0.0034
1.6704	-	2.5056	2.088	0.8352	20.2327	1.0897	0.3513	0.9919	116.0572	0.0040	0.0033
2.5056	-	3.3408	2.9232	0.8352	28.3258	0.9397	0.4504	0.9805	114.7226	0.0040	0.0033
3.3408	-	4.176	3.7584	0.8352	36.4189	0.8165	0.5236	0.9642	112.8139	0.0039	0.0033
4.176	-	5.0112	4.5936	0.8352	44.5120	0.7164	0.5748	0.9440	110.4464	0.0038	0.0032
5.0112	-	5.8464	5.4288	0.8352	52.6051	0.6350	0.6087	0.9209	107.7477	0.0037	0.0031
5.8464	-	6.6816	6.264	0.8352	60.6982	0.5683	0.6293	0.8960	104.8309	0.0036	0.0030
6.6816	-	7.5168	7.0992	0.8352	68.7912	0.5131	0.6401	0.8700	101.7873	0.0035	0.0029
7.5168	-	8.352	7.9344	0.8352	76.8843	0.4669	0.6435	0.8435	98.6867	0.0034	0.0028
8.352	-	9.1872	8.7696	0.8352	84.9774	0.4279	0.6415	0.8169	95.5815	0.0033	0.0028
9.1872	-	10.0224	9.6048	0.8352	93.0705	0.3946	0.6355	0.7907	92.5100	0.0032	0.0027
10.0224	-	10.8576	10.44	0.8352	101.1636	0.3659	0.6268	0.7650	89.4999	0.0031	0.0026
10.8576	-	11.6928	11.2752	0.8352	109.2567	0.3409	0.6160	0.7399	86.5704	0.0030	0.0025
11.6928	-	12.528	12.1104	0.8352	117.3498	0.3190	0.6039	0.7157	83.7345	0.0029	0.0024
12.528	-	13.3632	12.9456	0.8352	125.4429	0.2997	0.5909	0.6923	81.0005	0.0028	0.0023
13.3632	-	14.1984	13.7808	0.8352	133.5360	0.2825	0.5773	0.6699	78.3730	0.0027	0.0023
14.1984	-	15.0336	14.616	0.8352	141.6290	0.2671	0.5634	0.6483	75.8540	0.0026	0.0022
15.0336	-	15.8688	15.4512	0.8352	149.7221	0.2533	0.5495	0.6277	73.4433	0.0025	0.0021
15.8688	-	16.704	16.2864	0.8352	157.8152	0.2408	0.5357	0.6080	71.1395	0.0025	0.0021
16.704	-	17.5392	17.1216	0.8352	165.9083	0.2295	0.5220	0.5892	68.9400	0.0024	0.0020
17.5392	-	18.3744	17.9568	0.8352	174.0014	0.2192	0.5087	0.5713	66.8415	0.0023	0.0019
18.3744	-	19.2096	18.792	0.8352	182.0945	0.2097	0.4956	0.5542	64.8402	0.0022	0.0019
19.2096	-	20.0448	19.6272	0.8352	190.1876	0.2010	0.4829	0.5379	62.9321	0.0022	0.0018
20.0448	-	20.88	20.4624	0.8352	198.2807	0.1930	0.4706	0.5223	61.1129	0.0021	0.0018
20.88	-	21.7152	21.2976	0.8352	206.3737	0.1857	0.4587	0.5075	59.3784	0.0020	0.0017
21.7152	-	22.5504	22.1328	0.8352	214.4668	0.1788	0.4471	0.4934	57.7242	0.0020	0.0017
22.5504	-	23.3856	22.968	0.8352	222.5599	0.1724	0.4360	0.4799	56.1463	0.0019	0.0016
23.3856	-	24.2208	23.8032	0.8352	230.6530	0.1665	0.4253	0.4670	54.6405	0.0019	0.0016
24.2208	-	25.056	24.6384	0.8352	238.7461	0.1609	0.4150	0.4547	53.2030	0.0018	0.0015
25.056	-	25.8912	25.4736	0.8352	246.8392	0.1558	0.4051	0.4430	51.8301	0.0018	0.0015
25.8912	-	26.7264	26.3088	0.8352	254.9323	0.1509	0.3955	0.4318	50.5182	0.0017	0.0015
26.7264	-	27.5616	27.144	0.8352	263.0254	0.1463	0.3863	0.4211	49.2638	0.0017	0.0014
27.5616	-	28.3968	27.9792	0.8352	271.1184	0.1420	0.3775	0.4108	48.0640	0.0017	0.0014
28.3968	-	29.232	28.8144	0.8352	279.2115	0.1379	0.3689	0.4010	46.9155	0.0016	0.0014
29.232	-	30.0672	29.6496	0.8352	287.3046	0.1341	0.3608	0.3916	45.8156	0.0016	0.0013
30.0672	-	30.9024	30.4848	0.8352	295.3977	0.1305	0.3529	0.3826	44.7616	0.0015	0.0013
30.9024	-	31.7376	31.32	0.8352	303.4908	0.1270	0.3453	0.3739	43.7510	0.0015	0.0013
31.7376	-	32.5728	32.1552	0.8352	311.5839	0.1238	0.3380	0.3657	42.7814	0.0015	0.0012
32.5728	-	33.408	32.9904	0.8352	319.6770	0.1207	0.3309	0.3577	41.8506	0.0014	0.0012
33.408	-	34.2432	33.8256	0.8352	327.7701	0.1177	0.3241	0.3501	40.9566	0.0014	0.0012
34.2432	-	35.0784	34.6608	0.8352	335.8632	0.1149	0.3176	0.3427	40.0973	0.0014	0.0012
35.0784	-	35.9136	35.496	0.8352	343.9562	0.1122	0.3113	0.3356	39.2710	0.0014	0.0011
35.9136	-	36.7488	36.3312	0.8352	352.0493	0.1097	0.3052	0.3289	38.4759	0.0013	0.0011
36.7488	-	37.584	37.1664	0.8352	360.1424	0.1072	0.2993	0.3223	37.7104	0.0013	0.0011
37.584	-	38.4192	38.0016	0.8352	368.2355	0.1049	0.2936	0.3160	36.9730	0.0013	0.0011
38.4192	-	39.2544	38.8368	0.8352	376.3286	0.1026	0.2882	0.3099	36.2624	0.0013	0.0010
39.2544	-	40.0896	39.672	0.8352	384.4217	0.1005	0.2829	0.3041	35.5770	0.0012	0.0010
40.0896	-	40.9248	40.5072	0.8352	392.5148	0.0984	0.2778	0.2984	34.9158	0.0012	0.0010
40.9248	-	41.76	41.3424	0.8352	400.6079	0.0965	0.2728	0.2930	34.2774	0.0012	0.0010
z = layer midpoint depth, _zo′ = vertical effective stress, ₁ and ₂ = angles (in radians) as shown in Figure C6, _z = vertical consolidation strain, = vertical settlement of individual sublayer; (from bottom to top) = settlement profile (Figure C5).

Table C4. Calculated pile side resistance parameters.

Layer Depth			z	Thickness	σ_zo′	s_u	α	f_n	F_s
[m]			[m]	[m]	[kPa]	[kPa]		[kPa]	[kN]
0	-	0.8352	0.4176	0.8352	4.0465	13.29	0.35	0.00	0.00
0.8352	-	1.6704	1.2528	0.8352	12.1396	13.95	0.45	6.32	7.34
1.6704	-	2.5056	2.088	0.8352	20.2327	14.62	0.55	8.07	9.37
2.5056	-	3.3408	2.9232	0.8352	28.3258	15.29	0.64	9.76	11.33
3.3408	-	4.176	3.7584	0.8352	36.4189	15.95	0.71	11.31	13.13
4.176	-	5.0112	4.5936	0.8352	44.5120	16.62	0.77	12.76	14.81
5.0112	-	5.8464	5.4288	0.8352	52.6051	17.29	0.82	14.14	16.42
5.8464	-	6.6816	6.264	0.8352	60.6982	17.95	0.86	15.48	17.98
6.6816	-	7.5168	7.0992	0.8352	68.7912	18.62	0.90	16.79	19.49
7.5168	-	8.352	7.9344	0.8352	76.8843	19.29	0.94	18.06	20.97
8.352	-	9.1872	8.7696	0.8352	84.9774	19.95	0.97	19.31	22.42
9.1872	-	10.0224	9.6048	0.8352	93.0705	20.62	1.00	20.55	23.86
10.0224	-	10.8576	10.44	0.8352	101.1636	21.29	1.02	21.77	25.27
10.8576	-	11.6928	11.2752	0.8352	109.2567	21.95	1.05	22.97	26.67
11.6928	-	12.528	12.1104	0.8352	117.3498	22.62	1.07	24.17	28.06
12.528	-	13.3632	12.9456	0.8352	125.4429	23.29	1.09	25.35	29.43
13.3632	-	14.1984	13.7808	0.8352	133.5360	23.95	1.11	26.53	30.80
14.1984	-	15.0336	14.616	0.8352	141.6290	24.62	1.12	27.70	32.16
15.0336	-	15.8688	15.4512	0.8352	149.7221	25.29	1.14	28.86	33.51
15.8688	-	16.704	16.2864	0.8352	157.8152	25.95	1.16	30.02	34.85
16.704	-	17.5392	17.1216	0.8352	165.9083	26.62	1.17	31.17	36.19
17.5392	-	18.3744	17.9568	0.8352	174.0014	27.29	1.18	32.32	37.52
18.3744	-	19.2096	18.792	0.8352	182.0945	27.95	1.20	33.46	38.85
19.2096	-	20.0448	19.6272	0.8352	190.1876	28.62	1.21	34.61	40.17
20.0448	-	20.88	20.4624	0.8352	198.2807	29.29	1.22	35.74	41.50
20.88	-	21.7152	21.2976	0.8352	206.3737	29.95	1.23	36.88	42.81
21.7152	-	22.5504	22.1328	0.8352	214.4668	30.62	1.24	38.01	44.13
22.5504	-	23.3856	22.968	0.8352	222.5599	31.76	1.24	39.43	45.78
23.3856	-	24.2208	23.8032	0.8352	230.6530	36.05	1.19	42.77	49.66
24.2208	-	25.056	24.6384	0.8352	238.7461	40.35	1.14	46.04	53.45
25.056	-	25.8912	25.4736	0.8352	246.8392	44.65	1.10	49.24	57.16
25.8912	-	26.7264	26.3088	0.8352	254.9323	48.94	1.07	52.39	60.82
26.7264	-	27.5616	27.144	0.8352	263.0254	53.24	1.04	55.51	64.44
27.5616	-	28.3968	27.9792	0.8352	271.1184	57.54	1.02	58.58	68.01
28.3968	-	29.232	28.8144	0.8352	279.2115	61.84	1.00	61.63	71.55
29.232	-	30.0672	29.6496	0.8352	287.3046	66.13	0.98	64.65	75.06
30.0672	-	30.9024	30.4848	0.8352	295.3977	70.43	0.96	67.65	78.54
30.9024	-	31.7376	31.32	0.8352	303.4908	74.73	0.95	70.63	82.00
31.7376	-	32.5728	32.1552	0.8352	311.5839	79.02	0.93	73.60	85.44
32.5728	-	33.408	32.9904	0.8352	319.6770	83.32	0.92	76.55	88.87
33.408	-	34.2432	33.8256	0.8352	327.7701	87.62	0.91	79.49	92.28
34.2432	-	35.0784	34.6608	0.8352	335.8632	91.91	0.90	82.41	95.67
35.0784	-	35.9136	35.496	0.8352	343.9562	96.21	0.89	85.32	99.06
35.9136	-	36.7488	36.3312	0.8352	352.0493	100.51	0.88	88.23	102.43
36.7488	-	37.584	37.1664	0.8352	360.1424	104.80	0.87	91.12	105.79
37.584	-	38.4192	38.0016	0.8352	368.2355	109.10	0.86	94.01	109.14
38.4192	-	39.2544	38.8368	0.8352	376.3286	113.40	0.85	96.89	112.49
39.2544	-	40.0896	39.672	0.8352	384.4217	117.69	0.85	99.77	115.82
40.0896	-	40.9248	40.5072	0.8352	392.5148	121.99	0.84	102.64	119.15
40.9248	-	41.76	41.3424	0.8352	400.6079	126.29	0.84	105.50	122.48
z = layer midpoint depth, σ_zo′ = vertical effective stress, s_u = undrained shear strength, α = total stress side resistance value, f_n=nominal unit side resistance, F_s=sublayer side resistance. Note: f_n neglected for top 1.5m

Table C5. Calculated load as a function of depth.

Layer Depth			z	Q_AD	Q_wUTL
[m]			[m]	[kN]	[kN]
0	-	0.8352	0.4176	0.00	2225.00
0.8352	-	1.6704	1.2528	7.34	2232.34
1.6704	-	2.5056	2.088	16.70	2241.70
2.5056	-	3.3408	2.9232	28.04	2253.04
3.3408	-	4.176	3.7584	41.16	2266.16
4.176	-	5.0112	4.5936	55.97	2280.97
5.0112	-	5.8464	5.4288	72.39	2297.39
5.8464	-	6.6816	6.264	90.37	2315.37
6.6816	-	7.5168	7.0992	109.86	2334.86
7.5168	-	8.352	7.9344	130.83	2355.83
8.352	-	9.1872	8.7696	153.25	2378.25
9.1872	-	10.0224	9.6048	177.11	2402.11
10.0224	-	10.8576	10.44	202.38	2427.38
10.8576	-	11.6928	11.2752	229.04	2454.04
11.6928	-	12.528	12.1104	257.10	2482.10
12.528	-	13.3632	12.9456	286.53	2511.53
13.3632	-	14.1984	13.7808	317.33	2542.33
14.1984	-	15.0336	14.616	349.48	2574.48
15.0336	-	15.8688	15.4512	382.99	2607.99
15.8688	-	16.704	16.2864	417.84	2642.84
16.704	-	17.5392	17.1216	454.03	2679.03
17.5392	-	18.3744	17.9568	491.55	2716.55
18.3744	-	19.2096	18.792	530.40	2755.40
19.2096	-	20.0448	19.6272	570.57	2795.57
20.0448	-	20.88	20.4624	612.07	2837.07
20.88	-	21.7152	21.2976	654.88	2879.88
21.7152	-	22.5504	22.1328	699.01	2924.01
22.5504	-	23.3856	22.968	744.79	2969.79
23.3856	-	24.2208	23.8032	794.44	3019.44
24.2208	-	25.056	24.6384	847.89	3072.89
25.056	-	25.8912	25.4736	905.05	3130.05
25.8912	-	26.7264	26.3088	965.88	3190.88
26.7264	-	27.5616	27.144	1030.32	3255.32
27.5616	-	28.3968	27.9792	1098.33	3323.33
28.3968	-	29.232	28.8144	1169.88	3394.88
29.232	-	30.0672	29.6496	1244.93	3469.93
30.0672	-	30.9024	30.4848	1323.47	3548.47
30.9024	-	31.7376	31.32	1405.48	3630.48
31.7376	-	32.5728	32.1552	1490.92	3715.92
32.5728	-	33.408	32.9904	1579.79	3804.79
33.408	-	34.2432	33.8256	1672.06	3897.06
34.2432	-	35.0784	34.6608	1767.74	3992.74
35.0784	-	35.9136	35.496	1866.79	4091.79
35.9136	-	36.7488	36.3312	1969.22	4194.22
36.7488	-	37.584	37.1664	2075.01	4300.01
37.584	-	38.4192	38.0016	2184.15	4409.15
38.4192	-	39.2544	38.8368	2296.64	4521.64
39.2544	-	40.0896	39.672	2412.46	4637.46
40.0896	-	40.9248	40.5072	2531.61	4756.61
40.9248	-	41.76	41.3424	2654.09	4879.09
Q_AD= load in pile after driving, Q_wUTL= load in pile with addition of unfactored top load

Table C6. Calculated resistance as a function of depth.

Layer Depth			z	R	R= resistance from soil surrounding pile; resistance values are calculated at the top of each sublayer; the bottom sublayer includes the summation of the end bearing resistance and the side resistance in the bottom sublayer.
[m]			[m]	[kN]
0	-	0.8352	0.4176	2821.70
0.8352	-	1.6704	1.2528	2821.70
1.6704	-	2.5056	2.088	2814.36
2.5056	-	3.3408	2.9232	2805.00
3.3408	-	4.176	3.7584	2793.66
4.176	-	5.0112	4.5936	2780.54
5.0112	-	5.8464	5.4288	2765.73
5.8464	-	6.6816	6.264	2749.31
6.6816	-	7.5168	7.0992	2731.33
7.5168	-	8.352	7.9344	2711.84
8.352	-	9.1872	8.7696	2690.87
9.1872	-	10.0224	9.6048	2668.45
10.0224	-	10.8576	10.44	2644.59
10.8576	-	11.6928	11.2752	2619.32
11.6928	-	12.528	12.1104	2592.65
12.528	-	13.3632	12.9456	2564.60
13.3632	-	14.1984	13.7808	2535.17
14.1984	-	15.0336	14.616	2504.37
15.0336	-	15.8688	15.4512	2472.22
15.8688	-	16.704	16.2864	2438.71
16.704	-	17.5392	17.1216	2403.86
17.5392	-	18.3744	17.9568	2367.67
18.3744	-	19.2096	18.792	2330.15
19.2096	-	20.0448	19.6272	2291.30
20.0448	-	20.88	20.4624	2251.13
20.88	-	21.7152	21.2976	2209.63
21.7152	-	22.5504	22.1328	2166.82
22.5504	-	23.3856	22.968	2122.69
23.3856	-	24.2208	23.8032	2076.91
24.2208	-	25.056	24.6384	2027.26
25.056	-	25.8912	25.4736	1973.81
25.8912	-	26.7264	26.3088	1916.65
26.7264	-	27.5616	27.144	1855.82
27.5616	-	28.3968	27.9792	1791.38
28.3968	-	29.232	28.8144	1723.37
29.232	-	30.0672	29.6496	1651.82
30.0672	-	30.9024	30.4848	1576.77
30.9024	-	31.7376	31.32	1498.23
31.7376	-	32.5728	32.1552	1416.22
32.5728	-	33.408	32.9904	1330.78
33.408	-	34.2432	33.8256	1241.91
34.2432	-	35.0784	34.6608	1149.64
35.0784	-	35.9136	35.496	1053.96
35.9136	-	36.7488	36.3312	954.91
36.7488	-	37.584	37.1664	852.48
37.584	-	38.4192	38.0016	746.69
38.4192	-	39.2544	38.8368	637.55
39.2544	-	40.0896	39.672	525.06
40.0896	-	40.9248	40.5072	409.24
40.9248	-	41.76	41.3424	290.09

Table C7. Calculated elastic compression in the pile as a function of depth.

z	$M i n [\begin{matrix} Q \\ R \end{matrix}]$	δ_EC,s	δ_EC	Comments: z=depth, Q=load, R=resistance, δ_EC,s=segmental elastic compression, δ_EC=cumulative elastic compression (from bottom to top), A=pile cross-sectional area=0.145[m²] E_p=pile elastic modulus=2.41E+07[kPa] L_s=length of each pile segment=0.8532[m]
[m]	[kN]	[m]	[m]
0.4176	2225.00	0.0005	0.0225
1.2528	2232.34	0.0005	0.0220
2.088	2241.70	0.0005	0.0215
2.9232	2253.04	0.0005	0.0209
3.7584	2266.16	0.0005	0.0204
4.5936	2280.97	0.0005	0.0198
5.4288	2297.39	0.0005	0.0193
6.264	2315.37	0.0006	0.0188
7.0992	2334.86	0.0006	0.0182
7.9344	2355.83	0.0006	0.0176
8.7696	2378.25	0.0006	0.0171
9.6048	2402.11	0.0006	0.0165
10.44	2427.38	0.0006	0.0159
11.2752	2454.04	0.0006	0.0154
12.1104	2482.10	0.0006	0.0148
12.9456	2511.53	0.0006	0.0142
13.7808	2535.17	0.0006	0.0136
14.616	2504.37	0.0006	0.0130
15.4512	2472.22	0.0006	0.0124
16.2864	2438.71	0.0006	0.0118
17.1216	2403.86	0.0006	0.0112
17.9568	2367.67	0.0006	0.0106
18.792	2330.15	0.0006	0.0101
19.6272	2291.30	0.0005	0.0095
20.4624	2251.13	0.0005	0.0090
21.2976	2209.63	0.0005	0.0084
22.1328	2166.82	0.0005	0.0079
22.968	2122.69	0.0005	0.0074
23.8032	2076.91	0.0005	0.0069
24.6384	2027.26	0.0005	0.0064
25.4736	1973.81	0.0005	0.0059
26.3088	1916.65	0.0005	0.0054
27.144	1855.82	0.0004	0.0049
27.9792	1791.38	0.0004	0.0045
28.8144	1723.37	0.0004	0.0041
29.6496	1651.82	0.0004	0.0037
30.4848	1576.77	0.0004	0.0033
31.32	1498.23	0.0004	0.0029
32.1552	1416.22	0.0003	0.0025
32.9904	1330.78	0.0003	0.0022
33.8256	1241.91	0.0003	0.0019
34.6608	1149.64	0.0003	0.0016
35.496	1053.96	0.0003	0.0013
36.3312	954.91	0.0002	0.0011
37.1664	852.48	0.0002	0.0008
38.0016	746.69	0.0002	0.0006
38.8368	637.55	0.0002	0.0004
39.672	525.06	0.0001	0.0003
40.5072	409.24	0.0001	0.0002
41.3424	290.09	0.0001	0.0001

Table C8. Calculated load-displacement values for the octagonal 419mm diameter by 41.76m long precast concrete pile.

δ_s, δ_b	R_s	R_t	R_T	Comments: δ_s=side displacement, δ_t=toe displacement, R_s=side resistance, R_t=end bearing resistance, R_T=total resistance, K_s=side flexibility factor = 1.58E-7[m/kN], K_t=toe flexibility factor =1.00E-5[m/kN], M_s=0.001, R_su=ultimate side resistance=2654[kN], R_tu=ultimate toe resistance=174.6[kN], R_t,10%=nominal net end bearing esistance=167.6[kN], D=diameter=419[mm], s_u=undrained shear strength=128.44[kPa], E_s,25=128440[kPa], A_t=pile toe area=0.145[m²], E_p=pile modulus= 2.41E+07[kPa], L=pile length=41.76[m]
[m]	[kN]	[kN]	[kN]
0	0.00	0.00	0.00
0.0005	1443.96	38.77	1482.73
0.001	1870.33	63.45	1933.78
0.0015	2074.52	80.54	2155.06
0.002	2194.30	93.08	2287.37
0.0025	2273.04	102.67	2375.70
0.003	2328.75	110.24	2438.99
0.0035	2370.25	116.37	2486.61
0.004	2402.35	121.43	2523.78
0.0045	2427.93	125.68	2553.61
0.005	2448.79	129.31	2578.10
0.0055	2466.13	132.43	2598.56
0.006	2480.76	135.15	2615.91
0.0065	2493.28	137.54	2630.82
0.007	2504.11	139.66	2643.77
0.0075	2513.57	141.55	2655.13
0.008	2521.91	143.25	2665.16
0.0085	2529.32	144.78	2674.10
0.009	2535.94	146.16	2682.10
0.0095	2541.89	147.43	2689.32
0.01	2547.27	148.58	2695.85
0.015	2581.88	156.36	2738.23
0.02	2599.54	160.55	2760.09
0.025	2610.25	163.18	2773.43
0.03	2617.44	164.98	2782.43
0.035	2622.60	166.29	2788.90
0.04	2626.49	167.29	2793.78
0.045	2629.52	168.07	2797.59
0.05	2631.94	168.71	2800.65

Table C9. Soil settlement and pile settlement as a function of depth.

z	δp	δs	Comments: z=depth, Q=load, R=resistance, δ_p=pile settlement, δ_s=soil settlement, A=pile cross-sectional area=0.145[m²], E_p=pile elastic modulus=2.41E+07[kPa] L_s=length of each pile segment=0.8532[m]
[m]	[m]	[m]
0.4176	0.0635	0.0972
1.2528	0.0630	0.0939
2.088	0.0625	0.0905
2.9232	0.0619	0.0872
3.7584	0.0614	0.0839
4.5936	0.0608	0.0806
5.4288	0.0603	0.0774
6.264	0.0598	0.0743
7.0992	0.0592	0.0713
7.9344	0.0586	0.0684
8.7696	0.0581	0.0655
9.6048	0.0575	0.0628
10.44	0.0569	0.0601
11.2752	0.0564	0.0575
12.1104	0.0558	0.0550
12.9456	0.0552	0.0526
13.7808	0.0546	0.0503
14.616	0.0540	0.0480
15.4512	0.0534	0.0458
16.2864	0.0528	0.0437
17.1216	0.0522	0.0417
17.9568	0.0516	0.0397
18.792	0.0511	0.0378
19.6272	0.0505	0.0359
20.4624	0.0500	0.0341
21.2976	0.0494	0.0323
22.1328	0.0489	0.0306
22.968	0.0484	0.0289
23.8032	0.0479	0.0273
24.6384	0.0474	0.0257
25.4736	0.0469	0.0242
26.3088	0.0464	0.0227
27.144	0.0459	0.0213
27.9792	0.0455	0.0198
28.8144	0.0451	0.0185
29.6496	0.0447	0.0171
30.4848	0.0443	0.0158
31.32	0.0439	0.0145
32.1552	0.0435	0.0132
32.9904	0.0432	0.0120
33.8256	0.0429	0.0108
34.6608	0.0426	0.0096
35.496	0.0423	0.0085
36.3312	0.0421	0.0073
37.1664	0.0418	0.0062
38.0016	0.0416	0.0051
38.8368	0.0414	0.0041
39.672	0.0413	0.0030
40.5072	0.0412	0.0020
41.3424	0.0411	0.0010

Table D2. Parameters used in Define – Soil Layers – Edit window.

z	su	σ_z,o^′	ψ	α	f_s	f_b
[m]	[kPa]	[kPa]	[rad]	[rad]	[kPa]	[kPa]
0.00	13	0.00	13415.89	0.05	1	117
22.86	31	221.51	0.14	1.34	42	279
41.76	128	404.65	0.32	0.89	114	1152

Table D3. Useful PileAXL output and corresponding calculated values using Microsoft Excel.

Depth	ULS fs	ULS Qs	ULS Qb	Qult	∆Q	Q	R	min(Q,R)	Comments: ULS fs = Ultimate unit side resistance (PileAXL output), ULS Qs = Ultimate total side resistance (PileAXL output), ULS Qb = Ultimate bearing resistance (PileAXL output), Qult = Ultimate total resistance (PileAXL output), ∆Q = incremental side resistance (Excel calculation), Q = cumulative load in the pile (Excel calculation), R= resistance from soil surrounding pile; resistance values are calculated at the top of each sublayer (Excel calculation), min(Q,R) = minimum of Q and R for each depth (Excel calculation).
[m]	[kPa]	[kN]	[kN]	[kN]	[kN]	[kN]	[kN]	[kN]
0.000	2.879	0.000	17.057	17.057	5.132	2225.000	2800.163	2225.000
0.835	5.962	5.132	17.920	23.052	7.836	2230.132	2795.031	2230.132
1.670	7.536	12.968	18.783	31.750	9.854	2237.968	2787.196	2237.968
2.506	9.439	22.822	19.646	42.467	11.944	2247.822	2777.342	2247.822
3.341	11.136	34.766	20.509	55.275	13.843	2259.766	2765.397	2259.766
4.176	12.710	48.609	21.371	69.981	15.622	2273.609	2751.554	2273.609
5.011	14.202	64.231	22.234	86.466	17.320	2289.231	2735.932	2289.231
5.846	15.634	81.551	23.097	104.648	18.958	2306.551	2718.612	2306.551
6.682	17.023	100.509	23.960	124.469	20.550	2325.509	2699.654	2325.509
7.517	18.378	121.059	24.823	145.882	22.033	2346.059	2679.104	2346.059
8.352	19.576	143.092	25.686	168.778	23.110	2368.092	2657.071	2368.092
9.187	20.234	166.202	26.549	192.751	23.874	2391.202	2633.961	2391.202
10.022	20.892	190.076	27.412	217.487	24.637	2415.076	2610.088	2415.076
10.858	21.549	214.713	28.274	242.987	25.401	2439.713	2585.45	2439.713
11.693	22.207	240.114	29.137	269.251	26.164	2465.114	2560.05	2465.114
12.528	22.865	266.278	30.000	296.278	26.928	2491.278	2533.885	2491.278
13.363	23.522	293.206	30.863	324.069	27.691	2518.206	2506.958	2506.958
14.198	24.180	320.897	31.726	352.623	28.455	2545.897	2479.266	2479.266
15.034	24.838	349.352	32.589	381.941	29.218	2574.352	2450.812	2450.812
15.869	25.495	378.570	33.452	412.022	29.982	2603.570	2421.593	2421.593
16.704	26.153	408.552	34.315	442.867	30.745	2633.552	2391.611	2391.611
17.539	26.810	439.298	35.177	474.475	31.509	2664.298	2360.866	2360.866
18.374	27.468	470.806	36.040	506.847	32.272	2695.806	2329.357	2329.357
19.210	28.126	503.079	36.903	539.982	33.036	2728.079	2297.085	2297.085
20.045	28.783	536.115	37.766	573.881	33.800	2761.115	2264.049	2264.049
20.880	29.441	569.914	38.629	608.543	34.563	2794.914	2230.249	2230.249
21.715	30.099	604.477	39.492	643.969	35.327	2829.477	2195.686	2195.686
22.550	30.756	639.804	40.355	680.159	37.415	2864.804	2160.359	2160.359
23.386	33.696	677.219	44.212	721.431	41.609	2902.219	2122.944	2122.944
24.221	37.981	718.828	49.834	768.662	46.584	2943.828	2081.335	2081.335
25.056	42.266	765.412	55.456	820.867	51.558	2990.412	2034.752	2034.752
25.891	46.550	816.970	61.078	878.047	56.532	3041.970	1983.194	1983.194
26.726	50.835	873.502	66.699	940.201	61.507	3098.502	1926.661	1926.661
27.562	55.119	935.009	72.321	1007.330	66.481	3160.009	1865.155	1865.155
28.397	59.404	1001.490	77.943	1079.433	71.456	3226.490	1798.673	1798.673
29.232	63.688	1072.946	83.564	1156.510	76.430	3297.946	1727.218	1727.218
30.067	67.973	1149.376	89.186	1238.562	81.405	3374.376	1650.787	1650.787
30.902	72.258	1230.781	94.808	1325.588	86.039	3455.781	1569.383	1569.383
31.738	75.957	1316.820	100.429	1417.250	89.997	3541.820	1483.343	1483.343
32.573	79.075	1406.817	106.051	1512.868	93.608	3631.817	1393.346	1393.346
33.408	82.177	1500.425	111.673	1612.097	97.202	3725.425	1299.739	1299.739
34.243	85.266	1597.626	117.295	1714.921	100.782	3822.626	1202.537	1202.537
35.078	88.344	1698.408	122.916	1821.324	104.349	3923.408	1101.755	1101.755
35.914	91.411	1802.757	128.538	1931.295	107.904	4027.757	997.4067	997.4067
36.749	94.468	1910.660	134.160	2044.820	111.448	4135.660	889.5031	889.5031
37.584	97.516	2022.108	139.781	2161.890	114.983	4247.108	778.055	778.055
38.419	100.557	2137.091	145.403	2282.494	118.509	4362.091	663.0722	663.0722
39.254	103.591	2255.600	151.025	2406.625	122.027	4480.600	544.5633	544.5633
40.090	106.617	2377.627	156.647	2534.273	125.538	4602.627	422.5365	422.5365
40.925	109.638	2503.164	162.268	2665.433	129.053	4728.164	296.9989	296.9989
41.760	112.672	2632.217	167.946	2800.163	-	4857.217	167.9464	167.9464

Table D4. Calculated elastic compression values.

z	$M i n [\begin{matrix} Q \\ R \end{matrix}]$	δ_EC,s	δ_EC	Comments: z=depth, Q=load, R=resistance, δ_EC,s=segmental elastic compression (from bottom to top), δ_EC=cumulative elastic compression, A=pile cross-sectional area=0.145[m²] E_p=pile elastic modulus=2.41E+07[kPa] L_s=length of each pile segment=0.8532[m]
[m]	[kN]	[m]	[m]
0.000	2225.000	-	-
0.835	2230.132	0.00053	0.02227
1.670	2237.968	0.00053	0.02174
2.506	2247.822	0.00054	0.02120
3.341	2259.766	0.00054	0.02066
4.176	2273.609	0.00054	0.02012
5.011	2289.231	0.00055	0.01958
5.846	2306.551	0.00055	0.01903
6.682	2325.509	0.00056	0.01848
7.517	2346.059	0.00056	0.01793
8.352	2368.092	0.00057	0.01737
9.187	2391.202	0.00057	0.01680
10.022	2415.076	0.00058	0.01623
10.858	2439.713	0.00058	0.01565
11.693	2465.114	0.00059	0.01507
12.528	2491.278	0.00060	0.01448
13.363	2506.958	0.00060	0.01388
14.198	2479.266	0.00059	0.01328
15.034	2450.812	0.00059	0.01269
15.869	2421.593	0.00058	0.01211
16.704	2391.611	0.00057	0.01153
17.539	2360.866	0.00056	0.01096
18.374	2329.357	0.00056	0.01039
19.210	2297.085	0.00055	0.00983
20.045	2264.049	0.00054	0.00929
20.880	2230.249	0.00053	0.00874
21.715	2195.686	0.00052	0.00821
22.550	2160.359	0.00052	0.00769
23.386	2122.944	0.00051	0.00717
24.221	2081.335	0.00050	0.00666
25.056	2034.752	0.00049	0.00617
25.891	1983.194	0.00047	0.00568
26.726	1926.661	0.00046	0.00521
27.562	1865.155	0.00045	0.00474
28.397	1798.673	0.00043	0.00430
29.232	1727.218	0.00041	0.00387
30.067	1650.787	0.00039	0.00346
30.902	1569.383	0.00038	0.00306
31.738	1483.343	0.00035	0.00269
32.573	1393.346	0.00033	0.00233
33.408	1299.739	0.00031	0.00200
34.243	1202.537	0.00029	0.00169
35.078	1101.755	0.00026	0.00140
35.914	997.4067	0.00024	0.00114
36.749	889.5031	0.00021	0.00090
37.584	778.055	0.00019	0.00069
38.419	663.0722	0.00016	0.00050
39.254	544.5633	0.00013	0.00034
40.090	422.5365	0.00010	0.00021
40.925	296.9989	0.00007	0.00011
41.760	167.9464	0.00004	0.00004

Table D5. Soil settlement and pile settlement as a function of depth.

zp	δ_p	Z_s	δ_s	Comments: z_p=depth for pile calculations, z_s=depth for pile calculations, δ_p=pile settlement, δ_s=soil settlement.
[m]	[m]	[m]	[m]
0.000	0.0632	0.4176	0.0972
0.835	0.0627	1.2528	0.0939
1.670	0.0622	2.088	0.0905
2.506	0.0616	2.9232	0.0872
3.341	0.0611	3.7584	0.0839
4.176	0.0605	4.5936	0.0806
5.011	0.0600	5.4288	0.0774
5.846	0.0594	6.264	0.0743
6.682	0.0589	7.0992	0.0713
7.517	0.0583	7.9344	0.0684
8.352	0.0578	8.7696	0.0655
9.187	0.0572	9.6048	0.0628
10.022	0.0566	10.44	0.0601
10.858	0.0560	11.2752	0.0575
11.693	0.0554	12.1104	0.0550
12.528	0.0548	12.9456	0.0526
13.363	0.0542	13.7808	0.0503
14.198	0.0536	14.616	0.0480
15.034	0.0531	15.4512	0.0458
15.869	0.0525	16.2864	0.0437
16.704	0.0519	17.1216	0.0417
17.539	0.0513	17.9568	0.0397
18.374	0.0508	18.792	0.0378
19.210	0.0502	19.6272	0.0359
20.045	0.0497	20.4624	0.0341
20.880	0.0492	21.2976	0.0323
21.715	0.0486	22.1328	0.0306
22.550	0.0481	22.968	0.0289
23.386	0.0476	23.8032	0.0273
24.221	0.0471	24.6384	0.0257
25.056	0.0466	25.4736	0.0242
25.891	0.0462	26.3088	0.0227
26.726	0.0457	27.144	0.0213
27.562	0.0453	27.9792	0.0198
28.397	0.0448	28.8144	0.0185
29.232	0.0444	29.6496	0.0171
30.067	0.0440	30.4848	0.0158
30.902	0.0436	31.32	0.0145
31.738	0.0433	32.1552	0.0132
32.573	0.0430	32.9904	0.0120
33.408	0.0426	33.8256	0.0108
34.243	0.0424	34.6608	0.0096
35.078	0.0421	35.496	0.0085
35.914	0.0419	36.3312	0.0073
36.749	0.0416	37.1664	0.0062
37.584	0.0415	38.0016	0.0051
38.419	0.0413	38.8368	0.0041
39.254	0.0412	39.672	0.0030
40.090	0.0411	40.5072	0.0020
40.925	0.0410	41.3424	0.0010
41.760	0.0410	-	-

Table E2. Calculated soil settlement parameters.

Layer Depth [m]			z [m]	Thickness [m]	σ_z,o′ [kPa]	α₁ [rad]	α₂ [rad]	Σ(I)	∆σ [kPa]	ε_z	δ [m]
0	-	0.8352	0.4176	0.8352	4.0465	1.4668	0.0779	0.9999	116.9912	0.0040	0.0034
0.8352	-	1.6704	1.2528	0.8352	12.1396	1.2673	0.2254	0.9981	116.7756	0.0040	0.0034
1.6704	-	2.5056	2.088	0.8352	20.2327	1.0897	0.3513	0.9919	116.0572	0.0040	0.0033
2.5056	-	3.3408	2.9232	0.8352	28.3258	0.9397	0.4504	0.9805	114.7226	0.0040	0.0033
3.3408	-	4.176	3.7584	0.8352	36.4189	0.8165	0.5236	0.9642	112.8139	0.0039	0.0033
4.176	-	5.0112	4.5936	0.8352	44.5120	0.7164	0.5748	0.9440	110.4464	0.0038	0.0032
5.0112	-	5.8464	5.4288	0.8352	52.6051	0.6350	0.6087	0.9209	107.7477	0.0037	0.0031
5.8464	-	6.6816	6.264	0.8352	60.6982	0.5683	0.6293	0.8960	104.8309	0.0036	0.0030
6.6816	-	7.5168	7.0992	0.8352	68.7912	0.5131	0.6401	0.8700	101.7873	0.0035	0.0029
7.5168	-	8.352	7.9344	0.8352	76.8843	0.4669	0.6435	0.8435	98.6867	0.0034	0.0028
8.352	-	9.1872	8.7696	0.8352	84.9774	0.4279	0.6415	0.8169	95.5815	0.0033	0.0028
9.1872	-	10.0224	9.6048	0.8352	93.0705	0.3946	0.6355	0.7907	92.5100	0.0032	0.0027
10.0224	-	10.8576	10.44	0.8352	101.1636	0.3659	0.6268	0.7650	89.4999	0.0031	0.0026
10.8576	-	11.6928	11.2752	0.8352	109.2567	0.3409	0.6160	0.7399	86.5704	0.0030	0.0025
11.6928	-	12.528	12.1104	0.8352	117.3498	0.3190	0.6039	0.7157	83.7345	0.0029	0.0024
12.528	-	13.3632	12.9456	0.8352	125.4429	0.2997	0.5909	0.6923	81.0005	0.0028	0.0023
13.3632	-	14.1984	13.7808	0.8352	133.5360	0.2825	0.5773	0.6699	78.3730	0.0027	0.0023
14.1984	-	15.0336	14.616	0.8352	141.6290	0.2671	0.5634	0.6483	75.8540	0.0026	0.0022
15.0336	-	15.8688	15.4512	0.8352	149.7221	0.2533	0.5495	0.6277	73.4433	0.0025	0.0021
15.8688	-	16.704	16.2864	0.8352	157.8152	0.2408	0.5357	0.6080	71.1395	0.0025	0.0021
16.704	-	17.5392	17.1216	0.8352	165.9083	0.2295	0.5220	0.5892	68.9400	0.0024	0.0020
17.5392	-	18.3744	17.9568	0.8352	174.0014	0.2192	0.5087	0.5713	66.8415	0.0023	0.0019
18.3744	-	19.2096	18.792	0.8352	182.0945	0.2097	0.4956	0.5542	64.8402	0.0022	0.0019
19.2096	-	20.0448	19.6272	0.8352	190.1876	0.2010	0.4829	0.5379	62.9321	0.0022	0.0018
20.0448	-	20.88	20.4624	0.8352	198.2807	0.1930	0.4706	0.5223	61.1129	0.0021	0.0018
20.88	-	21.7152	21.2976	0.8352	206.3737	0.1857	0.4587	0.5075	59.3784	0.0020	0.0017
21.7152	-	22.5504	22.1328	0.8352	214.4668	0.1788	0.4471	0.4934	57.7242	0.0020	0.0017
22.5504	-	23.3856	22.968	0.8352	222.5599	0.1724	0.4360	0.4799	56.1463	0.0019	0.0016
23.3856	-	24.2208	23.8032	0.8352	230.6530	0.1665	0.4253	0.4670	54.6405	0.0019	0.0016
24.2208	-	25.056	24.6384	0.8352	238.7461	0.1609	0.4150	0.4547	53.2030	0.0018	0.0015
25.056	-	25.8912	25.4736	0.8352	246.8392	0.1558	0.4051	0.4430	51.8301	0.0018	0.0015
25.8912	-	26.7264	26.3088	0.8352	254.9323	0.1509	0.3955	0.4318	50.5182	0.0017	0.0015
26.7264	-	27.5616	27.144	0.8352	263.0254	0.1463	0.3863	0.4211	49.2638	0.0017	0.0014
27.5616	-	28.3968	27.9792	0.8352	271.1184	0.1420	0.3775	0.4108	48.0640	0.0017	0.0014
28.3968	-	29.232	28.8144	0.8352	279.2115	0.1379	0.3689	0.4010	46.9155	0.0016	0.0014
29.232	-	30.0672	29.6496	0.8352	287.3046	0.1341	0.3608	0.3916	45.8156	0.0016	0.0013
30.0672	-	30.9024	30.4848	0.8352	295.3977	0.1305	0.3529	0.3826	44.7616	0.0015	0.0013
30.9024	-	31.7376	31.32	0.8352	303.4908	0.1270	0.3453	0.3739	43.7510	0.0015	0.0013
31.7376	-	32.5728	32.1552	0.8352	311.5839	0.1238	0.3380	0.3657	42.7814	0.0015	0.0012
32.5728	-	33.408	32.9904	0.8352	319.6770	0.1207	0.3309	0.3577	41.8506	0.0014	0.0012
33.408	-	34.2432	33.8256	0.8352	327.7701	0.1177	0.3241	0.3501	40.9566	0.0014	0.0012
34.2432	-	35.0784	34.6608	0.8352	335.8632	0.1149	0.3176	0.3427	40.0973	0.0014	0.0012
35.0784	-	35.9136	35.496	0.8352	343.9562	0.1122	0.3113	0.3356	39.2710	0.0014	0.0011
35.9136	-	36.7488	36.3312	0.8352	352.0493	0.1097	0.3052	0.3289	38.4759	0.0013	0.0011
36.7488	-	37.584	37.1664	0.8352	360.1424	0.1072	0.2993	0.3223	37.7104	0.0013	0.0011
37.584	-	38.4192	38.0016	0.8352	368.2355	0.1049	0.2936	0.3160	36.9730	0.0013	0.0011
38.4192	-	39.2544	38.8368	0.8352	376.3286	0.1026	0.2882	0.3099	36.2624	0.0013	0.0010
39.2544	-	40.0896	39.672	0.8352	384.4217	0.1005	0.2829	0.3041	35.5770	0.0012	0.0010
40.0896	-	40.9248	40.5072	0.8352	392.5148	0.0984	0.2778	0.2984	34.9158	0.0012	0.0010
40.9248	-	41.76	41.3424	0.8352	400.6079	0.0965	0.2728	0.2930	34.2774	0.0012	0.0010
z = layer midpoint depth, _z,o′ = vertical effective stress, ₁ and ₂ = angles (in radians) as shown in Figure E4, _z = vertical consolidation strain, = vertical settlement of individual sublayer; (from bottom to top) = settlement profile (Figure E3).

Table E3. SHANSEP calculated parameters.

Layer Depth [m]			σ_z,o′ [kPa]	s_u,o [kPa]	s_u,o/σ_z,o′	OCR_pre	σ_z,f′ [kPa]	σ′_max [kPa]	OCR_post	s_u,f/σ_z,f′	s_u,f [kPa]
0	-	0.8352	4.0465	13.2882	3.2838	90.6788	121.0378	366.9358	3.0316	0.3043	36.8313
0.8352	-	1.6704	12.1396	13.9549	1.1495	20.2430	128.9152	245.7423	1.9062	0.2199	28.3501
1.6704	-	2.5056	20.2327	14.6215	0.7227	10.4304	136.2899	211.0351	1.5484	0.1901	25.9129
2.5056	-	3.3408	28.3258	15.2882	0.5397	6.8740	143.0484	194.7108	1.3612	0.1737	24.8511
3.3408	-	4.176	36.4189	15.9548	0.4381	5.1023	149.2328	185.8210	1.2452	0.1632	24.3587
4.176	-	5.0112	44.5120	16.6215	0.3734	4.0613	154.9584	180.7763	1.1666	0.1559	24.1653
5.0112	-	5.8464	52.6051	17.2882	0.3286	3.3839	160.3528	178.0108	1.1101	0.1506	24.1526
5.8464	-	6.6816	60.6982	17.9548	0.2958	2.9115	165.5291	176.7201	1.0676	0.1466	24.2600
6.6816	-	7.5168	68.7912	18.6215	0.2707	2.5649	170.5785	176.4447	1.0344	0.1434	24.4530
7.5168	-	8.352	76.8843	19.2881	0.2509	2.3009	175.5710	176.9007	1.0076	0.1407	24.7101
8.352	-	9.1872	84.9774	19.9548	0.2348	2.0935	180.5589	180.5589	1.0000	0.1400	25.2782
9.1872	-	10.0224	93.0705	20.6214	0.2216	1.9268	185.5806	185.5806	1.0000	0.1400	25.9813
10.0224	-	10.8576	101.1636	21.2881	0.2104	1.7899	190.6635	190.6635	1.0000	0.1400	26.6929
10.8576	-	11.6928	109.2567	21.9548	0.2009	1.6758	195.8271	195.8271	1.0000	0.1400	27.4158
11.6928	-	12.528	117.3498	22.6214	0.1928	1.5792	201.0843	201.0843	1.0000	0.1400	28.1518
12.528	-	13.3632	125.4429	23.2881	0.1856	1.4965	206.4434	206.4434	1.0000	0.1400	28.9021
13.3632	-	14.1984	133.5360	23.9547	0.1794	1.4250	211.9090	211.9090	1.0000	0.1400	29.6673
14.1984	-	15.0336	141.6290	24.6214	0.1738	1.3625	217.4830	217.4830	1.0000	0.1400	30.4476
15.0336	-	15.8688	149.7221	25.2881	0.1689	1.3075	223.1655	223.1655	1.0000	0.1400	31.2432
15.8688	-	16.704	157.8152	25.9547	0.1645	1.2587	228.9547	228.9547	1.0000	0.1400	32.0537
16.704	-	17.5392	165.9083	26.6214	0.1605	1.2151	234.8483	234.8483	1.0000	0.1400	32.8788
17.5392	-	18.3744	174.0014	27.2880	0.1568	1.1760	240.8429	240.8429	1.0000	0.1400	33.7180
18.3744	-	19.2096	182.0945	27.9547	0.1535	1.1407	246.9347	246.9347	1.0000	0.1400	34.5709
19.2096	-	20.0448	190.1876	28.6213	0.1505	1.1087	253.1197	253.1197	1.0000	0.1400	35.4368
20.0448	-	20.88	198.2807	29.2880	0.1477	1.0796	259.3936	259.3936	1.0000	0.1400	36.3151
20.88	-	21.7152	206.3737	29.9547	0.1451	1.0529	265.7521	265.7521	1.0000	0.1400	37.2053
21.7152	-	22.5504	214.4668	30.6213	0.1428	1.0285	272.1910	272.1910	1.0000	0.1400	38.1067
22.5504	-	23.3856	222.5599	31.7574	0.1427	1.0276	278.7062	278.7062	1.0000	0.1400	39.0189
23.3856	-	24.2208	230.6530	36.0542	0.1563	1.1705	285.2935	285.2935	1.0000	0.1400	39.9411
24.2208	-	25.056	238.7461	40.3510	0.1690	1.3087	291.9491	312.4493	1.0702	0.1468	42.8614
25.056	-	25.8912	246.8392	44.6478	0.1809	1.4419	298.6693	355.9218	1.1917	0.1583	47.2752
25.8912	-	26.7264	254.9323	48.9447	0.1920	1.5701	305.4504	400.2735	1.3104	0.1692	51.6726
26.7264	-	27.5616	263.0254	53.2415	0.2024	1.6934	312.2892	445.3964	1.4262	0.1795	56.0554
27.5616	-	28.3968	271.1184	57.5383	0.2122	1.8118	319.1824	491.2005	1.5389	0.1893	60.4256
28.3968	-	29.232	279.2115	61.8351	0.2215	1.9255	326.1270	537.6098	1.6485	0.1986	64.7845
29.232	-	30.0672	287.3046	66.1319	0.2302	2.0346	333.1202	584.5598	1.7548	0.2075	69.1335
30.0672	-	30.9024	295.3977	70.4287	0.2384	2.1395	340.1593	631.9952	1.8579	0.2160	73.4738
30.9024	-	31.7376	303.4908	74.7255	0.2462	2.2402	347.2418	679.8683	1.9579	0.2241	77.8063
31.7376	-	32.5728	311.5839	79.0224	0.2536	2.3369	354.3653	728.1376	2.0548	0.2318	82.1321
32.5728	-	33.408	319.6770	83.3192	0.2606	2.4298	361.5276	776.7668	2.1486	0.2391	86.4518
33.408	-	34.2432	327.7701	87.6160	0.2673	2.5192	368.7267	825.7242	2.2394	0.2462	90.7661
34.2432	-	35.0784	335.8632	91.9128	0.2737	2.6052	375.9605	874.9815	2.3273	0.2529	95.0758
35.0784	-	35.9136	343.9562	96.2096	0.2797	2.6879	383.2272	924.5140	2.4124	0.2593	99.3812
35.9136	-	36.7488	352.0493	100.5064	0.2855	2.7675	390.5252	974.2995	2.4948	0.2655	103.6830
36.7488	-	37.584	360.1424	104.8032	0.2910	2.8442	397.8528	1024.3180	2.5746	0.2714	107.9814
37.584	-	38.4192	368.2355	109.1000	0.2963	2.9181	405.2085	1074.5520	2.6518	0.2771	112.2770
38.4192	-	39.2544	376.3286	113.3969	0.3013	2.9894	412.5909	1124.9855	2.7266	0.2825	116.5700
39.2544	-	40.0896	384.4217	117.6937	0.3062	3.0581	419.9987	1175.6040	2.7991	0.2878	120.8607
40.0896	-	40.9248	392.5148	121.9905	0.3108	3.1245	427.4305	1226.3945	2.8692	0.2928	125.1494
40.9248	-	41.76	400.6079	126.2873	0.3152	3.1885	434.8853	1277.3453	2.9372	0.2976	129.4364
_z,o′ = initial vertical effective stress, s_u,o=initial undrained shear strength, s_u,o/_z,o′=initial c/p ratio, OCR_pre= pre-embankment over-consolidation ratio, _z,f′ = final vertical effective stress, ′max=maximum past pressure, OCR_post= post-embankment over-consolidation ratio, s_u,f/_z,f′= final c/p ratio, s_u,f=final undrained shear strength

Table E4. Calculated pile side resistance parameters.

Layer Depth [m]			z [m]	Thickness [m]	σ_z,f′ [kPa]	s_u,f [kPa]	α	f_n [kPa]	F_s [kN]
0	-	0.8352	0.4176	0.8352	121.0378	36.83	0.85	0.00	0.00
0.8352	-	1.6704	1.2528	0.8352	128.9152	28.35	1.00	28.36	32.92
1.6704	-	2.5056	2.088	0.8352	136.2899	25.91	1.08	27.87	32.36
2.5056	-	3.3408	2.9232	0.8352	143.0484	24.85	1.13	27.97	32.47
3.3408	-	4.176	3.7584	0.8352	149.2328	24.36	1.16	28.28	32.83
4.176	-	5.0112	4.5936	0.8352	154.9584	24.17	1.19	28.70	33.32
5.0112	-	5.8464	5.4288	0.8352	160.3528	24.15	1.21	29.19	33.89
5.8464	-	6.6816	6.264	0.8352	165.5291	24.26	1.23	29.72	34.51
6.6816	-	7.5168	7.0992	0.8352	170.5785	24.45	1.24	30.29	35.17
7.5168	-	8.352	7.9344	0.8352	175.5710	24.71	1.25	30.89	35.87
8.352	-	9.1872	8.7696	0.8352	180.5589	25.28	1.25	31.69	36.79
9.1872	-	10.0224	9.6048	0.8352	185.5806	25.98	1.25	32.57	37.81
10.0224	-	10.8576	10.44	0.8352	190.6635	26.69	1.25	33.46	38.85
10.8576	-	11.6928	11.2752	0.8352	195.8271	27.42	1.25	34.37	39.90
11.6928	-	12.528	12.1104	0.8352	201.0843	28.15	1.25	35.29	40.97
12.528	-	13.3632	12.9456	0.8352	206.4434	28.90	1.25	36.23	42.06
13.3632	-	14.1984	13.7808	0.8352	211.9090	29.67	1.25	37.19	43.17
14.1984	-	15.0336	14.616	0.8352	217.4830	30.45	1.25	38.17	44.31
15.0336	-	15.8688	15.4512	0.8352	223.1655	31.24	1.25	39.17	45.47
15.8688	-	16.704	16.2864	0.8352	228.9547	32.05	1.25	40.18	46.65
16.704	-	17.5392	17.1216	0.8352	234.8483	32.88	1.25	41.22	47.85
17.5392	-	18.3744	17.9568	0.8352	240.8429	33.72	1.25	42.27	49.07
18.3744	-	19.2096	18.792	0.8352	246.9347	34.57	1.25	43.34	50.31
19.2096	-	20.0448	19.6272	0.8352	253.1197	35.44	1.25	44.42	51.57
20.0448	-	20.88	20.4624	0.8352	259.3936	36.32	1.25	45.52	52.85
20.88	-	21.7152	21.2976	0.8352	265.7521	37.21	1.25	46.64	54.14
21.7152	-	22.5504	22.1328	0.8352	272.1910	38.11	1.25	47.77	55.46
22.5504	-	23.3856	22.968	0.8352	278.7062	39.02	1.25	48.91	56.78
23.3856	-	24.2208	23.8032	0.8352	285.2935	39.94	1.25	50.07	58.13
24.2208	-	25.056	24.6384	0.8352	291.9491	42.86	1.22	52.47	60.91
25.056	-	25.8912	25.4736	0.8352	298.6693	47.28	1.18	55.73	64.70
25.8912	-	26.7264	26.3088	0.8352	305.4504	51.67	1.14	58.93	68.41
26.7264	-	27.5616	27.144	0.8352	312.2892	56.06	1.11	62.06	72.05
27.5616	-	28.3968	27.9792	0.8352	319.1824	60.43	1.08	65.14	75.62
28.3968	-	29.232	28.8144	0.8352	326.1270	64.78	1.05	68.18	79.15
29.232	-	30.0672	29.6496	0.8352	333.1202	69.13	1.03	71.18	82.63
30.0672	-	30.9024	30.4848	0.8352	340.1593	73.47	1.01	74.15	86.08
30.9024	-	31.7376	31.32	0.8352	347.2418	77.81	0.99	77.10	89.50
31.7376	-	32.5728	32.1552	0.8352	354.3653	82.13	0.97	80.02	92.90
32.5728	-	33.408	32.9904	0.8352	361.5276	86.45	0.96	82.92	96.27
33.408	-	34.2432	33.8256	0.8352	368.7267	90.77	0.95	85.81	99.62
34.2432	-	35.0784	34.6608	0.8352	375.9605	95.08	0.93	88.68	102.95
35.0784	-	35.9136	35.496	0.8352	383.2272	99.38	0.92	91.54	106.27
35.9136	-	36.7488	36.3312	0.8352	390.5252	103.68	0.91	94.38	109.57
36.7488	-	37.584	37.1664	0.8352	397.8528	107.98	0.90	97.22	112.86
37.584	-	38.4192	38.0016	0.8352	405.2085	112.28	0.89	100.05	116.15
38.4192	-	39.2544	38.8368	0.8352	412.5909	116.57	0.88	102.86	119.42
39.2544	-	40.0896	39.672	0.8352	419.9987	120.86	0.87	105.68	122.68
40.0896	-	40.9248	40.5072	0.8352	427.4305	125.15	0.87	108.48	125.94
40.9248	-	41.76	41.3424	0.8352	434.8853	129.44	0.86	111.28	129.19
z = layer midpoint depth, _z,f′ = vertical effective stress, s_u,f = undrained shear strength, = total stress side resistance parameter, f_n=nominal unit side resistance, F_s=sublayer side resistance. Note: f_n neglected for top 1.5m

Table E5. Calculated load as a function of depth.

Layer Depth			z	Q	R	$M i n [\begin{matrix} Q \\ R \end{matrix}]$	δ_EC,s	δ_EC	Comments: z=depth, Q=load, R=resistance, δ_EC,s=segmental elastic compression, δ_EC=cumulative elastic compression (from bottom to top), A=pile cross-sectional area=0.145[m²] E_p=pile elastic modulus=2.41E+07[kPa] L_s=length of each pile segment=0.8532[m]
[m]			[m]	[kN]	[kN]	[kN]	[m]	[m]
0	-	0.8352	0.4176	2225.00	3377.24	2225.00	0.0005	0.0242
0.8352	-	1.6704	1.2528	2257.92	3377.24	2257.92	0.0005	0.0236
1.6704	-	2.5056	2.088	2290.28	3344.32	2290.28	0.0005	0.0231
2.5056	-	3.3408	2.9232	2322.74	3311.96	2322.74	0.0006	0.0226
3.3408	-	4.176	3.7584	2355.58	3279.50	2355.58	0.0006	0.0220
4.176	-	5.0112	4.5936	2388.90	3246.67	2388.90	0.0006	0.0214
5.0112	-	5.8464	5.4288	2422.78	3213.35	2422.78	0.0006	0.0209
5.8464	-	6.6816	6.264	2457.29	3179.46	2457.29	0.0006	0.0203
6.6816	-	7.5168	7.0992	2492.46	3144.95	2492.46	0.0006	0.0197
7.5168	-	8.352	7.9344	2528.32	3109.79	2528.32	0.0006	0.0191
8.352	-	9.1872	8.7696	2565.11	3073.92	2565.11	0.0006	0.0185
9.1872	-	10.0224	9.6048	2602.92	3037.13	2602.92	0.0006	0.0179
10.0224	-	10.8576	10.44	2641.77	2999.32	2641.77	0.0006	0.0173
10.8576	-	11.6928	11.2752	2681.67	2960.48	2681.67	0.0006	0.0166
11.6928	-	12.528	12.1104	2722.64	2920.58	2722.64	0.0007	0.0160
12.528	-	13.3632	12.9456	2764.70	2879.61	2764.70	0.0007	0.0153
13.3632	-	14.1984	13.7808	2807.87	2837.55	2807.87	0.0007	0.0147
14.1984	-	15.0336	14.616	2852.18	2794.37	2794.37	0.0007	0.0140
15.0336	-	15.8688	15.4512	2897.65	2750.06	2750.06	0.0007	0.0133
15.8688	-	16.704	16.2864	2944.30	2704.59	2704.59	0.0006	0.0127
16.704	-	17.5392	17.1216	2992.15	2657.95	2657.95	0.0006	0.0120
17.5392	-	18.3744	17.9568	3041.22	2610.10	2610.10	0.0006	0.0114
18.3744	-	19.2096	18.792	3091.53	2561.03	2561.03	0.0006	0.0108
19.2096	-	20.0448	19.6272	3143.10	2510.72	2510.72	0.0006	0.0102
20.0448	-	20.88	20.4624	3195.95	2459.15	2459.15	0.0006	0.0096
20.88	-	21.7152	21.2976	3250.09	2406.30	2406.30	0.0006	0.0090
21.7152	-	22.5504	22.1328	3305.55	2352.15	2352.15	0.0006	0.0084
22.5504	-	23.3856	22.968	3362.33	2296.69	2296.69	0.0005	0.0078
23.3856	-	24.2208	23.8032	3420.46	2239.91	2239.91	0.0005	0.0073
24.2208	-	25.056	24.6384	3481.37	2181.78	2181.78	0.0005	0.0068
25.056	-	25.8912	25.4736	3546.08	2120.87	2120.87	0.0005	0.0062
25.8912	-	26.7264	26.3088	3614.48	2056.17	2056.17	0.0005	0.0057
26.7264	-	27.5616	27.144	3686.53	1987.76	1987.76	0.0005	0.0052
27.5616	-	28.3968	27.9792	3762.15	1915.71	1915.71	0.0005	0.0048
28.3968	-	29.232	28.8144	3841.30	1840.09	1840.09	0.0004	0.0043
29.232	-	30.0672	29.6496	3923.94	1760.94	1760.94	0.0004	0.0039
30.0672	-	30.9024	30.4848	4010.02	1678.31	1678.31	0.0004	0.0035
30.9024	-	31.7376	31.32	4099.52	1592.22	1592.22	0.0004	0.0030
31.7376	-	32.5728	32.1552	4192.42	1502.72	1502.72	0.0004	0.0027
32.5728	-	33.408	32.9904	4288.69	1409.82	1409.82	0.0003	0.0023
33.408	-	34.2432	33.8256	4388.30	1313.56	1313.56	0.0003	0.0020
34.2432	-	35.0784	34.6608	4491.25	1213.94	1213.94	0.0003	0.0017
35.0784	-	35.9136	35.496	4597.52	1110.99	1110.99	0.0003	0.0014
35.9136	-	36.7488	36.3312	4707.09	1004.73	1004.73	0.0002	0.0011
36.7488	-	37.584	37.1664	4819.95	895.15	895.15	0.0002	0.0009
37.584	-	38.4192	38.0016	4936.10	782.29	782.29	0.0002	0.0006
38.4192	-	39.2544	38.8368	5055.51	666.15	666.15	0.0002	0.0005
39.2544	-	40.0896	39.672	5178.20	546.73	546.73	0.0001	0.0003
40.0896	-	40.9248	40.5072	5304.14	424.05	424.05	0.0001	0.0002
40.9248	-	41.76	41.3424	5433.33	298.11	298.11	0.0001	0.0001

Table F2. Calculated soil settlements resulting from drawdown event.

Layer Depth			z	Thickness	σ_zo′	σ_zf′	∆σ	ε_z	δ_increment	Σδ_reversed
[m]			[m]	[m]	[kPa]	[kPa]	[kPa]		[m]	[m]
0	-	0.8352	0.4176	0.8352	8.1432	8.1432	4.0967	0.0001	0.0001	0.0787
0.8352	-	1.6704	1.2528	0.8352	24.4296	24.4296	12.2900	0.0004	0.0004	0.0786
1.6704	-	2.5056	2.088	0.8352	40.7160	40.7160	20.4833	0.0007	0.0006	0.0782
2.5056	-	3.3408	2.9232	0.8352	57.0024	57.0024	28.6766	0.0010	0.0008	0.0777
3.3408	-	4.176	3.7584	0.8352	73.2888	73.2888	36.8699	0.0013	0.0011	0.0768
4.176	-	5.0112	4.5936	0.8352	89.5752	89.5752	45.0632	0.0016	0.0013	0.0758
5.0112	-	5.8464	5.4288	0.8352	105.8616	105.8616	53.2565	0.0018	0.0015	0.0745
5.8464	-	6.6816	6.264	0.8352	119.5582	119.5582	58.8600	0.0020	0.0017	0.0729
6.6816	-	7.5168	7.0992	0.8352	127.6512	127.6512	58.8600	0.0020	0.0017	0.0712
7.5168	-	8.352	7.9344	0.8352	135.7443	135.7443	58.8600	0.0020	0.0017	0.0695
8.352	-	9.1872	8.7696	0.8352	143.8374	143.8374	58.8600	0.0020	0.0017	0.0678
9.1872	-	10.0224	9.6048	0.8352	151.9305	151.9305	58.8600	0.0020	0.0017	0.0662
10.0224	-	10.8576	10.44	0.8352	160.0236	160.0236	58.8600	0.0020	0.0017	0.0645
10.8576	-	11.6928	11.2752	0.8352	168.1167	168.1167	58.8600	0.0020	0.0017	0.0628
11.6928	-	12.528	12.1104	0.8352	176.2098	176.2098	58.8600	0.0020	0.0017	0.0611
12.528	-	13.3632	12.9456	0.8352	184.3029	184.3029	58.8600	0.0020	0.0017	0.0594
13.3632	-	14.1984	13.7808	0.8352	192.3960	192.3960	58.8600	0.0020	0.0017	0.0577
14.1984	-	15.0336	14.616	0.8352	200.4890	200.4890	58.8600	0.0020	0.0017	0.0560
15.0336	-	15.8688	15.4512	0.8352	208.5821	208.5821	58.8600	0.0020	0.0017	0.0543
15.8688	-	16.704	16.2864	0.8352	216.6752	216.6752	58.8600	0.0020	0.0017	0.0526
16.704	-	17.5392	17.1216	0.8352	224.7683	224.7683	58.8600	0.0020	0.0017	0.0509
17.5392	-	18.3744	17.9568	0.8352	232.8614	232.8614	58.8600	0.0020	0.0017	0.0492
18.3744	-	19.2096	18.792	0.8352	240.9545	240.9545	58.8600	0.0020	0.0017	0.0475
19.2096	-	20.0448	19.6272	0.8352	249.0476	249.0476	58.8600	0.0020	0.0017	0.0458
20.0448	-	20.88	20.4624	0.8352	257.1407	257.1407	58.8600	0.0020	0.0017	0.0441
20.88	-	21.7152	21.2976	0.8352	265.2337	265.2337	58.8600	0.0020	0.0017	0.0424
21.7152	-	22.5504	22.1328	0.8352	273.3268	273.3268	58.8600	0.0020	0.0017	0.0407
22.5504	-	23.3856	22.968	0.8352	281.4199	281.4199	58.8600	0.0020	0.0017	0.0390
23.3856	-	24.2208	23.8032	0.8352	289.5130	289.5130	58.8600	0.0020	0.0017	0.0373
24.2208	-	25.056	24.6384	0.8352	297.6061	297.6061	58.8600	0.0020	0.0017	0.0356
25.056	-	25.8912	25.4736	0.8352	305.6992	305.6992	58.8600	0.0020	0.0017	0.0339
25.8912	-	26.7264	26.3088	0.8352	313.7923	313.7923	58.8600	0.0020	0.0017	0.0322
26.7264	-	27.5616	27.144	0.8352	321.8854	321.8854	58.8600	0.0020	0.0017	0.0305
27.5616	-	28.3968	27.9792	0.8352	329.9784	329.9784	58.8600	0.0020	0.0017	0.0288
28.3968	-	29.232	28.8144	0.8352	338.0715	338.0715	58.8600	0.0020	0.0017	0.0271
29.232	-	30.0672	29.6496	0.8352	346.1646	346.1646	58.8600	0.0020	0.0017	0.0254
30.0672	-	30.9024	30.4848	0.8352	354.2577	354.2577	58.8600	0.0020	0.0017	0.0237
30.9024	-	31.7376	31.32	0.8352	362.3508	362.3508	58.8600	0.0020	0.0017	0.0221
31.7376	-	32.5728	32.1552	0.8352	370.4439	370.4439	58.8600	0.0020	0.0017	0.0204
32.5728	-	33.408	32.9904	0.8352	378.5370	378.5370	58.8600	0.0020	0.0017	0.0187
33.408	-	34.2432	33.8256	0.8352	386.6301	386.6301	58.8600	0.0020	0.0017	0.0170
34.2432	-	35.0784	34.6608	0.8352	394.7232	394.7232	58.8600	0.0020	0.0017	0.0153
35.0784	-	35.9136	35.496	0.8352	402.8162	402.8162	58.8600	0.0020	0.0017	0.0136
35.9136	-	36.7488	36.3312	0.8352	410.9093	410.9093	58.8600	0.0020	0.0017	0.0119
36.7488	-	37.584	37.1664	0.8352	419.0024	419.0024	58.8600	0.0020	0.0017	0.0102
37.584	-	38.4192	38.0016	0.8352	427.0955	427.0955	58.8600	0.0020	0.0017	0.0085
38.4192	-	39.2544	38.8368	0.8352	435.1886	435.1886	58.8600	0.0020	0.0017	0.0068
39.2544	-	40.0896	39.672	0.8352	443.2817	443.2817	58.8600	0.0020	0.0017	0.0051
40.0896	-	40.9248	40.5072	0.8352	451.3748	451.3748	58.8600	0.0020	0.0017	0.0034
40.9248	-	41.76	41.3424	0.8352	459.4679	459.4679	58.8600	0.0020	0.0017	0.0017
z = layer midpoint depth, σ_zo′ = vertical effective stress, σ_zf′ = final effective stress, ∆σ = change in effective stress, ε_z = incremental soil strain, δ_increment = incremental soil settlement, Σδ_reversed = soil settlement from tip of pile to top of pile.

Table F3. Calculated pile side resistance parameters for the pre-drawdown condition.

Layer Depth			z	Thickness	γ	σ_zo′	s_u	α	f_n	F_s
[m]			[m]	[m]	[kN/m³]	[kPa]	[kPa]		[kPa]	[kN]
0	-	0.8352	0.4176	0.8352	19.5	4.0465	13.29	0.35	0.00	0.00
0.8352	-	1.6704	1.2528	0.8352	19.5	12.1396	13.95	0.45	6.32	7.34
1.6704	-	2.5056	2.088	0.8352	19.5	20.2327	14.62	0.55	8.07	9.37
2.5056	-	3.3408	2.9232	0.8352	19.5	28.3258	15.29	0.64	9.76	11.33
3.3408	-	4.176	3.7584	0.8352	19.5	36.4189	15.95	0.71	11.31	13.13
4.176	-	5.0112	4.5936	0.8352	19.5	44.5120	16.62	0.77	12.76	14.81
5.0112	-	5.8464	5.4288	0.8352	19.5	52.6051	17.29	0.82	14.14	16.42
5.8464	-	6.6816	6.264	0.8352	19.5	60.6982	17.95	0.86	15.48	17.98
6.6816	-	7.5168	7.0992	0.8352	19.5	68.7912	18.62	0.90	16.79	19.49
7.5168	-	8.352	7.9344	0.8352	19.5	76.8843	19.29	0.94	18.06	20.97
8.352	-	9.1872	8.7696	0.8352	19.5	84.9774	19.95	0.97	19.31	22.42
9.1872	-	10.0224	9.6048	0.8352	19.5	93.0705	20.62	1.00	20.55	23.86
10.0224	-	10.8576	10.44	0.8352	19.5	101.1636	21.29	1.02	21.77	25.27
10.8576	-	11.6928	11.2752	0.8352	19.5	109.2567	21.95	1.05	22.97	26.67
11.6928	-	12.528	12.1104	0.8352	19.5	117.3498	22.62	1.07	24.17	28.06
12.528	-	13.3632	12.9456	0.8352	19.5	125.4429	23.29	1.09	25.35	29.43
13.3632	-	14.1984	13.7808	0.8352	19.5	133.5360	23.95	1.11	26.53	30.80
14.1984	-	15.0336	14.616	0.8352	19.5	141.6290	24.62	1.12	27.70	32.16
15.0336	-	15.8688	15.4512	0.8352	19.5	149.7221	25.29	1.14	28.86	33.51
15.8688	-	16.704	16.2864	0.8352	19.5	157.8152	25.95	1.16	30.02	34.85
16.704	-	17.5392	17.1216	0.8352	19.5	165.9083	26.62	1.17	31.17	36.19
17.5392	-	18.3744	17.9568	0.8352	19.5	174.0014	27.29	1.18	32.32	37.52
18.3744	-	19.2096	18.792	0.8352	19.5	182.0945	27.95	1.20	33.46	38.85
19.2096	-	20.0448	19.6272	0.8352	19.5	190.1876	28.62	1.21	34.61	40.17
20.0448	-	20.88	20.4624	0.8352	19.5	198.2807	29.29	1.22	35.74	41.50
20.88	-	21.7152	21.2976	0.8352	19.5	206.3737	29.95	1.23	36.88	42.81
21.7152	-	22.5504	22.1328	0.8352	19.5	214.4668	30.62	1.24	38.01	44.13
22.5504	-	23.3856	22.968	0.8352	19.5	222.5599	31.76	1.24	39.43	45.78
23.3856	-	24.2208	23.8032	0.8352	19.5	230.6530	36.05	1.19	42.77	49.66
24.2208	-	25.056	24.6384	0.8352	19.5	238.7461	40.35	1.14	46.04	53.45
25.056	-	25.8912	25.4736	0.8352	19.5	246.8392	44.65	1.10	49.24	57.16
25.8912	-	26.7264	26.3088	0.8352	19.5	254.9323	48.94	1.07	52.39	60.82
26.7264	-	27.5616	27.144	0.8352	19.5	263.0254	53.24	1.04	55.51	64.44
27.5616	-	28.3968	27.9792	0.8352	19.5	271.1184	57.54	1.02	58.58	68.01
28.3968	-	29.232	28.8144	0.8352	19.5	279.2115	61.84	1.00	61.63	71.55
29.232	-	30.0672	29.6496	0.8352	19.5	287.3046	66.13	0.98	64.65	75.06
30.0672	-	30.9024	30.4848	0.8352	19.5	295.3977	70.43	0.96	67.65	78.54
30.9024	-	31.7376	31.32	0.8352	19.5	303.4908	74.73	0.95	70.63	82.00
31.7376	-	32.5728	32.1552	0.8352	19.5	311.5839	79.02	0.93	73.60	85.44
32.5728	-	33.408	32.9904	0.8352	19.5	319.6770	83.32	0.92	76.55	88.87
33.408	-	34.2432	33.8256	0.8352	19.5	327.7701	87.62	0.91	79.49	92.28
34.2432	-	35.0784	34.6608	0.8352	19.5	335.8632	91.91	0.90	82.41	95.67
35.0784	-	35.9136	35.496	0.8352	19.5	343.9562	96.21	0.89	85.32	99.06
35.9136	-	36.7488	36.3312	0.8352	19.5	352.0493	100.51	0.88	88.23	102.43
36.7488	-	37.584	37.1664	0.8352	19.5	360.1424	104.80	0.87	91.12	105.79
37.584	-	38.4192	38.0016	0.8352	19.5	368.2355	109.10	0.86	94.01	109.14
38.4192	-	39.2544	38.8368	0.8352	19.5	376.3286	113.40	0.85	96.89	112.49
39.2544	-	40.0896	39.672	0.8352	19.5	384.4217	117.69	0.85	99.77	115.82
40.0896	-	40.9248	40.5072	0.8352	19.5	392.5148	121.99	0.84	102.64	119.15
40.9248	-	41.76	41.3424	0.8352	19.5	400.6079	126.29	0.84	105.50	122.48
z = layer midpoint depth, σ_zo′ = vertical effective stress, γ=unit weight, s_u = undrained shear strength, α = total stress side resistance parameter, f_n=nominal unit side resistance, F_s=sublayer side resistance. Note: f_n neglected for top 1.5m

Table F4. Calculated pile side resistance parameters for the post-drawdown condition.

Layer Depth			z	Thickness	γ	σ_zo′	su	α	f_n	F_s
[m]			[m]	[m]	[kN/m³]	[kPa]	[kPa]		[kPa]	[kN]
0	-	0.8352	0.4176	0.8352	19.5	8.1432	13.29	0.41	0.00	0.00
0.8352	-	1.6704	1.2528	0.8352	19.5	24.4296	13.95	0.62	8.66	10.05
1.6704	-	2.5056	2.088	0.8352	19.5	40.7160	14.62	0.78	11.44	13.29
2.5056	-	3.3408	2.9232	0.8352	19.5	57.0024	15.29	0.91	13.85	16.07
3.3408	-	4.176	3.7584	0.8352	19.5	73.2888	15.95	1.01	16.04	18.62
4.176	-	5.0112	4.5936	0.8352	19.5	89.5752	16.62	1.09	18.10	21.01
5.0112	-	5.8464	5.4288	0.8352	19.5	105.8616	17.29	1.16	20.07	23.29
5.8464	-	6.6816	6.264	0.8352	19.5	119.5582	17.95	1.21	21.73	25.23
6.6816	-	7.5168	7.0992	0.8352	19.5	127.6512	18.62	1.23	22.87	26.55
7.5168	-	8.352	7.9344	0.8352	19.5	135.7443	19.29	1.24	24.00	27.86
8.352	-	9.1872	8.7696	0.8352	19.5	143.8374	19.95	1.26	25.13	29.17
9.1872	-	10.0224	9.6048	0.8352	19.5	151.9305	20.62	1.27	26.25	30.48
10.0224	-	10.8576	10.44	0.8352	19.5	160.0236	21.29	1.29	27.38	31.78
10.8576	-	11.6928	11.2752	0.8352	19.5	168.1167	21.95	1.30	28.50	33.08
11.6928	-	12.528	12.1104	0.8352	19.5	176.2098	22.62	1.31	29.61	34.38
12.528	-	13.3632	12.9456	0.8352	19.5	184.3029	23.29	1.32	30.73	35.67
13.3632	-	14.1984	13.7808	0.8352	19.5	192.3960	23.95	1.33	31.84	36.97
14.1984	-	15.0336	14.616	0.8352	19.5	200.4890	24.62	1.34	32.95	38.26
15.0336	-	15.8688	15.4512	0.8352	19.5	208.5821	25.29	1.35	34.06	39.55
15.8688	-	16.704	16.2864	0.8352	19.5	216.6752	25.95	1.36	35.17	40.83
16.704	-	17.5392	17.1216	0.8352	19.5	224.7683	26.62	1.36	36.28	42.12
17.5392	-	18.3744	17.9568	0.8352	19.5	232.8614	27.29	1.37	37.39	43.41
18.3744	-	19.2096	18.792	0.8352	19.5	240.9545	27.95	1.38	38.50	44.69
19.2096	-	20.0448	19.6272	0.8352	19.5	249.0476	28.62	1.38	39.60	45.97
20.0448	-	20.88	20.4624	0.8352	19.5	257.1407	29.29	1.39	40.70	47.25
20.88	-	21.7152	21.2976	0.8352	19.5	265.2337	29.95	1.40	41.81	48.54
21.7152	-	22.5504	22.1328	0.8352	19.5	273.3268	30.62	1.40	42.91	49.82
22.5504	-	23.3856	22.968	0.8352	19.5	281.4199	31.76	1.40	44.34	51.48
23.3856	-	24.2208	23.8032	0.8352	19.5	289.5130	36.05	1.33	47.92	55.63
24.2208	-	25.056	24.6384	0.8352	19.5	297.6061	40.35	1.27	51.40	59.67
25.056	-	25.8912	25.4736	0.8352	19.5	305.6992	44.65	1.23	54.80	63.62
25.8912	-	26.7264	26.3088	0.8352	19.5	313.7923	48.94	1.19	58.13	67.48
26.7264	-	27.5616	27.144	0.8352	19.5	321.8854	53.24	1.15	61.40	71.28
27.5616	-	28.3968	27.9792	0.8352	19.5	329.9784	57.54	1.12	64.63	75.03
28.3968	-	29.232	28.8144	0.8352	19.5	338.0715	61.84	1.10	67.82	78.73
29.232	-	30.0672	29.6496	0.8352	19.5	346.1646	66.13	1.07	70.97	82.39
30.0672	-	30.9024	30.4848	0.8352	19.5	354.2577	70.43	1.05	74.09	86.01
30.9024	-	31.7376	31.32	0.8352	19.5	362.3508	74.73	1.03	77.18	89.60
31.7376	-	32.5728	32.1552	0.8352	19.5	370.4439	79.02	1.02	80.25	93.17
32.5728	-	33.408	32.9904	0.8352	19.5	378.5370	83.32	1.00	83.30	96.70
33.408	-	34.2432	33.8256	0.8352	19.5	386.6301	87.62	0.99	86.33	100.22
34.2432	-	35.0784	34.6608	0.8352	19.5	394.7232	91.91	0.97	89.34	103.72
35.0784	-	35.9136	35.496	0.8352	19.5	402.8162	96.21	0.96	92.34	107.20
35.9136	-	36.7488	36.3312	0.8352	19.5	410.9093	100.51	0.95	95.32	110.66
36.7488	-	37.584	37.1664	0.8352	19.5	419.0024	104.80	0.94	98.29	114.11
37.584	-	38.4192	38.0016	0.8352	19.5	427.0955	109.10	0.93	101.25	117.54
38.4192	-	39.2544	38.8368	0.8352	19.5	435.1886	113.40	0.92	104.20	120.96
39.2544	-	40.0896	39.672	0.8352	19.5	443.2817	117.69	0.91	107.13	124.37
40.0896	-	40.9248	40.5072	0.8352	19.5	451.3748	121.99	0.90	110.06	127.78
40.9248	-	41.76	41.3424	0.8352	19.5	459.4679	126.29	0.89	112.98	131.17
z = layer midpoint depth, σ_zo′ = vertical effective stress, γ=unit weight, s_u = undrained shear strength, α = total stress side resistance parameter, f_n=nominal unit side resistance, F_s=sublayer side resistance. Note: f_n neglected for top 1.5m

Table F5. Ultimate Unit Tip Resistance, [kN/m²] values for the four layers used in the TZPILE software.

TZPILE Depth	Layer Depth			Midpoint Depth	s_u	A_t	q_n′
[m]	[m]			[m]	[kPa]	[m²]	[kPa]
0	0	-	0.8352	0.4176	13.29	0.145	119.59
6	5.8464	-	6.6816	6.264	17.95	0.145	161.59
22.86	21.7152	-	22.504	22.1328	30.62	0.145	275.59
41.76	40.9248	-	41.76	41.3424	126.29	0.145	1136.58
100	NA	-	NA	NA	NA	NA	NA

Table F6. Design parameters used to develop t-z and Q-w curves.

		Top of Layer	Bottom of Layer
Layer 1a	Depth, z, [m]	0	6
	Unit Weight, γ, [kN/m³]	19.5	19.5
	Undrained Shear Strength, s_u, [kPa]	12.95	17.74
	Ultimate Skin Resistance, f_s,ult, [kPa]	8.66	21.73
	Ultimate Tip Resistance, q_p,ult, [kPa]	116.55	159.66
Layer 1b	Depth, z, [m]	6	22.86
	Unit Weight, γ, [kN/m³]	9.69	9.69
	Undrained Shear Strength, s_u, [kPa]	17.74	31.2
	Ultimate Skin Resistance, f_s,ult, [kPa]	21.73	42.91
	Ultimate Tip Resistance, q_p,ult, [kPa]	159.66	280.8
Layer 2	Depth, z, [m]	22.86	41.76
	Unit Weight, γ, [kN/m³]	9.69	9.69
	Undrained Shear Strength, s_u, [kPa]	31.2	128.44
	Ultimate Skin Resistance, f_s,ult, [kPa]	42.91	112.98
	Ultimate Tip Resistance, q_p,ult, [kPa]	280.8	1155.96

Table F7. Develop t-z curves using Vijayvergiya (1977).

Displacement, z, [m] (used for all t-z curves)	Layer 1a Top of Layer	Layer 1a Bottom of Layer	Layer 1b Bottom of Layer	Layer 2 Bottom of Layer
Displacement, z, [m] (used for all t-z curves)	Load Transfer, t, [kPa]
0.0000	0.0000	0.0000	0.0000	0.0000
0.0010	5.1697	12.9720	25.6157	67.4449
0.0020	6.6347	16.6480	32.8746	86.5572
0.0030	7.4901	18.7945	37.1133	97.7177
0.0040	8.0301	20.1494	39.7887	104.7619
0.0050	8.3684	20.9983	41.4651	109.1756
0.0060	8.5635	21.4878	42.4317	111.7208
0.0070	8.6500	21.7050	42.8607	112.8501
0.0075	8.6600	21.7300	42.9100	112.9800
0.0080	8.6507	21.7066	42.8638	112.8585

Table F9. Soil settlement, pile settlement, and combined load and resistance values for Design Example 4.

z	Combined Load and Resistance		Pile Settlement		Soil Settlement
z	V	HC	V	HC
[m]	[kN]		[m]		[m]
41.34	306	299	0.0438	0.0449	0.0017
40.51	427	427	0.0439	0.0450	0.0034
39.67	544	551	0.0440	0.0451	0.0051
38.84	658	672	0.0442	0.0453	0.0068
38.00	768	789	0.0444	0.0455	0.0085
37.17	875	904	0.0446	0.0457	0.0102
36.33	979	1014	0.0448	0.0459	0.0119
35.50	1079	1121	0.0450	0.0462	0.0136
34.66	1176	1225	0.0453	0.0465	0.0153
33.83	1270	1325	0.0456	0.0468	0.0170
32.99	1360	1422	0.0459	0.0471	0.0187
32.16	1446	1515	0.0462	0.0475	0.0204
31.32	1530	1605	0.0466	0.0479	0.0221
30.48	1609	1691	0.0470	0.0483	0.0237
29.65	1686	1773	0.0474	0.0487	0.0254
28.81	1759	1852	0.0478	0.0491	0.0271
27.98	1829	1927	0.0482	0.0496	0.0288
27.14	1895	1998	0.0486	0.0501	0.0305
26.31	1958	2066	0.0491	0.0506	0.0322
25.47	2017	2129	0.0496	0.0511	0.0339
24.64	2073	2189	0.0501	0.0516	0.0356
23.80	2126	2245	0.0506	0.0521	0.0373
22.97	2175	2296	0.0511	0.0527	0.0390
22.13	2222	2346	0.0516	0.0533	0.0407
21.30	2268	2394	0.0522	0.0538	0.0424
20.46	2312	2442	0.0527	0.0544	0.0441
19.63	2355	2488	0.0533	0.0550	0.0458
18.79	2397	2532	0.0538	0.0556	0.0475
17.96	2438	2576	0.0544	0.0562	0.0492
17.12	2475	2618	0.0550	0.0569	0.0509
16.29	2510	2659	0.0556	0.0575	0.0526
15.45	2541	2698	0.0562	0.0581	0.0543
14.62	2563	2677	0.0568	0.0588	0.0560
13.78	2570	2639	0.0574	0.0594	0.0577
12.95	2556	2602	0.0580	0.0600	0.0594
12.11	2532	2566	0.0586	0.0606	0.0611
11.28	2505	2531	0.0593	0.0612	0.0628
10.44	2477	2498	0.0598	0.0618	0.0645
9.61	2448	2467	0.0604	0.0624	0.0662
8.77	2420	2436	0.0610	0.0630	0.0678
7.93	2393	2407	0.0616	0.0636	0.0695
7.10	2367	2379	0.0622	0.0642	0.0712
6.26	2342	2353	0.0627	0.0647	0.0729
5.43	2319	2327	0.0633	0.0653	0.0745
4.59	2298	2304	0.0638	0.0658	0.0758
3.76	2278	2283	0.0644	0.0664	0.0768
2.92	2261	2264	0.0649	0.0669	0.0777
2.09	2245	2248	0.0655	0.0675	0.0782
1.25	2232	2235	0.0660	0.0680	0.0786
0.42	2231	2225	0.0665	0.0685	0.0787
z=Depth, V=Vijayvergiya, HC=Hand Calculations

Table G1. Bearing capacity factor (kc) for various soil types, pile groups, and cone penetration tip resistance (after Bustamante and Gianeselli, 1982 ). Units of tons per square foot are also included.

		k_c Factor
Soil Type	CPT Tip Resistance, qc	Group I	Group II
Soft clay and mud	<10 MPa (<9.3 tsf)	0.40	0.5
Moderately compact clay	10 to 50 MPa (9.3 to 46.6 tsf)	0.35	0.45
Silt and loose sand	<50 MPa (<46.6 tsf)	0.40	0.5
Compact to stiff clay and compact silt	>50 MPa (>46.6 tsf)	0.45	0.55
Soft chalk	<50 MPa (<46.6 tsf)	0.20	0.3
Moderately compact sand and gravel	50 to 120 MPa (46.6 to 111.9 tsf)	0.4	0.5
Weathered to fragmented chalk	>50 MPa (>46.6 tsf)	0.2	0.4
Compact to very compact sand and gravel	>120 MPa (>111.9 tsf)	0.3	0.4

Table G2. Side resistance factors for the LCPC method (after Bustamante and Gianeselli, 1982).

Soil Type	q_c [MPa]	a_LCPC				Limiting value of f_s,max [MPa]
		Category
		I		II		I		II		III
		IA	IB	IIA	IIB	IA	IB	IIA	IIB	IIIA	IIIB
Soft clay and mud	<1	30	30	30	30	0.015	0.015	0.015	0.015	0.015
Moderately compact clay	1 to 5	40	80	40	80	0.08 to 0.035	0.08 to 0.035	0.08 to 0.035	0.035	0.08	>0.120
Silt and loose sand	<5	60	150	60	120	0.035	0.035	0.035	0.035	0.08
Compact to stiff clay and compact silt	>5	60	120	60	120	0.08 to 0.035	0.08 to 0.035	0.08 to 0.035	0.035	0.08	>0.2
Soft chalk	<5	100	120	100	120	0.035	0.035	0.035	0.035	0.08
Moderately compact sand and gravel	5 to 12	100	200	100	200	0.12 to 0.08	0.08 to 0.035	0.12 to 0.08	0.08	0.12	>0.2
Weathered to fragmented chalk	>5	60	80	60	80	0.15 to 0.12	0.12 to 0.08	0.15 to 0.12	0.12	0.15	>0.2
Compact to very compact sand and gravel	>12	150	300	150	200	0.15 to 0.12	0.12 to 0.08	0.15 to 0.12	0.12	0.15	>0.2

Table G3. Average CPT sounding record for the Blytheville, AR Test Site.

z	f_s	q_t	u₂	Comments: z=Depth [ft], f_s=Sleeve friction [tsf], q_t=Tip resistance [tsf], u₂=Pore pressure [psi] Values collected every _z=0.164ft but reported herein every _z=0.984ft (except for first and last values).
0.163	0.163	5.990	-0.080
1.148	0.343	6.644	-4.346
2.133	0.321	5.024	-3.507
3.117	0.232	30.509	-0.474
4.101	0.283	8.452	0.052
5.085	0.259	3.602	1.817
6.070	0.279	4.583	2.308
7.054	0.321	5.619	3.310
8.038	0.314	7.221	3.799
9.022	0.178	4.880	4.400
10.007	0.153	26.554	4.783
10.991	0.283	55.585	4.052
11.975	0.380	57.579	3.349
12.959	0.299	41.164	3.934
13.944	0.332	44.718	1.888
14.928	0.412	80.277	0.862
15.912	0.485	99.291	1.548
16.896	0.549	102.243	3.270
17.881	0.435	82.030	3.717
18.865	0.413	81.470	3.345
19.849	0.259	50.410	3.707
20.833	0.233	30.238	3.041
21.818	0.294	56.976	4.014
22.802	0.274	48.270	7.523
23.786	0.306	58.057	7.823
24.770	0.316	59.929	8.438
25.755	0.303	59.692	9.553
26.739	0.271	53.975	11.429
27.723	0.290	60.599	11.954
28.707	0.307	68.630	12.150
29.692	0.328	76.193	13.576
30.676	0.350	86.086	13.470
31.660	0.336	89.231	14.176
32.644	0.419	98.042	15.180
33.629	0.396	96.314	15.467
34.613	0.372	107.343	15.953
35.597	0.410	113.077	16.297
36.581	0.508	143.899	16.744
37.566	0.666	185.609	16.821
38.550	0.608	179.809	17.287
39.561	0.656	185.487	17.292
40.546	0.840	206.957	17.771
41.530	0.866	205.632	16.569
42.569	0.925	210.830	18.586
43.553	0.995	232.122	18.903
44.537	1.028	245.359	19.529
45.549	1.077	259.473	19.777
46.533	1.035	227.953	20.100
47.517	1.000	211.495	20.318
48.529	0.967	220.913	20.881
49.513	1.070	253.789	20.833
50.498	0.895	268.331	21.315
51.482	0.757	256.276	21.870
52.466	0.680	247.751	22.581
53.450	0.717	240.933	22.914
54.435	0.653	219.256	23.600
55.474	0.648	245.683	24.005
56.458	0.688	250.659	24.232
57.442	0.767	245.872	24.346
58.481	0.847	268.145	25.168
59.465	1.130	329.023	25.588
60.449	1.317	379.164	25.735
61.488	1.457	392.789	24.920
62.473	1.366	378.497	26.585
63.457	1.462	393.080	26.816
64.469	1.218	375.347	27.283
65.518	1.017	343.502	27.677
66.503	1.156	355.590	28.325
67.626	1.355	342.052	29.154
68.611	0.844	311.256	29.417
69.595	0.687	298.517	29.799
70.579	0.727	290.580	30.460
71.563	0.842	289.159	30.683
72.548	0.729	249.830	31.720
73.710	0.863	273.813	31.332
74.694	0.901	348.687	31.865
75.678	1.635	376.848	31.968
77.018	0.980	322.823	32.031
78.002	0.885	260.040	28.425
78.986	1.091	375.017	32.978
79.970	0.986	345.087	32.455
80.955	0.788	374.134	33.192
81.939	1.274	374.530	34.805
82.923	1.856	404.210	33.297
83.661	1.557	351.657	29.414

Table G5. Results from calculations to find corrected tip resistance.

z		_vo′	Ic	n	Q_tn	q_c1N	C_N	m	_qc1N	q_c1Ncs	Comments: For Event #1 – a_max=0.1, M_w=6.5, z=Depth [ft], =Unit weight [pcf], _vo–=Vertical effective stress [psf], I_{c=Soil behavior type index, n=stress normalization exponent, Q_tn=Normalized corrected net cone tip resistance, q_c1N=Overburden stress-corrected cone tip resistance [tsf], C_N=Overburden correction factor, m=Overburden correction factor exponent, _qc1N=Increment in cone tip resistance [tsf], q_c1Ncs}=Clean sand and overburden stress-corrected cone tip resistance [tsf]. Values collected every z=0.164ft but reported herein every _z=0.984ft (except for first and last values). See definition of variables on previous page. Values collected every ∆z=0.164ft but reported herein every ∆z=0.984ft (except for first and last values).
0.163	120.822	19.738	2.190	0.683	137.351	9.624	1.700	0.628	43.214	52.837
1.148	107.801	125.255	2.543	0.819	67.872	10.674	1.700	0.592	53.081	63.755
2.133	105.991	229.496	2.720	0.887	46.606	8.071	1.700	0.596	54.513	62.584
3.117	113.182	338.402	1.837	0.553	104.314	49.018	1.700	0.620	6.153	55.171
4.101	110.548	453.651	2.539	0.821	43.669	13.580	1.700	0.581	53.853	67.433
5.085	103.417	555.312	2.996	0.996	22.063	5.786	1.700	0.599	55.730	61.516
6.070	105.630	658.756	2.924	0.969	23.599	7.363	1.700	0.594	55.970	63.333
7.054	106.426	762.746	2.882	0.954	25.261	9.027	1.700	0.588	56.185	65.212
8.038	107.520	867.675	2.769	0.912	27.638	11.602	1.700	0.580	56.046	67.648
9.022	101.243	969.769	2.880	0.955	17.579	7.841	1.700	0.593	55.809	63.649
10.007	114.235	1074.550	1.971	0.611	58.582	42.662	1.700	0.565	30.473	73.136
10.991	113.878	1188.052	1.729	0.520	103.531	89.305	1.700	0.523	0.000	89.305
11.975	113.888	1299.143	1.785	0.543	105.468	92.510	1.700	0.514	0.488	92.998
12.959	112.948	1411.400	1.925	0.597	76.425	66.136	1.700	0.518	25.361	91.497
13.944	115.292	1522.129	1.917	0.595	79.401	71.846	1.700	0.507	24.349	96.195
14.928	114.023	1635.068	1.662	0.500	124.908	120.641	1.590	0.456	0.000	120.641
15.912	116.185	1748.957	1.593	0.475	146.144	139.982	1.492	0.420	0.000	139.982
16.896	117.133	1864.281	1.614	0.484	147.175	140.264	1.452	0.420	0.000	140.264
17.881	115.266	1978.696	1.693	0.515	117.381	114.269	1.474	0.468	0.000	114.269
18.865	114.686	2091.573	1.694	0.517	113.434	111.183	1.444	0.474	0.000	111.183
19.849	110.400	2201.933	1.871	0.585	71.261	70.255	1.475	0.535	14.012	84.267
20.833	107.996	2306.491	2.144	0.690	44.084	40.910	1.432	0.524	47.842	88.752
21.818	111.073	2414.187	1.845	0.578	76.371	75.895	1.409	0.535	8.632	84.527
22.802	109.488	2522.566	1.933	0.612	64.164	62.479	1.370	0.524	26.522	89.002
23.786	110.799	2630.505	1.860	0.585	74.492	73.952	1.348	0.532	11.743	85.695
24.770	111.341	2740.067	1.857	0.585	75.134	74.755	1.320	0.531	11.049	85.804
25.755	110.547	2849.221	1.858	0.587	73.204	73.119	1.296	0.535	11.296	84.415
26.739	110.086	2957.878	1.901	0.604	65.096	64.819	1.271	0.533	20.286	85.105
27.723	110.588	3067.169	1.856	0.588	71.248	71.631	1.251	0.540	10.844	82.475
28.707	111.897	3176.704	1.804	0.570	78.705	79.730	1.229	0.542	1.790	81.520
29.692	112.653	3286.978	1.764	0.556	85.465	86.551	1.202	0.530	0.026	86.577
30.676	113.638	3397.761	1.713	0.538	94.472	95.483	1.174	0.508	0.000	95.483
31.660	113.003	3509.623	1.691	0.530	96.059	97.256	1.153	0.504	0.000	97.256
32.644	115.062	3621.893	1.688	0.530	103.928	104.746	1.130	0.488	0.000	104.746
33.629	114.899	3734.786	1.693	0.533	100.416	101.522	1.115	0.495	0.000	101.522
34.613	114.591	3847.326	1.622	0.508	109.784	111.068	1.095	0.475	0.000	111.068
35.597	115.863	3961.458	1.618	0.507	113.953	115.207	1.078	0.466	0.000	115.207
36.581	117.757	4076.590	1.526	0.474	142.725	143.622	1.056	0.414	0.000	143.622
37.566	120.242	4194.474	1.440	0.443	181.446	181.864	1.037	0.355	0.000	181.864
38.550	119.499	4312.741	1.444	0.445	173.422	174.495	1.027	0.365	0.000	174.495
39.561	120.083	4434.628	1.447	0.448	176.598	178.041	1.016	0.360	0.000	178.041
40.546	121.871	4553.866	1.445	0.448	194.761	196.572	1.005	0.334	0.000	196.572
41.530	122.199	4674.384	1.461	0.456	191.015	193.487	0.996	0.338	0.000	193.487
42.569	123.445	4802.070	1.468	0.460	193.243	196.480	0.986	0.334	0.000	196.480
43.553	123.941	4923.348	1.432	0.448	210.501	214.749	0.979	0.310	0.000	214.749
44.537	123.910	5045.827	1.410	0.441	220.087	225.413	0.972	0.297	0.000	225.413
45.549	124.236	5171.284	1.392	0.435	230.278	236.911	0.966	0.283	0.000	236.911
46.533	123.506	5293.349	1.467	0.465	198.903	205.483	0.954	0.322	0.000	205.483
47.517	124.343	5415.452	1.509	0.483	181.689	188.407	0.943	0.345	0.000	188.407
48.529	123.000	5540.488	1.477	0.472	188.003	195.521	0.936	0.336	0.000	195.521
49.513	123.547	5662.041	1.420	0.452	214.886	224.721	0.937	0.298	0.000	224.721
50.498	122.997	5783.748	1.342	0.424	226.501	236.827	0.934	0.283	0.000	236.827
51.482	121.750	5903.794	1.335	0.422	214.291	223.896	0.924	0.299	0.000	223.896
52.466	121.018	6022.677	1.335	0.424	205.151	214.395	0.916	0.311	0.000	214.395
53.450	121.375	6141.791	1.368	0.438	196.831	206.549	0.907	0.321	0.000	206.549
54.435	120.474	6260.247	1.410	0.455	176.321	185.030	0.893	0.350	0.000	185.030
55.474	120.556	6385.614	1.341	0.430	197.683	208.063	0.896	0.319	0.000	208.063
56.458	120.924	6504.888	1.345	0.433	199.820	211.300	0.892	0.315	0.000	211.300
57.442	121.561	6624.140	1.386	0.450	193.053	205.445	0.884	0.322	0.000	205.445
58.481	122.479	6750.393	1.358	0.441	209.641	224.845	0.887	0.298	0.000	224.845
59.465	124.887	6872.280	1.304	0.421	257.745	278.294	0.895	0.264	0.000	254.000
60.449	126.740	6996.671	1.257	0.405	297.100	319.071	0.890	0.264	0.000	254.000
61.488	127.600	7128.689	1.266	0.410	304.597	328.776	0.886	0.264	0.000	254.000
62.473	126.950	7254.346	1.275	0.415	290.399	315.231	0.881	0.264	0.000	254.000
63.457	127.479	7379.282	1.272	0.416	299.257	325.789	0.877	0.264	0.000	254.000
64.469	125.938	7507.147	1.255	0.411	284.171	309.583	0.873	0.264	0.000	254.000
65.518	124.651	7640.161	1.269	0.417	256.807	281.911	0.868	0.264	0.000	254.000
66.503	125.502	7762.766	1.283	0.424	263.053	290.541	0.865	0.264	0.000	254.000
67.626	126.212	7902.300	1.356	0.454	246.692	278.103	0.860	0.264	0.000	254.000
68.611	122.403	8024.086	1.297	0.433	225.304	251.602	0.855	0.267	0.000	251.602
69.595	121.499	8144.146	1.280	0.428	215.142	238.091	0.844	0.282	0.000	238.091
70.579	121.793	8264.421	1.314	0.442	206.152	229.293	0.835	0.292	0.000	229.293
71.563	122.231	8385.033	1.355	0.459	201.555	226.729	0.830	0.296	0.000	226.729
72.548	122.618	8505.017	1.421	0.485	169.611	188.973	0.800	0.344	0.000	188.973
73.710	123.440	8649.010	1.404	0.481	185.100	209.681	0.810	0.317	0.000	209.681
74.694	123.754	8770.369	1.257	0.426	243.712	275.531	0.836	0.264	0.000	254.000
75.678	128.338	8895.132	1.371	0.471	253.916	296.602	0.833	0.264	0.000	254.000
77.018	124.661	9061.838	1.337	0.460	216.689	252.473	0.828	0.266	0.000	252.473
78.002	124.108	9185.051	1.461	0.509	166.798	191.854	0.781	0.341	0.000	191.854
78.986	125.660	9307.667	1.270	0.438	253.122	291.482	0.822	0.264	0.000	254.000
79.970	124.876	9432.607	1.304	0.452	228.713	267.216	0.819	0.264	0.000	254.000
80.955	124.062	9556.417	1.198	0.413	254.053	288.658	0.816	0.264	0.000	254.000
81.939	126.667	9681.199	1.322	0.462	243.412	287.915	0.813	0.264	0.000	254.000
82.923	130.206	9805.708	1.384	0.487	256.159	309.623	0.811	0.264	0.000	254.000
83.661	127.812	10859.659	1.430	0.505	217.688	268.635	0.808	0.264	0.000	254.000

Table G6. Results from CRR, cyclic stress ratio, and factor of safety calculations.

z	r_d	(z)	(z)	K	C	MSF_max	MSF	CRR_7.5,1atm	CRR_M,′v	CSR_M,′v	Comments: For Event #1 – a_max=0.1, M_w=6.5, z=Depth [ft], r_d=Shear stress reduction coefficient, (z)=Term used to find r_d, (z)=Term used to find r_d, K= correction to cyclic resistance for overburden stress, C=Term used to find K, MSF_max=Upper bound on magnitude scaling, MSF, CRR_7.5,1atm = standardized cyclic resistance corresponding to a moment magnitude earthquake of 7.5, with 15 uniform shear stress cycles, and one atmosphere of pressure, CRRM,_–v =Cyclic resistance ratio for the magnitude and effective stress of interest, CSRM,_–v=Cyclic stress ratio for the magnitude and effective stress of interest. Values collected every z=0.164ft but reported herein every z=0.984ft (except for first and last values). See definition of variables on previous page. Values collected every ∆z=0.164ft but reported herein every ∆z=0.984ft (except for first and last values).
0.163	1.00	0.01	0.00	1.10	0.07	1.12	1.04	0.09	0.11	0.07
1.148	1.00	0.00	0.00	1.10	0.08	1.13	1.05	0.10	0.12	0.07
2.133	1.00	-0.01	0.00	1.10	0.08	1.13	1.05	0.10	0.12	0.09
3.117	1.00	-0.02	0.00	1.10	0.07	1.12	1.04	0.10	0.11	0.11
4.101	0.99	-0.04	0.00	1.10	0.08	1.14	1.05	0.11	0.12	0.11
5.085	0.99	-0.05	0.01	1.10	0.08	1.13	1.05	0.10	0.12	0.12
6.070	0.98	-0.07	0.01	1.10	0.08	1.13	1.05	0.10	0.12	0.12
7.054	0.98	-0.09	0.01	1.10	0.08	1.14	1.05	0.10	0.12	0.13
8.038	0.98	-0.10	0.01	1.10	0.08	1.14	1.05	0.11	0.12	0.13
9.022	0.97	-0.12	0.01	1.10	0.08	1.13	1.05	0.10	0.12	0.13
10.007	0.97	-0.14	0.02	1.10	0.09	1.16	1.06	0.11	0.13	0.13
10.991	0.96	-0.16	0.02	1.10	0.10	1.21	1.08	0.12	0.15	0.13
11.975	0.96	-0.17	0.02	1.10	0.10	1.23	1.09	0.13	0.15	0.13
12.959	0.95	-0.19	0.02	1.10	0.10	1.22	1.08	0.13	0.15	0.13
13.944	0.95	-0.21	0.02	1.10	0.10	1.24	1.09	0.13	0.16	0.13
14.928	0.94	-0.23	0.03	1.10	0.13	1.39	1.15	0.17	0.22	0.13
15.912	0.94	-0.26	0.03	1.10	0.15	1.56	1.21	0.23	0.31	0.13
16.896	0.93	-0.28	0.03	1.10	0.15	1.56	1.21	0.24	0.31	0.13
17.881	0.92	-0.30	0.03	1.10	0.12	1.35	1.13	0.16	0.20	0.13
18.865	0.92	-0.32	0.04	1.09	0.12	1.33	1.12	0.15	0.19	0.13
19.849	0.91	-0.34	0.04	1.07	0.09	1.19	1.07	0.12	0.14	0.13
20.833	0.91	-0.37	0.04	1.07	0.10	1.21	1.08	0.12	0.14	0.13
21.818	0.90	-0.39	0.04	1.06	0.09	1.19	1.07	0.12	0.14	0.13
22.802	0.89	-0.42	0.05	1.06	0.10	1.21	1.08	0.12	0.14	0.13
23.786	0.89	-0.44	0.05	1.05	0.10	1.20	1.07	0.12	0.14	0.13
24.770	0.88	-0.47	0.05	1.05	0.10	1.20	1.07	0.12	0.14	0.13
25.755	0.88	-0.49	0.06	1.05	0.09	1.19	1.07	0.12	0.13	0.12
26.739	0.87	-0.52	0.06	1.04	0.09	1.20	1.07	0.12	0.13	0.12
27.723	0.86	-0.54	0.06	1.04	0.09	1.19	1.07	0.12	0.13	0.12
28.707	0.86	-0.57	0.06	1.04	0.09	1.18	1.07	0.12	0.13	0.12
29.692	0.85	-0.60	0.07	1.03	0.10	1.20	1.08	0.12	0.14	0.12
30.676	0.84	-0.62	0.07	1.03	0.10	1.24	1.09	0.13	0.15	0.12
31.660	0.84	-0.65	0.07	1.03	0.10	1.25	1.09	0.13	0.15	0.12
32.644	0.83	-0.68	0.08	1.03	0.11	1.29	1.11	0.14	0.16	0.12
33.629	0.82	-0.70	0.08	1.02	0.11	1.27	1.10	0.14	0.16	0.12
34.613	0.82	-0.73	0.08	1.02	0.12	1.32	1.12	0.15	0.18	0.12
35.597	0.81	-0.76	0.08	1.02	0.12	1.35	1.13	0.16	0.19	0.12
36.581	0.81	-0.79	0.09	1.02	0.15	1.60	1.23	0.25	0.31	0.12
37.566	0.80	-0.82	0.09	1.02	0.22	2.12	1.42	0.78	1.14	0.11
38.550	0.79	-0.85	0.09	1.01	0.20	2.00	1.38	0.59	0.82	0.11
39.561	0.79	-0.87	0.10	1.01	0.21	2.06	1.40	0.67	0.95	0.11
40.546	0.78	-0.90	0.10	1.00	0.25	2.20	1.45	1.57	2.28	0.11
41.530	0.77	-0.93	0.10	1.00	0.24	2.20	1.45	1.33	1.93	0.11
42.569	0.77	-0.96	0.11	0.99	0.25	2.20	1.45	1.56	2.24	0.11
43.553	0.76	-0.99	0.11	0.98	0.30	2.20	1.45	2.00	2.84	0.11
44.537	0.75	-1.02	0.11	0.97	0.30	2.20	1.45	2.00	2.82	0.11
45.549	0.75	-1.05	0.12	0.96	0.30	2.20	1.45	2.00	2.80	0.11
46.533	0.74	-1.08	0.12	0.96	0.28	2.20	1.45	2.00	2.78	0.10
47.517	0.73	-1.11	0.12	0.96	0.23	2.20	1.45	1.04	1.45	0.10
48.529	0.73	-1.14	0.13	0.95	0.25	2.20	1.45	1.48	2.05	0.10
49.513	0.72	-1.17	0.13	0.93	0.30	2.20	1.45	2.00	2.71	0.10
50.498	0.72	-1.19	0.13	0.93	0.30	2.20	1.45	2.00	2.69	0.10
51.482	0.71	-1.22	0.14	0.92	0.30	2.20	1.45	2.00	2.67	0.10
52.466	0.70	-1.25	0.14	0.91	0.30	2.20	1.45	2.00	2.66	0.10
53.450	0.70	-1.28	0.14	0.91	0.28	2.20	1.45	2.00	2.65	0.10
54.435	0.69	-1.31	0.14	0.93	0.22	2.18	1.44	0.90	1.20	0.10
55.474	0.69	-1.34	0.15	0.90	0.29	2.20	1.45	2.00	2.61	0.10
56.458	0.68	-1.36	0.15	0.89	0.30	2.20	1.45	2.00	2.59	0.09
57.442	0.67	-1.39	0.15	0.89	0.28	2.20	1.45	2.00	2.59	0.09
58.481	0.67	-1.42	0.16	0.88	0.30	2.20	1.45	2.00	2.55	0.09
59.465	0.66	-1.45	0.16	0.87	0.30	2.20	1.45	2.00	2.54	0.09
60.449	0.66	-1.47	0.16	0.87	0.30	2.20	1.45	2.00	2.52	0.09
61.488	0.65	-1.50	0.16	0.86	0.30	2.20	1.45	2.00	2.50	0.09
62.473	0.65	-1.53	0.17	0.86	0.30	2.20	1.45	2.00	2.49	0.09
63.457	0.64	-1.55	0.17	0.85	0.30	2.20	1.45	2.00	2.47	0.09
64.469	0.64	-1.58	0.17	0.85	0.30	2.20	1.45	2.00	2.45	0.09
65.518	0.63	-1.60	0.18	0.84	0.30	2.20	1.45	2.00	2.44	0.09
66.503	0.62	-1.63	0.18	0.83	0.30	2.20	1.45	2.00	2.42	0.09
67.626	0.62	-1.65	0.18	0.83	0.30	2.20	1.45	2.00	2.41	0.08
68.611	0.61	-1.68	0.18	0.82	0.30	2.20	1.45	2.00	2.39	0.08
69.595	0.61	-1.70	0.19	0.82	0.30	2.20	1.45	2.00	2.38	0.08
70.579	0.60	-1.72	0.19	0.81	0.30	2.20	1.45	2.00	2.37	0.08
71.563	0.60	-1.75	0.19	0.81	0.30	2.20	1.45	2.00	2.35	0.08
72.548	0.60	-1.77	0.19	0.85	0.23	2.20	1.45	1.07	1.32	0.08
73.710	0.59	-1.79	0.19	0.80	0.30	2.20	1.45	2.00	2.33	0.08
74.694	0.59	-1.81	0.20	0.80	0.30	2.20	1.45	2.00	2.31	0.08
75.678	0.58	-1.83	0.20	0.79	0.30	2.20	1.45	2.00	2.30	0.08
77.018	0.58	-1.86	0.20	0.79	0.30	2.20	1.45	2.00	2.28	0.08
78.002	0.57	-1.88	0.20	0.83	0.24	2.20	1.45	1.23	1.47	0.08
78.986	0.57	-1.90	0.20	0.78	0.30	2.20	1.45	2.00	2.26	0.08
79.970	0.57	-1.91	0.21	0.77	0.30	2.20	1.45	2.00	2.25	0.08
80.955	0.56	-1.93	0.21	0.77	0.30	2.20	1.45	2.00	2.23	0.08
81.939	0.56	-1.95	0.21	0.77	0.30	2.20	1.45	2.00	2.22	0.08
82.923	0.55	-1.96	0.21	0.76	0.30	2.20	1.45	2.00	2.21	0.08
83.661	0.55	-1.97	0.21	0.76	0.30	2.20	1.45	2.00	2.20	0.08

Table G7. Results from Yoshimine et al. (2006) and Idriss and Boulanger (2008) calculations.

z	FS	_lim	_max	_v			Comments: For Event #1 – a_max=0.1, M_w=6.5, z=Depth [ft], FS =Factor of Safety, _lim =Limiting shear strain, _max=Maximum shear strain, _v=Volumetric strain, = _s = Incremental soil settlement [in], = s_1D = Cumulative soil settlement from bottom of soil profile top of soil profile [in]. Values collected every _z=0.164ft but reported herein every z=0.984ft (except for first and last values). See definition of variables on previous page. Values collected every 0.164ft but reported herein every 0.984ft (except for first and last values).
0.163	0.94	0.95	0.00	0.00	0.00	2.46
1.148	0.94	0.73	0.00	0.00	0.00	2.46
2.133	0.94	0.75	0.00	0.00	0.00	2.46
3.117	0.94	0.90	0.02	0.02	0.03	2.43
4.101	0.94	0.67	0.01	0.01	0.02	2.32
5.085	0.94	0.77	0.00	0.00	0.00	2.30
6.070	0.94	0.73	0.00	0.00	0.00	2.30
7.054	0.94	0.70	0.00	0.00	0.00	2.30
8.038	0.94	0.66	0.00	0.00	0.00	2.30
9.022	0.94	0.73	0.00	0.00	0.00	2.30
10.007	0.94	0.58	0.07	0.04	0.08	2.15
10.991	0.87	0.40	0.02	0.01	0.01	1.84
11.975	0.85	0.37	0.01	0.01	0.01	1.77
12.959	0.86	0.38	0.01	0.01	0.01	1.70
13.944	0.82	0.34	0.01	0.01	0.01	1.63
14.928	0.60	0.19	0.00	0.00	0.00	1.58
15.912	0.37	0.12	0.00	0.00	0.00	1.57
16.896	0.37	0.12	0.00	0.00	0.00	1.57
17.881	0.66	0.22	0.01	0.00	0.00	1.57
18.865	0.69	0.24	0.01	0.00	0.01	1.54
19.849	0.90	0.45	0.02	0.01	0.02	1.47
20.833	0.87	0.40	0.02	0.01	0.01	1.20
21.818	0.90	0.44	0.02	0.01	0.02	1.09
22.802	0.87	0.40	0.02	0.01	0.01	0.98
23.786	0.89	0.43	0.02	0.01	0.02	0.89
24.770	0.89	0.43	0.02	0.01	0.02	0.80
25.755	0.90	0.45	0.02	0.01	0.02	0.70
26.739	0.89	0.44	0.02	0.01	0.02	0.61
27.723	0.91	0.47	0.02	0.01	0.02	0.51
28.707	0.91	0.48	0.02	0.01	0.02	0.40
29.692	0.89	0.42	0.02	0.01	0.01	0.28
30.676	0.83	0.34	0.01	0.00	0.01	0.21
31.660	0.81	0.33	0.01	0.00	0.01	0.15
32.644	0.75	0.28	0.01	0.00	0.01	0.11
33.629	0.78	0.30	0.01	0.00	0.01	0.07
34.613	0.69	0.24	0.01	0.00	0.00	0.03
35.597	0.65	0.22	0.01	0.00	0.00	0.01
36.581	0.33	0.11	0.00	0.00	0.00	0.00
37.566	-0.19	0.04	0.00	0.00	0.00	0.00
38.550	-0.08	0.05	0.00	0.00	0.00	0.00
39.561	-0.13	0.04	0.00	0.00	0.00	0.00
40.546	-0.40	0.02	0.00	0.00	0.00	0.00
41.530	-0.36	0.03	0.00	0.00	0.00	0.00
42.569	-0.40	0.02	0.00	0.00	0.00	0.00
43.553	-0.67	0.01	0.00	0.00	0.00	0.00
44.537	-0.83	0.01	0.00	0.00	0.00	0.00
45.549	-1.01	0.00	0.00	0.00	0.00	0.00
46.533	-0.53	0.02	0.00	0.00	0.00	0.00
47.517	-0.28	0.03	0.00	0.00	0.00	0.00
48.529	-0.39	0.03	0.00	0.00	0.00	0.00
49.513	-0.82	0.01	0.00	0.00	0.00	0.00
50.498	-1.01	0.00	0.00	0.00	0.00	0.00
51.482	-0.81	0.01	0.00	0.00	0.00	0.00
52.466	-0.67	0.01	0.00	0.00	0.00	0.00
53.450	-0.55	0.02	0.00	0.00	0.00	0.00
54.435	-0.23	0.04	0.00	0.00	0.00	0.00
55.474	-0.57	0.02	0.00	0.00	0.00	0.00
56.458	-0.62	0.01	0.00	0.00	0.00	0.00
57.442	-0.53	0.02	0.00	0.00	0.00	0.00
58.481	-0.83	0.01	0.00	0.00	0.00	0.00
59.465	-1.28	0.00	0.00	0.00	0.00	0.00
60.449	-1.28	0.00	0.00	0.00	0.00	0.00
61.488	-1.28	0.00	0.00	0.00	0.00	0.00
62.473	-1.28	0.00	0.00	0.00	0.00	0.00
63.457	-1.28	0.00	0.00	0.00	0.00	0.00
64.469	-1.28	0.00	0.00	0.00	0.00	0.00
65.518	-1.28	0.00	0.00	0.00	0.00	0.00
66.503	-1.28	0.00	0.00	0.00	0.00	0.00
67.626	-1.28	0.00	0.00	0.00	0.00	0.00
68.611	-1.24	0.00	0.00	0.00	0.00	0.00
69.595	-1.03	0.00	0.00	0.00	0.00	0.00
70.579	-0.89	0.01	0.00	0.00	0.00	0.00
71.563	-0.85	0.01	0.00	0.00	0.00	0.00
72.548	-0.29	0.03	0.00	0.00	0.00	0.00
73.710	-0.60	0.02	0.00	0.00	0.00	0.00
74.694	-1.28	0.00	0.00	0.00	0.00	0.00
75.678	-1.28	0.00	0.00	0.00	0.00	0.00
77.018	-1.25	0.00	0.00	0.00	0.00	0.00
78.002	-0.33	0.03	0.00	0.00	0.00	0.00
78.986	-1.28	0.00	0.00	0.00	0.00	0.00
79.970	-1.28	0.00	0.00	0.00	0.00	0.00
80.955	-1.28	0.00	0.00	0.00	0.00	0.00
81.939	-1.28	0.00	0.00	0.00	0.00	0.00
82.923	-1.28	0.00	0.00	0.00	0.00	0.00
83.661	-1.28	0.00	0.00	0.00	0.00	0.00

Table G8. Results from ALLCPT Pile Capacity Analysis and calculations (reported in imperial units).

z	Q_s	Q_b	∆Q_s	Q_wUTL	R	Min(Q,R)	Comments: z=Depth [ft], Q_s=Summation of side resistance from ALLCPT pile capacity analysis [tons], Q_b=End resistance from ALLCPT pile capacity analysis [tons], ∆Q=Incremental side resistance [tons], Q_wUTL=Load in pile with unfactored top load [tons], R=Resistance in pile [tons], Min(Q,R)=Load [tons] used to develop combination curve to identify the location of the neutral plane. Values calculated every ∆z=0.164ft but reported herein every ∆z=0.984ft (except for first and last values). See definition of variables on previous page.
0.164	0.000	0.000	0.000	107.000	378.116	107.000
1.148	0.326	5.530	0.045	107.326	377.835	107.326
2.133	0.854	6.935	0.124	107.854	377.385	107.854
3.117	1.641	7.497	0.191	108.641	376.666	108.641
4.101	2.630	7.171	0.079	109.630	375.564	109.630
5.085	3.181	5.868	0.090	110.181	375.024	110.181
6.070	3.833	3.631	0.124	110.833	374.406	110.833
7.054	4.564	4.069	0.124	111.564	373.676	111.564
8.038	5.294	5.418	0.124	112.294	372.945	112.294
9.022	6.036	10.094	0.124	113.036	372.203	113.036
10.007	6.789	18.749	0.157	113.789	371.484	113.789
10.991	8.194	26.977	0.225	115.194	370.146	115.194
11.975	9.611	33.778	0.225	116.611	368.730	116.611
12.959	11.139	38.959	0.270	118.139	367.246	118.139
13.944	12.735	45.344	0.281	119.735	365.661	119.735
14.928	14.298	52.763	0.303	121.298	364.121	121.298
15.912	16.456	59.934	0.393	123.456	362.053	123.456
16.896	18.850	62.182	0.393	125.850	359.659	125.850
17.881	21.065	58.462	0.326	128.065	357.377	128.065
18.865	23.077	51.054	0.337	130.077	355.376	130.077
19.849	24.605	42.039	0.247	131.605	353.758	131.605
20.833	26.157	36.498	0.225	133.157	352.184	133.157
21.818	27.494	35.205	0.225	134.494	350.846	134.494
22.802	28.933	36.486	0.292	135.933	349.475	135.933
23.786	30.563	39.162	0.225	137.563	347.778	137.563
24.770	31.968	41.039	0.236	138.968	346.384	138.968
25.755	33.395	42.095	0.236	140.395	344.956	140.395
26.739	34.800	43.624	0.259	141.800	343.574	141.800
27.723	36.205	46.153	0.247	143.205	342.157	143.205
28.707	37.723	49.874	0.270	144.723	340.662	144.723
29.692	39.387	54.617	0.303	146.387	339.033	146.387
30.676	41.275	59.608	0.337	148.275	337.178	148.275
31.660	43.354	64.262	0.348	150.354	335.110	150.354
32.644	45.580	68.724	0.382	152.580	332.918	152.580
33.629	47.862	73.951	0.371	154.862	330.625	154.862
34.613	50.267	82.280	0.416	157.267	328.264	157.267
35.597	52.943	74.783	0.450	159.943	325.623	159.943
36.581	55.888	85.675	0.540	162.888	322.768	162.888
37.566	59.990	96.713	0.731	166.990	318.856	166.990
38.550	64.441	105.143	0.708	171.441	314.382	171.441
39.567	69.039	111.483	0.742	176.039	309.819	176.039
40.551	73.782	116.024	0.821	180.782	305.154	180.782
41.535	78.515	120.824	0.798	185.515	300.399	185.515
42.585	83.865	127.545	0.821	190.865	295.071	190.865
43.570	89.148	133.019	0.910	196.148	289.878	196.148
44.554	94.847	135.526	0.955	201.847	284.224	201.847
45.538	100.849	135.616	0.978	207.849	278.244	207.849
46.522	106.616	134.121	0.899	213.616	272.399	213.616
47.507	s 111.719	133.626	s 0.832	218.719	267.229	, 218.719
48.524	116.755	135.919	0.843	223.755	262.204	223.755
49.508	122.431	140.202	0.978	229.431	256.663	229.431
50.492	128.355	143.687	0.989	235.355	250.750	235.355
51.476	134.278	144.091	0.989	241.278	244.826	241.278
52.461	140.135	142.237	0.967	247.135	238.948	238.948
53.445	145.912	139.899	0.944	252.912	233.148	233.148
54.429	151.364	138.606	0.877	258.364	227.629	227.629
55.479	157.220	139.955	0.955	264.220	221.851	221.851
56.463	163.133	143.777	0.989	270.133	215.972	215.972
57.448	168.978	152.364	0.978	275.978	210.116	210.116
58.465	174.991	168.966	0.978	281.991	204.102	204.102
59.449	180.915	185.962	0.989	287.915	198.190	198.190
60.433	186.839	201.328	0.989	293.839	192.266	192.266
61.483	193.088	214.479	0.989	300.088	186.016	186.016
62.467	199.001	218.896	0.978	306.001	180.093	180.093
63.451	204.925	217.424	0.989	311.925	174.180	174.180
64.469	211.006	214.119	0.978	318.006	168.088	168.088
65.518	217.323	207.409	1.383	324.323	162.175	162.175
66.503	223.247	199.833	0.989	330.247	155.858	155.858
67.618	230.002	190.042	0.989	337.002	149.103	149.103
68.602	235.926	181.117	0.989	342.926	143.179	143.179
69.587	241.838	174.148	0.978	348.838	137.255	137.255
70.571	247.762	167.809	0.989	354.762	131.343	131.343
71.555	253.686	165.066	0.989	360.686	125.419	125.419
72.539	259.598	167.033	0.978	366.598	119.495	119.495
73.720	266.590	175.486	0.989	373.590	112.515	112.515
74.705	272.513	182.140	0.989	379.513	106.591	106.591
75.689	278.426	185.614	0.978	385.426	100.668	100.668
77.001	286.485	187.828	0.989	393.485	92.619	92.619
77.986	292.330	190.481	0.989	399.330	86.774	86.774
78.970	298.254	198.034	0.989	405.254	80.851	80.851
79.987	304.178	206.712	0.989	411.178	74.927	74.927
80.971	310.090	213.748	0.989	417.090	69.015	69.015
81.923	316.014	216.120	0.989	423.014	63.091	63.091
82.907	321.938	213.692	0.989	428.938	57.167	57.167
83.825	327.356	209.612	0.978	434.356	51.738	51.738
84.810	333.279	205.846	0.989	440.279	45.826	45.826
85.794	339.192	203.531	0.978	446.192	39.902	39.902
86.778	345.115	202.418	0.989	452.115	33.989	33.989
87.434	349.061	202.384	0.989	456.061	30.044	30.044

Table G9. Results from ALLCPT Pile Capacity Analysis and calculations (reported in imperial units).

z	Q_s	Qb	∆Q_s	Q_wUTL	R	Min(Q,R)	Comments: z=Depth [ft], Q_s=Summation of side resistance from ALLCPT pile capacity analysis [tons], Q_b=End resistance from ALLCPT pile capacity analysis [tons], ∆Q=Incremental side resistance [tons], Q_wUTL=Load in pile with unfactored top load [tons], R=Resistance in pile [tons], Min(Q,R)=Load [tons] used to develop combination curve to identify the location of the neutral plane. Values calculated every ∆z=0.164ft but reported herein every ∆z=0.984ft (except for first and last values). See definition of variables on previous page.
0.164	0.000	0.000	0.000	107.000	378.116	107.000
1.148	0.326	5.530	0.045	107.326	377.835	107.326
2.133	0.854	6.935	0.124	107.854	377.385	107.854
3.117	1.641	7.497	0.191	108.641	376.666	108.641
4.101	2.630	7.171	0.079	109.630	375.564	109.630
5.085	3.181	5.868	0.090	110.181	375.024	110.181
6.070	3.833	3.631	0.124	110.833	374.406	110.833
7.054	4.564	4.069	0.124	111.564	373.676	111.564
8.038	5.294	5.418	0.124	112.294	372.945	112.294
9.022	6.036	10.094	0.124	113.036	372.203	113.036
10.007	6.789	18.749	0.157	113.789	371.484	113.789
10.991	8.194	26.977	0.225	115.194	370.146	115.194
11.975	9.611	33.778	0.225	116.611	368.730	116.611
12.959	11.139	38.959	0.270	118.139	367.246	118.139
13.944	12.735	45.344	0.281	119.735	365.661	119.735
14.928	14.298	52.763	0.303	121.298	364.121	121.298
15.912	16.456	59.934	0.393	123.456	362.053	123.456
16.896	18.850	62.182	0.393	125.850	359.659	125.850
17.881	21.065	58.462	0.326	128.065	357.377	128.065
18.865	23.077	51.054	0.337	130.077	355.376	130.077
19.849	24.605	42.039	0.247	131.605	353.758	131.605
20.833	26.157	36.498	0.225	133.157	352.184	133.157
21.818	27.494	35.205	0.225	134.494	350.846	134.494
22.802	28.933	36.486	0.292	135.933	349.475	135.933
23.786	30.563	39.162	0.225	137.563	347.778	137.563
24.770	31.968	41.039	0.236	138.968	346.384	138.968
25.755	33.395	42.095	0.236	140.395	344.956	140.395
26.739	34.800	43.624	0.259	141.800	343.574	141.800
27.723	36.205	46.153	0.247	143.205	342.157	143.205
28.707	37.723	49.874	0.270	144.723	340.662	144.723
29.692	39.387	54.617	0.303	146.387	339.033	146.387
30.676	41.275	59.608	0.337	148.275	337.178	148.275
31.660	43.354	64.262	0.348	150.354	335.110	150.354
32.644	45.580	68.724	0.382	152.580	332.918	152.580
33.629	47.862	73.951	0.371	154.862	330.625	154.862
34.613	50.267	82.280	0.416	157.267	328.264	157.267
35.597	52.943	74.783	0.450	159.943	325.623	159.943
36.581	55.888	85.675	0.540	162.888	322.768	162.888
37.566	59.990	96.713	0.731	166.990	318.856	166.990
38.550	64.441	105.143	0.708	171.441	314.382	171.441
39.567	69.039	111.483	0.742	176.039	309.819	176.039
40.551	73.782	116.024	0.821	180.782	305.154	180.782
41.535	78.515	120.824	0.798	185.515	300.399	185.515
42.585	83.865	127.545	0.821	190.865	295.071	190.865
43.570	89.148	133.019	0.910	196.148	289.878	196.148
44.554	94.847	135.526	0.955	201.847	284.224	201.847
45.538	100.849	135.616	0.978	207.849	278.244	207.849
46.522	106.616	134.121	0.899	213.616	272.399	213.616
47.507	111.719	133.626	0.832	218.719	267.229	218.719
48.524	116.755	135.919	0.843	223.755	262.204	223.755
49.508	122.431	140.202	0.978	229.431	256.663	229.431
50.492	128.355	143.687	0.989	235.355	250.750	235.355
51.476	134.278	144.091	0.989	241.278	244.826	241.278
52.461	140.135	142.237	0.967	247.135	238.948	238.948
53.445	145.912	139.899	0.944	252.912	233.148	233.148
54.429	151.364	138.606	0.877	258.364	227.629	227.629
55.479	157.220	139.955	0.955	264.220	221.851	221.851
56.463	163.133	143.777	0.989	270.133	215.972	215.972
57.448	168.978	152.364	0.978	275.978	210.116	210.116
58.465	174.991	168.966	0.978	281.991	204.102	204.102
59.449	180.915	185.962	0.989	287.915	198.190	198.190
60.433	186.839	201.328	0.989	293.839	192.266	192.266
61.483	193.088	214.479	0.989	300.088	186.016	186.016
62.467	199.001	218.896	0.978	306.001	180.093	180.093
63.451	204.925	217.424	0.989	311.925	174.180	174.180
64.469	211.006	214.119	0.978	318.006	168.088	168.088
65.518	217.323	207.409	1.383	324.323	162.175	162.175
66.503	223.247	199.833	0.989	330.247	155.858	155.858
67.618	230.002	190.042	0.989	337.002	149.103	149.103
68.602	235.926	181.117	0.989	342.926	143.179	143.179
69.587	241.838	174.148	0.978	348.838	137.255	137.255
70.571	247.762	167.809	0.989	354.762	131.343	131.343
71.555	253.686	165.066	0.989	360.686	125.419	125.419
72.539	259.598	167.033	0.978	366.598	119.495	119.495
73.720	266.590	175.486	0.989	373.590	112.515	112.515
74.705	272.513	182.140	0.989	379.513	106.591	106.591
75.689	278.426	185.614	0.978	385.426	100.668	100.668
77.001	286.485	187.828	0.989	393.485	92.619	92.619
77.986	292.330	190.481	0.989	399.330	86.774	86.774
78.970	298.254	198.034	0.989	405.254	80.851	80.851
79.987	304.178	206.712	0.989	411.178	74.927	74.927
80.971	310.090	213.748	0.989	417.090	69.015	69.015
81.923	316.014	216.120	0.989	423.014	63.091	63.091
82.907	321.938	213.692	0.989	428.938	57.167	57.167
83.825	327.356	209.612	0.978	434.356	51.738	51.738
84.810	333.279	205.846	0.989	440.279	45.826	45.826
85.794	339.192	203.531	0.978	446.192	39.902	39.902
87.434	349.061	202.384	0.989	456.061	30.044	30.044

Table G10. Results from ALLCPT/TZPILE and additional spreadsheet calculations.

z	Min(Q,R)	p	Comments:
0.5	106.95	0.238	z=Depth [ft], Min(Q,R)=Load used to develop combination curve to identify the location of the neutral plane, p =pile settlement.
1.5	107.20	0.235
2.5	107.50	0.232
3.5	107.85	0.229
4.5	108.25	0.226
5.5	108.70	0.223
6.5	109.25	0.220
7.5	109.80	0.217
8.5	110.45	0.215
9.5	111.15	0.212
10.4	111.95	0.209
11.4	112.90	0.206
12.4	113.85	0.203
13.4	114.85	0.199
14.4	115.90	0.196
15.4	117.05	0.193
16.4	118.20	0.190
17.4	119.45	0.187
18.4	120.75	0.184
19.4	122.10	0.181
20.4	123.50	0.177
21.4	125.05	0.174
22.4	126.70	0.171
23.4	128.45	0.167
24.4	130.40	0.164
25.4	132.40	0.160
26.4	134.60	0.157
27.3	136.90	0.153
28.3	139.35	0.149
29.3	141.90	0.146
30.3	144.30	0.142
31.3	146.00	0.138
32.3	146.40	0.134
33.3	145.35	0.130
34.3	143.30	0.126
35.3	140.65	0.122
36.3	137.60	0.119
37.3	134.40	0.115
38.3	131.15	0.111
39.3	127.85	0.108
40.3	124.60	0.105
41.3	121.35	0.101
42.3	118.15	0.098
43.3	114.95	0.095
44.3	111.75	0.092
45.2	108.55	0.089
46.2	105.40	0.086
47.2	102.25	0.083
48.2	99.15	0.081
49.2	96.10	0.078
50.2	93.05	0.075
51.2	90.05	0.073
52.2	87.10	0.071
53.2	84.20	0.068
54.2	81.30	0.066	See definition of variables on previous page.
55.2	78.45	0.064
56.2	75.60	0.062
57.2	72.85	0.060
58.2	70.05	0.058
59.2	67.35	0.056
60.2	64.65	0.054
61.2	62.00	0.053
62.1	59.40	0.051
63.1	56.85	0.050
64.1	54.30	0.048
65.1	51.85	0.047
66.1	49.45	0.045
67.1	47.09	0.044
68.1	44.79	0.043
69.1	42.53	0.042
70.1	40.33	0.041
71.1	38.17	0.039
72.1	36.06	0.038
73.1	33.99	0.038
74.1	31.96	0.037
75.1	29.96	0.036
76.1	28.00	0.035
77.1	26.08	0.034
78.1	24.18	0.034
79.1	22.31	0.033
80.0	20.47	0.032
81.0	18.65	0.032
82.0	16.85	0.031
83.0	15.08	0.031
84.0	13.32	0.031
85.0	11.57	0.030
86.0	9.84	0.030
87.0	8.12	0.030

Table H1. Average CPT sounding record for the Blytheville, AR Test Site.

z	f_s	q_t	u₂	Comments: z=Depth [ft], f_s=Sleeve friction [tsf], q_t=Tip resistance [tsf], u₂=Pore pressure [psi] Values collected every z=0.164ft but reported herein every z=0.984ft (except for first and last values). See definition of variables on previous page.
0.163	0.163	5.990	-0.080
1.148	0.343	6.644	-4.346
2.133	0.321	5.024	-3.507
3.117	0.232	30.509	-0.474
4.101	0.283	8.452	0.052
5.085	0.259	3.602	1.817
6.070	0.279	4.583	2.308
7.054	0.321	5.619	3.310
8.038	0.314	7.221	3.799
9.022	0.178	4.880	4.400
10.007	0.153	26.554	4.783
10.991	0.283	55.585	4.052
11.975	0.380	57.579	3.349
12.959	0.299	41.164	3.934
13.944	0.332	44.718	1.888
14.928	0.412	80.277	0.862
15.912	0.485	99.291	1.548
16.896	0.549	102.243	3.270
17.881	0.435	82.030	3.717
18.865	0.413	81.470	3.345
19.849	0.259	50.410	3.707
20.833	0.233	30.238	3.041
21.818	0.294	56.976	4.014
22.802	0.274	48.270	7.523
23.786	0.306	58.057	7.823
24.770	0.316	59.929	8.438
25.755	0.303	59.692	9.553
26.739	0.271	53.975	11.429
27.723	0.290	60.599	11.954
28.707	0.307	68.630	12.150
29.692	0.328	76.193	13.576
30.676	0.350	86.086	13.470
31.660	0.336	89.231	14.176
32.644	0.419	98.042	15.180
33.629	0.396	96.314	15.467
34.613	0.372	107.343	15.953
35.597	0.410	113.077	16.297
36.581	0.508	143.899	16.744
37.566	0.666	185.609	16.821
38.550	0.608	179.809	17.287
39.561	0.656	185.487	17.292
40.546	0.840	206.957	17.771
41.530	0.866	205.632	16.569
42.569	0.925	210.830	18.586
43.553	0.995	232.122	18.903
44.537	1.028	245.359	19.529
45.549	1.077	259.473	19.777
46.533	1.035	227.953	20.100
47.517	1.000	211.495	20.318
48.529	0.967	220.913	20.881
49.513	1.070	253.789	20.833
50.498	0.895	268.331	21.315
51.482	0.757	256.276	21.870
52.466	0.680	247.751	22.581
53.450	0.717	240.933	22.914
54.435	0.653	219.256	23.600
55.474	0.648	245.683	24.005
56.458	0.688	250.659	24.232
57.442	0.767	245.872	24.346
58.481	0.847	268.145	25.168
59.465	1.130	329.023	25.588
60.449	1.317	379.164	25.735
61.488	1.457	392.789	24.920
62.473	1.366	378.497	26.585
63.457	1.462	393.080	26.816
64.469	1.218	375.347	27.283
65.518	1.017	343.502	27.677
66.503	1.156	355.590	28.325
67.626	1.355	342.052	29.154
68.611	0.844	311.256	29.417
69.595	0.687	298.517	29.799
70.579	0.727	290.580	30.460
71.563	0.842	289.159	30.683
72.548	0.729	249.830	31.720
73.710	0.863	273.813	31.332
74.694	0.901	348.687	31.865
75.678	1.635	376.848	31.968
77.018	0.980	322.823	32.031
78.002	0.885	260.040	28.425
78.986	1.091	375.017	32.978
79.970	0.986	345.087	32.455
80.955	0.788	374.134	33.192
81.939	1.274	374.530	34.805
82.923	1.856	404.210	33.297
83.661	1.557	351.657	29.414

Table H2. Results from Yoshimine et at. (2006) and Idriss and Boulanger (2008) calculations.

	Event 1		Event 2		Comments: For Event #1 a_max=0.1, M_w=6.5, For Event #2 a_max=0.4, M_w=7.7, z=Depth [ft], δ = ∆s = Incremental soil settlement [in], Σδ = s_1D = Cumulative soil settlement from bottom of soil profile top of soil profile [in]. Values collected every ∆z=0.164ft but reported herein every ∆z=0.984ft (except for first and last values). See definition of variables on previous page. Values collected every 0.164ft but reported herein every 0.984ft (except for first and last values).
z	δ	Σδ	δ	Σδ
0.163	0.00	2.46	0.00	12.23
1.148	0.00	2.46	0.20	12.23
2.133	0.00	2.46	0.21	12.03
3.117	0.03	2.43	0.57	11.82
4.101	0.02	2.32	0.09	11.25
5.085	0.00	2.30	0.00	11.16
6.070	0.00	2.30	0.00	11.16
7.054	0.00	2.30	0.00	11.16
8.038	0.00	2.30	0.00	11.16
9.022	0.00	2.30	0.17	11.16
10.007	0.08	2.15	0.49	10.99
10.991	0.01	1.84	0.40	10.50
11.975	0.01	1.77	0.41	10.10
12.959	0.01	1.70	0.40	9.69
13.944	0.01	1.63	0.38	9.29
14.928	0.00	1.58	0.29	8.91
15.912	0.00	1.57	0.26	8.62
16.896	0.00	1.57	0.29	8.36
17.881	0.00	1.57	0.32	8.07
18.865	0.01	1.54	0.41	7.75
19.849	0.02	1.47	0.50	7.34
20.833	0.01	1.20	0.45	6.84
21.818	0.02	1.09	0.45	6.39
22.802	0.01	0.98	0.44	5.94
23.786	0.02	0.89	0.44	5.50
24.770	0.02	0.80	0.44	5.06
25.755	0.02	0.70	0.44	4.62
26.739	0.02	0.61	0.45	4.18
27.723	0.02	0.51	0.46	3.73
28.707	0.02	0.40	0.46	3.27
29.692	0.01	0.28	0.43	2.81
30.676	0.01	0.21	0.39	2.38
31.660	0.01	0.15	0.38	1.99
32.644	0.01	0.11	0.37	1.61
33.629	0.01	0.07	0.36	1.24
34.613	0.00	0.03	0.32	0.88
35.597	0.00	0.01	0.31	0.56
36.581	0.00	0.00	0.12	0.25
37.566	0.00	0.00	0.02	0.13
38.550	0.00	0.00	0.04	0.11
39.561	0.00	0.00	0.01	0.07
40.546	0.00	0.00	0.01	0.06
41.530	0.00	0.00	0.00	0.05
42.569	0.00	0.00	0.00	0.05
43.553	0.00	0.00	0.00	0.05
44.537	0.00	0.00	0.00	0.05
45.549	0.00	0.00	0.00	0.05
46.533	0.00	0.00	0.00	0.05
47.517	0.00	0.00	0.03	0.05
48.529	0.00	0.00	0.00	0.02
49.513	0.00	0.00	0.00	0.02
50.498	0.00	0.00	0.00	0.02
51.482	0.00	0.00	0.00	0.02
52.466	0.00	0.00	0.00	0.02
53.450	0.00	0.00	0.00	0.02
54.435	0.00	0.00	0.00	0.02
55.474	0.00	0.00	0.00	0.02
56.458	0.00	0.00	0.00	0.02
57.442	0.00	0.00	0.00	0.02
58.481	0.00	0.00	0.00	0.02
59.465	0.00	0.00	0.00	0.02
60.449	0.00	0.00	0.00	0.02
61.488	0.00	0.00	0.00	0.02
62.473	0.00	0.00	0.00	0.02
63.457	0.00	0.00	0.00	0.02
64.469	0.00	0.00	0.00	0.02
65.518	0.00	0.00	0.00	0.02
66.503	0.00	0.00	0.00	0.02
67.626	0.00	0.00	0.00	0.02
68.611	0.00	0.00	0.00	0.02
69.595	0.00	0.00	0.00	0.02
70.579	0.00	0.00	0.00	0.02
71.563	0.00	0.00	0.00	0.02
72.548	0.00	0.00	0.00	0.02
73.710	0.00	0.00	0.00	0.02
74.694	0.00	0.00	0.00	0.02
75.678	0.00	0.00	0.00	0.02
77.018	0.00	0.00	0.02	0.02
78.002	0.00	0.00	0.00	0.00
78.986	0.00	0.00	0.00	0.00
79.970	0.00	0.00	0.00	0.00
80.955	0.00	0.00	0.00	0.00
81.939	0.00	0.00	0.00	0.00
82.923	0.00	0.00	0.00	0.00
83.661	0.00	0.00	0.00	0.02

Table H3. Results from ALLCPT Pile Capacity Analysis and calculations (reported in imperial units).

z	Q_s	Q_b	∆Q_s	Q_wUTL	R	Min(Q,R)	δ_EC	Σδ	Comments: z=Depth [ft], Q_s=Summation of side resistance from ALLCPT pile capacity analysis [tons], Q_b=End resistance from ALLCPT pile capacity analysis [tons], ∆Q=Incremental side resistance [tons], Q_wUTL=Load in pile with unfactored top load [tons], R=Resistance in pile [tons], Min(Q,R)=Load [tons] used to develop combination curve to identify the location of the neutral plane. δ_EC=incremental elastic compression in pile [in], Σδ=pile settlement [in], Values calculated every ∆z=0.164ft but reported herein every ∆z=0.984ft (except for first and last values). See definition of variables on previous page. Values calculated every ∆z=0.164ft but reported herein every ∆z=0.984ft (except for first and last values).
0.164	0.000	0.000	0.000	107.000	451.652	107.000	0.00051	0.399
1.148	0.326	8.329	0.045	107.326	451.371	107.326	0.00051	0.396
2.133	0.832	8.363	0.112	107.832	450.933	107.832	0.00051	0.393
3.117	1.607	8.711	0.191	108.607	450.236	108.607	0.00052	0.390
4.101	2.574	8.284	0.067	109.574	449.146	109.574	0.00052	0.387
5.085	3.125	7.857	0.090	110.125	448.617	110.125	0.00053	0.384
6.070	3.766	5.204	0.124	110.766	448.011	110.766	0.00053	0.381
7.054	4.474	5.216	0.124	111.474	447.302	111.474	0.00053	0.378
8.038	5.204	8.273	0.124	112.204	446.572	112.204	0.00054	0.374
9.022	5.924	13.275	0.112	112.924	445.841	112.924	0.00054	0.371
10.007	6.666	22.672	0.157	113.666	445.144	113.666	0.00054	0.368
10.991	8.048	31.406	0.214	115.048	443.818	115.048	0.00055	0.365
11.975	9.442	40.735	0.225	116.442	442.435	116.442	0.00056	0.361
12.959	10.937	48.177	0.270	117.937	440.985	117.937	0.00056	0.358
13.944	12.511	56.124	0.281	119.511	439.423	119.511	0.00057	0.355
14.928	14.039	64.026	0.303	121.039	437.917	121.039	0.00058	0.351
15.912	16.153	70.702	0.382	123.153	435.882	123.153	0.00059	0.348
16.896	18.513	72.613	0.393	125.513	433.533	125.513	0.00060	0.344
17.881	20.682	69.443	0.326	127.682	431.296	127.682	0.00061	0.340
18.865	22.661	61.407	0.337	129.661	429.329	129.661	0.00062	0.337
19.849	24.156	52.853	0.247	131.156	427.744	131.156	0.00063	0.333
20.833	25.684	46.727	0.225	132.684	426.193	132.684	0.00063	0.329
21.818	27.000	44.512	0.225	134.000	424.878	134.000	0.00064	0.325
22.802	28.405	44.714	0.281	135.405	423.529	135.405	0.00065	0.322
23.786	30.001	47.716	0.214	137.001	421.865	137.001	0.00065	0.318
24.770	31.383	50.031	0.225	138.383	420.494	138.383	0.00066	0.314
25.755	32.788	51.965	0.236	139.788	419.100	139.788	0.00067	0.310
26.739	34.160	54.089	0.247	141.160	417.740	141.160	0.00067	0.306
27.723	35.542	57.506	0.236	142.542	416.346	142.542	0.00068	0.302
28.707	37.026	61.879	0.259	144.026	414.885	144.026	0.00069	0.297
29.692	38.667	67.162	0.292	145.667	413.278	145.667	0.00070	0.293
30.676	40.522	72.962	0.337	147.522	411.468	147.522	0.00070	0.289
31.660	42.568	78.739	0.348	149.568	409.433	149.568	0.00071	0.285
32.644	44.748	84.719	0.371	151.748	407.275	151.748	0.00072	0.281
33.629	46.996	92.554	0.371	153.996	405.027	153.996	0.00074	0.276
34.613	49.346	103.176	0.405	156.346	402.712	156.346	0.00075	0.272
35.597	51.976	92.914	0.438	158.976	400.115	158.976	0.00076	0.267
36.581	54.876	105.177	0.540	161.876	397.316	161.876	0.00077	0.263
37.566	58.889	117.485	0.719	165.889	393.483	165.889	0.00079	0.258
38.550	63.272	127.669	0.708	170.272	389.088	170.272	0.00081	0.253
39.567	67.780	136.088	0.719	174.780	384.592	174.780	0.00083	0.248
40.551	72.433	143.383	0.809	179.433	380.028	179.433	0.00086	0.243
41.535	77.087	149.622	0.787	184.087	375.352	184.087	0.00088	0.238
42.585	82.336	155.883	0.798	189.336	370.114	189.336	0.00090	0.232
43.570	87.518	161.244	0.888	194.518	365.022	194.518	0.00093	0.227
44.554	93.116	164.234	0.933	200.116	359.470	200.116	0.00096	0.221
45.538	99.017	165.493	0.967	206.017	353.602	206.017	0.00098	0.215
46.522	104.682	165.482	0.899	211.682	347.869	211.682	0.00101	0.209
47.507	109.684	165.920	0.821	216.684	342.789	216.684	0.00103	0.203
48.524	114.619	168.157	0.821	221.619	337.854	221.619	0.00106	0.197
49.508	120.205	171.878	0.967	227.205	332.414	227.205	0.00108	0.191
50.492	126.017	174.463	0.967	233.017	326.602	233.017	0.00111	0.184
51.476	131.828	175.272	0.967	238.828	320.791	238.828	0.00114	0.177
52.461	137.583	174.710	0.955	244.583	315.025	244.583	0.00117	0.170
53.445	143.259	172.878	0.944	250.259	309.337	250.259	0.00119	0.163
54.429	148.599	171.473	0.854	255.599	303.908	255.599	0.00122	0.156
55.479	154.354	173.676	0.933	261.354	298.232	261.354	0.00125	0.148
56.463	160.165	180.488	0.978	267.165	292.465	267.165	0.00128	0.141
57.448	165.898	191.874	0.955	272.898	286.710	272.898	0.00130	0.133
58.465	171.810	208.342	0.978	278.810	280.820	278.810	0.00133	0.125
59.449	177.622	227.484	0.967	284.622	274.998	274.998	0.00131	0.117
60.433	183.433	244.907	0.967	290.433	269.186	269.186	0.00129	0.110
61.483	189.570	257.833	0.978	296.570	263.060	263.060	0.00126	0.102
62.467	195.381	264.353	0.967	302.381	257.238	257.238	0.00123	0.094
63.451	201.193	265.263	0.967	308.193	251.426	251.426	0.00120	0.087
64.469	207.161	261.161	0.967	314.161	245.458	245.458	0.00117	0.080
65.518	213.366	254.484	1.360	320.366	239.646	239.646	0.00114	0.073
66.503	219.177	245.413	0.967	326.177	233.442	233.442	0.00111	0.066
67.618	225.809	233.689	0.967	332.809	226.810	226.810	0.00108	0.060
68.602	231.621	223.112	0.967	338.621	220.998	220.998	0.00106	0.053
69.587	237.432	214.513	0.967	344.432	215.187	215.187	0.00103	0.047
71.063	246.155	206.465	0.967	353.155	206.465	206.465	0.00099	0.038

Table I1. Design soil properties for the Alaska gravel design example.

Material	Depth			z	γ′	φ′	N_1,60	σ_z′	V_s	E_s	ν	Ko	I_r	q_n′	f_s
Gravel	0	-	10	5	120	36	25	1200	735	428634	0.2	0.4	194	120021	161
Gravel	10	-	21	15.5	67	38	50	1937	935	106269	0.3	0.3	271	226386	256
Sand	21	-	30	25.5	55	33	11	2432	709	275908	0.2	0.4	72	140667	328
Gravel	30	-	36	33	65	38	47	2822	973	129277	0.3	0.3	226	300946	373
Silt	36	-	50	43	65	30	10	3732	725	307209	0.1	0.5	61	194674	500
Sand	50	-	65	57.5	63	38	41	4677	993	142671	0.3	0.3	151	405671	619
Gravel	65	-	96	80.5	60	38	29	6537	953	116535	0.3	0.3	88	431575	865
Gravel	96	-	124	110	60	35	16	8217	867	737490	0.2	0.4	51	409767	110
Gravel	12	-	136	130	52	33	10	8841	799	495616	0.2	0.4	35	367109	119
Gravel	13	-	200	168	75	40	60	1364	118	341389	0.3	0.3	113	102991	177
z=Midpoint depth of layer [ft], γ′=Effective unit weight [pcf], φ′=Friction angle [^o], N_1,60=Corrected SPT blow count [bpf], σ_z′=Effective vertical stress [psf], V_s=Shear wave velocity [ft/sec], E_s=Young’s modulus of the soil, ν=Poisson’s ratio of the soil, K=Lateral earth pressure coefficient, I_r=Rigidity index, q_n′=Nominal unit end bearing capacity [psf], f_s=Nominal unit side resistance [psf]

Table I3. Results from calculations to find corrected shear wave velocity.

Elev	z	Soil Type	γ′	σ_vo	σ_vo′	V_s	V_s1	FC	Comments: For Event #1 – a_max=0.3, M_w=6.2, Elev=Elevation above sea level [t], z=Depth [ft], γ′=Effective unit weight [pcf], σ_vo=Vertical total stress [psf], σ_vo′=Vertical effective stress [psf], V_s=Shear wave velocity [fps], V_s1=Overburden corrected shear wave velocity [fps], FC=Fines Content. See definition of variables on previous page. See definition of variables on previous page.
1960	0	Gravel	120	0	0	735	-	0
1959	1	Gravel	120	120	120	735	1506	0
1958	2	Gravel	120	240	240	735	1267	0
1957	3	Gravel	120	360	360	735	1144	0
1956	4	Gravel	120	480	480	735	1065	0
1955	5	Gravel	120	600	600	735	1007	0
1954	6	Gravel	120	720	720	735	962	0
1953	7	Gravel	120	840	840	735	926	0
1952	8	Gravel	120	960	960	735	896	0
1951	9	Gravel	120	1080	1080	735	870	0
1950	10	Gravel	67	1209	1147	935	1090	31
1949	11	Gravel	67	1339	1214	935	1074	31
1948	12	Gravel	67	1468	1281	935	1060	31
1947	13	Gravel	67	1598	1348	935	1047	31
1946	14	Gravel	67	1727	1415	935	1034	31
1945	15	Gravel	67	1856	1482	935	1022	31
1944	16	Gravel	67	1986	1549	935	1011	31
1943	17	Gravel	67	2115	1616	935	1000	31
1942	18	Gravel	67	2245	1683	935	990	31
1941	19	Gravel	67	2374	1750	935	980	31
1940	20	Gravel	67	2503	1817	935	971	31
1939	21	Sand	55	2621	1872	709	731	6
1938	22	Sand	55	2738	1927	709	726	6
1937	23	Sand	55	2856	1982	709	721	6
1936	24	Sand	55	2973	2037	709	716	6
1935	25	Sand	55	3090	2092	709	711	6
1934	26	Sand	55	3208	2147	709	706	6
1933	27	Sand	55	3325	2202	709	702	6
1932	28	Sand	55	3443	2257	709	698	6
1931	29	Sand	55	3560	2312	709	693	6
1930	30	Gravel	65	3687	2377	973	945	6
1929	31	Gravel	65	3815	2442	973	939	6
1928	32	Gravel	65	3942	2507	973	933	6
1927	33	Gravel	65	4070	2572	973	927	6
1926	34	Gravel	65	4197	2637	973	921	6
1925	35	Gravel	65	4324	2702	973	915	6
1924	36	Silt	65	4452	2767	725	678	92
1923	37	Silt	65	4579	2832	725	674	92
1922	38	Silt	65	4707	2897	725	670	92
1921	39	Silt	65	4834	2962	725	667	92
1920	40	Silt	65	4961	3027	725	663	92
1919	41	Silt	65	5089	3092	725	659	92
1918	42	Silt	65	5216	3157	725	656	92
1917	43	Silt	65	5344	3222	725	653	92
1916	44	Silt	65	5471	3287	725	649	92
1915	45	Silt	65	5598	3352	725	646	92
1914	46	Silt	65	5726	3417	725	643	92
1913	47	Silt	65	5853	3482	725	640	92
1912	48	Silt	65	5981	3547	725	637	92
1911	49	Silt	65	6108	3612	725	634	92
1910	50	Sand	63	6233	3675	993	865	4
1909	51	Sand	63	6359	3738	993	861	4
1908	52	Sand	63	6484	3801	993	858	4
1907	53	Sand	63	6610	3864	993	854	4
1906	54	Sand	63	6735	3927	993	851	4
1905	55	Sand	63	6860	3990	993	847	4
1904	56	Sand	63	6986	4053	993	844	4
1903	57	Sand	63	7111	4116	993	841	4
1902	58	Sand	63	7237	4179	993	838	4
1901	59	Sand	63	7362	4242	993	835	4
1900	60	Sand	63	7487	4305	993	831	4
1899	61	Sand	63	7613	4368	993	828	4
1898	62	Sand	63	7738	4431	993	825	4
1897	63	Sand	63	7864	4494	993	823	4
1896	64	Sand	63	7989	4557	993	820	4
1895	65	Gravel	60	8111	4617	953	784	0
1894	66	Gravel	60	8234	4677	953	782	0
1893	67	Gravel	60	8356	4737	953	779	0
1892	68	Gravel	60	8479	4797	953	777	0
1891	69	Gravel	60	8601	4857	953	774	0
1890	70	Gravel	60	8723	4917	953	772	0
1889	71	Gravel	60	8846	4977	953	770	0
1888	72	Gravel	60	8968	5037	953	767	0
1887	73	Gravel	60	9091	5097	953	765	0
1886	74	Gravel	60	9213	5157	953	763	0
1885	75	Gravel	60	9335	5217	953	761	0
1884	76	Gravel	60	9458	5277	953	758	0
1883	77	Gravel	60	9580	5337	953	756	0
1882	78	Gravel	60	9703	5397	953	754	0
1881	79	Gravel	60	9825	5457	953	752	0
1880	80	Gravel	60	9947	5517	953	750	0
1879	81	Gravel	60	10070	5577	953	748	0
1878	82	Gravel	60	10192	5637	953	746	0
1877	83	Gravel	60	10315	5697	953	744	0
1876	84	Gravel	60	10437	5757	953	742	0
1875	85	Gravel	60	10559	5817	953	740	0
1874	86	Gravel	60	10682	5877	953	738	0
1873	87	Gravel	60	10804	5937	953	736	0
1872	88	Gravel	60	10927	5997	953	734	0
1871	89	Gravel	60	11049	6057	953	733	0
1870	90	Gravel	60	11171	6117	953	731	0
1869	91	Gravel	60	11294	6177	953	729	0
1868	92	Gravel	60	11416	6237	953	727	0
1867	93	Gravel	60	11539	6297	953	726	0
1866	94	Gravel	60	11661	6357	953	724	0
1865	95	Gravel	60	11783	6417	953	722	0
1864	96	Gravel	60	11906	6477	867	655	0
1863	97	Gravel	60	12028	6537	867	654	0
1862	98	Gravel	60	12151	6597	867	652	0
1861	99	Gravel	60	12273	6657	867	651	0
1860	100	Gravel	60	12395	6717	867	650	0
1859	101	Gravel	60	12518	6777	867	648	0
1858	102	Gravel	60	12640	6837	867	647	0
1857	103	Gravel	60	12763	6897	867	645	0
1856	104	Gravel	60	12885	6957	867	644	0
1855	105	Gravel	60	13007	7017	867	642	0
1854	106	Gravel	60	13130	7077	867	641	0
1853	107	Gravel	60	13252	7137	867	640	0
1852	108	Gravel	60	13375	7197	867	638	0
1851	109	Gravel	60	13497	7257	867	637	0
1850	110	Gravel	60	13619	7317	867	636	0
1849	111	Gravel	60	13742	7377	867	634	0
1848	112	Gravel	60	13864	7437	867	633	0
1847	113	Gravel	60	13987	7497	867	632	0
1846	114	Gravel	60	14109	7557	867	631	0
1845	115	Gravel	60	14231	7617	867	629	0
1844	116	Gravel	60	14354	7677	867	628	0
1843	117	Gravel	60	14476	7737	867	627	0
1842	118	Gravel	60	14599	7797	867	626	0
1841	119	Gravel	60	14721	7857	867	625	0
1840	120	Gravel	60	14843	7917	867	623	0
1839	121	Gravel	60	14966	7977	867	622	0
1838	122	Gravel	60	15088	8037	867	621	0
1837	123	Gravel	60	15211	8097	867	620	0
1836	124	Gravel	52	15325	8149	799	570	0
1835	125	Gravel	52	15439	8201	799	569	0
1834	126	Gravel	52	15554	8253	799	569	0
1833	127	Gravel	52	15668	8305	799	568	0
1832	128	Gravel	52	15783	8357	799	567	0
1831	129	Gravel	52	15897	8409	799	566	0
1830	130	Gravel	52	16011	8461	799	565	0
1829	131	Gravel	52	16126	8513	799	564	0
1828	132	Gravel	52	16240	8565	799	563	0
1827	133	Gravel	52	16355	8617	799	562	0
1826	134	Gravel	52	16469	8669	799	562	0
1825	135	Gravel	52	16583	8721	799	561	0
1824	136	Gravel	75	16721	8796	1187	831	0
1823	137	Gravel	75	16858	8871	1187	830	0
1822	138	Gravel	75	16996	8946	1187	828	0
1821	139	Gravel	75	17133	9021	1187	826	0
1820	140	Gravel	75	17270	9096	1187	824	0
1819	141	Gravel	75	17408	9171	1187	823	0
1818	142	Gravel	75	17545	9246	1187	821	0
1817	143	Gravel	75	17683	9321	1187	819	0
1816	144	Gravel	75	17820	9396	1187	818	0
1815	145	Gravel	75	17957	9471	1187	816	0
1814	146	Gravel	75	18095	9546	1187	814	0
1813	147	Gravel	75	18232	9621	1187	813	0
1812	148	Gravel	75	18370	9696	1187	811	0
1811	149	Gravel	75	18507	9771	1187	810	0
1810	150	Gravel	75	18644	9846	1187	808	0

Table I4. Results from calculations to find factor of safety against liquefaction (Rollins et al., 2022).

Elev	z	α(z)	β(z)	r_d	CRR_7.5	CRR	CSR	FS_Liq	Comments: For Event #1 – a_max=0.3, M_w=6.2, MSF=Magnitude scaling factor=1.5, P_L=probability of liquefaction triggering=0.15, Elev=Elevation above sea level [t], z=Depth [ft], r_d=Shear stress reduction coefficient, α(z)=Term used to find r_d, β(z)=Term used to find r_d, CRR_7.5 = standardized cyclic resistance corresponding to a moment magnitude earthquake of 7.5, with 15 uniform shear stress cycles, and one atmosphere of pressure, CRR=Cyclic resistance ratio for the magnitude and effective stress of interest, CSR=Cyclic stress ratio for the magnitude and effective stress of interest, FS_Liq=Factor of safety against liquefaction. See definition of variables on previous page. See definition of variables on previous page.
1960	0	0.02	0.00	1.00	-	-
1959	1	0.00	0.00	1.00	1.00	1.50	0.20	2.00
1958	2	-0.01	0.00	1.00	1.00	1.50	0.20	2.00
1957	3	-0.02	0.00	1.00	1.00	1.50	0.19	2.00
1956	4	-0.04	0.00	0.99	1.00	1.50	0.19	2.00
1955	5	-0.05	0.01	0.99	0.92	1.38	0.19	2.00
1954	6	-0.07	0.01	0.98	0.69	1.03	0.19	2.00
1953	7	-0.08	0.01	0.98	0.55	0.83	0.19	2.00
1952	8	-0.10	0.01	0.97	0.47	0.70	0.19	2.00
1951	9	-0.12	0.01	0.97	0.41	0.61	0.19	2.00
1950	10	-0.14	0.02	0.96	1.00	1.50	0.20	2.00
1949	11	-0.16	0.02	0.96	1.00	1.50	0.21	2.00
1948	12	-0.17	0.02	0.95	1.00	1.50	0.21	2.00
1947	13	-0.19	0.02	0.94	1.00	1.50	0.22	2.00
1946	14	-0.22	0.02	0.94	1.00	1.50	0.22	2.00
1945	15	-0.24	0.03	0.93	1.00	1.50	0.23	2.00
1944	16	-0.26	0.03	0.93	0.94	1.41	0.23	2.00
1943	17	-0.28	0.03	0.92	0.87	1.32	0.23	2.00
1942	18	-0.30	0.03	0.91	0.82	1.23	0.24	2.00
1941	19	-0.32	0.04	0.91	0.77	1.16	0.24	2.00
1940	20	-0.35	0.04	0.90	0.73	1.09	0.24	2.00
1939	21	-0.37	0.04	0.89	0.23	0.34	0.24	1.39
1938	22	-0.40	0.04	0.89	0.22	0.33	0.25	1.36
1937	23	-0.42	0.05	0.88	0.22	0.33	0.25	1.32
1936	24	-0.45	0.05	0.87	0.21	0.32	0.25	1.30
1935	25	-0.47	0.05	0.87	0.21	0.32	0.25	1.27
1934	26	-0.50	0.06	0.86	0.21	0.31	0.25	1.25
1933	27	-0.52	0.06	0.85	0.20	0.31	0.25	1.23
1932	28	-0.55	0.06	0.85	0.20	0.30	0.25	1.21
1931	29	-0.58	0.06	0.84	0.20	0.30	0.25	1.19
1930	30	-0.60	0.07	0.83	0.62	0.93	0.25	2.00
1929	31	-0.63	0.07	0.82	0.60	0.90	0.25	2.00
1928	32	-0.66	0.07	0.82	0.57	0.86	0.25	2.00
1927	33	-0.69	0.08	0.81	0.56	0.84	0.25	2.00
1926	34	-0.72	0.08	0.80	0.54	0.81	0.25	2.00
1925	35	-0.74	0.08	0.80	0.52	0.78	0.25	2.00
1924	36	-0.77	0.09	0.79	0.19	0.29	0.25	1.15
1923	37	-0.80	0.09	0.78	0.19	0.28	0.25	1.14
1922	38	-0.83	0.09	0.77	0.19	0.28	0.25	1.14
1921	39	-0.86	0.10	0.77	0.18	0.28	0.24	1.13
1920	40	-0.89	0.10	0.76	0.18	0.27	0.24	1.12
1919	41	-0.92	0.10	0.75	0.18	0.27	0.24	1.12
1918	42	-0.95	0.11	0.75	0.18	0.27	0.24	1.11
1917	43	-0.98	0.11	0.74	0.18	0.26	0.24	1.11
1916	44	-1.00	0.11	0.73	0.17	0.26	0.24	1.10
1915	45	-1.03	0.11	0.72	0.17	0.26	0.24	1.10
1914	46	-1.06	0.12	0.72	0.17	0.26	0.23	1.10
1913	47	-1.09	0.12	0.71	0.17	0.26	0.23	1.10
1912	48	-1.12	0.12	0.70	0.17	0.25	0.23	1.09
1911	49	-1.15	0.13	0.70	0.17	0.25	0.23	1.09
1910	50	-1.18	0.13	0.69	0.40	0.60	0.23	2.00
1909	51	-1.21	0.13	0.68	0.39	0.59	0.23	2.00
1908	52	-1.24	0.14	0.68	0.39	0.58	0.23	2.00
1907	53	-1.27	0.14	0.67	0.38	0.57	0.22	2.00
1906	54	-1.29	0.14	0.67	0.37	0.56	0.22	2.00
1905	55	-1.32	0.15	0.66	0.37	0.55	0.22	2.00
1904	56	-1.35	0.15	0.65	0.36	0.54	0.22	2.00
1903	57	-1.38	0.15	0.65	0.36	0.53	0.22	2.00
1902	58	-1.41	0.15	0.64	0.35	0.53	0.22	2.00
1901	59	-1.43	0.16	0.63	0.34	0.52	0.21	2.00
1900	60	-1.46	0.16	0.63	0.34	0.51	0.21	2.00
1899	61	-1.49	0.16	0.62	0.34	0.50	0.21	2.00
1898	62	-1.51	0.17	0.62	0.33	0.50	0.21	2.00
1897	63	-1.54	0.17	0.61	0.33	0.49	0.21	2.00
1896	64	-1.56	0.17	0.61	0.32	0.48	0.21	2.00
1895	65	-1.59	0.17	0.60	0.28	0.42	0.21	2.00
1894	66	-1.61	0.18	0.59	0.27	0.41	0.20	2.00
1893	67	-1.64	0.18	0.59	0.27	0.41	0.20	2.00
1892	68	-1.66	0.18	0.58	0.27	0.40	0.20	2.00
1891	69	-1.69	0.18	0.58	0.27	0.40	0.20	2.00
1890	70	-1.71	0.19	0.57	0.26	0.40	0.20	1.99
1889	71	-1.73	0.19	0.57	0.26	0.39	0.20	1.99
1888	72	-1.76	0.19	0.57	0.26	0.39	0.20	1.98
1887	73	-1.78	0.19	0.56	0.26	0.39	0.19	1.98
1886	74	-1.80	0.20	0.56	0.25	0.38	0.19	1.97
1885	75	-1.82	0.20	0.55	0.25	0.38	0.19	1.97
1884	76	-1.84	0.20	0.55	0.25	0.38	0.19	1.97
1883	77	-1.86	0.20	0.54	0.25	0.37	0.19	1.96
1882	78	-1.88	0.20	0.54	0.25	0.37	0.19	1.96
1881	79	-1.90	0.20	0.53	0.24	0.37	0.19	1.95
1880	80	-1.91	0.21	0.53	0.24	0.36	0.19	1.95
1879	81	-1.93	0.21	0.53	0.24	0.36	0.19	1.95
1878	82	-1.95	0.21	0.52	0.24	0.36	0.18	1.94
1877	83	-1.96	0.21	0.52	0.24	0.36	0.18	1.94
1876	84	-1.98	0.21	0.52	0.24	0.35	0.18	1.94
1875	85	-1.99	0.21	0.51	0.23	0.35	0.18	1.93
1874	86	-2.01	0.22	0.51	0.23	0.35	0.18	1.93
1873	87	-2.02	0.22	0.51	0.23	0.35	0.18	1.92
1872	88	-2.03	0.22	0.50	0.23	0.34	0.18	1.92
1871	89	-2.05	0.22	0.50	0.23	0.34	0.18	1.92
1870	90	-2.06	0.22	0.50	0.23	0.34	0.18	1.91
1869	91	-2.07	0.22	0.50	0.22	0.34	0.18	1.91
1868	92	-2.08	0.22	0.49	0.22	0.34	0.18	1.91
1867	93	-2.09	0.22	0.49	0.22	0.33	0.18	1.90
1866	94	-2.09	0.22	0.49	0.22	0.33	0.17	1.90
1865	95	-2.10	0.22	0.49	0.22	0.33	0.17	1.89
1864	96	-2.11	0.22	0.48	0.18	0.27	0.17	1.54
1863	97	-2.12	0.22	0.48	0.18	0.27	0.17	1.54
1862	98	-2.12	0.22	0.48	0.18	0.26	0.17	1.53
1861	99	-2.13	0.22	0.48	0.18	0.26	0.17	1.53
1860	100	-2.13	0.22	0.48	0.17	0.26	0.17	1.53
1859	101	-2.13	0.22	0.48	0.17	0.26	0.17	1.53
1858	102	-2.14	0.22	0.47	0.17	0.26	0.17	1.52
1857	103	-2.14	0.22	0.47	0.17	0.26	0.17	1.52
1856	104	-2.14	0.22	0.47	0.17	0.26	0.17	1.52
1855	105	-2.14	0.22	0.47	0.17	0.26	0.17	1.51
1854	106	-2.14	0.22	0.47	0.17	0.26	0.17	1.51
1853	107	-2.14	0.22	0.47	0.17	0.26	0.17	1.51
1852	108	-2.13	0.22	0.47	0.17	0.25	0.17	1.50
1851	109	-2.13	0.22	0.47	0.17	0.25	0.17	1.50
1850	110	-2.13	0.22	0.47	0.17	0.25	0.17	1.49
1849	111	-2.12	0.22	0.47	0.17	0.25	0.17	1.49
1848	112	-2.12	0.22	0.47	0.17	0.25	0.17	1.48
1847	113	-2.11	0.22	0.47	0.17	0.25	0.17	1.48
1846	114	-2.11	0.22	0.47	0.17	0.25	0.17	1.47
1845	115	-2.10	0.21	0.47	0.17	0.25	0.17	1.47
1844	116	-2.09	0.21	0.47	0.16	0.25	0.17	1.46
1843	117	-2.08	0.21	0.47	0.16	0.25	0.17	1.45
1842	118	-2.07	0.21	0.47	0.16	0.25	0.17	1.45
1841	119	-2.06	0.21	0.47	0.16	0.25	0.17	1.44
1840	120	-2.05	0.21	0.47	0.16	0.24	0.17	1.43
1839	121	-2.04	0.21	0.47	0.16	0.24	0.17	1.43
1838	122	-2.03	0.20	0.47	0.16	0.24	0.17	1.42
1837	123	-2.01	0.20	0.47	0.16	0.24	0.17	1.41
1836	124	-2.00	0.20	0.47	0.14	0.22	0.17	1.25
1835	125	-1.99	0.20	0.47	0.14	0.22	0.17	1.24
1834	126	-1.97	0.20	0.47	0.14	0.21	0.17	1.24
1833	127	-1.95	0.19	0.47	0.14	0.21	0.17	1.23
1832	128	-1.94	0.19	0.48	0.14	0.21	0.18	1.22
1831	129	-1.92	0.19	0.48	0.14	0.21	0.18	1.21
1830	130	-1.90	0.19	0.48	0.14	0.21	0.18	1.21
1829	131	-1.89	0.19	0.48	0.14	0.21	0.18	1.20
1828	132	-1.87	0.18	0.48	0.14	0.21	0.18	1.19
1827	133	-1.85	0.18	0.48	0.14	0.21	0.18	1.18
1826	134	-1.83	0.18	0.49	0.14	0.21	0.18	1.17
1825	135	-1.81	0.18	0.49	0.14	0.21	0.18	1.17
1824	136	-1.79	0.17	0.49	0.34	0.51	0.18	2.00
1823	137	-1.76	0.17	0.49	0.34	0.51	0.18	2.00
1822	138	-1.74	0.17	0.50	0.33	0.50	0.18	2.00
1821	139	-1.72	0.17	0.50	0.33	0.50	0.18	2.00
1820	140	-1.70	0.16	0.50	0.33	0.50	0.19	2.00
1819	141	-1.67	0.16	0.51	0.33	0.49	0.19	2.00
1818	142	-1.65	0.16	0.51	0.32	0.49	0.19	2.00
1817	143	-1.63	0.15	0.51	0.32	0.48	0.19	2.00
1816	144	-1.60	0.15	0.51	0.32	0.48	0.19	2.00
1815	145	-1.58	0.15	0.52	0.32	0.48	0.19	2.00
1814	146	-1.55	0.15	0.52	0.31	0.47	0.19	2.00
1813	147	-1.52	0.14	0.53	0.31	0.47	0.19	2.00
1812	148	-1.50	0.14	0.53	0.31	0.47	0.20	2.00
1811	149	-1.47	0.14	0.53	0.31	0.46	0.20	2.00
1810	150	-1.44	0.13	0.54	0.31	0.46	0.20	2.00

Table I5. Results from calculations to find factor of safety against liquefaction (Kayen et al., 2013).

Elev	z	r_d	CSR	CRR_7.5	CRR	FS_Liq	Comments: For Event #1 – a_max=0.3, M_w=6.2, DFW=Duration weighting factor=1.29, P_L=probability of liquefaction triggering=0.15, Elev=Elevation above sea level [t], z=Depth [ft], r_d=Shear stress reduction coefficient, CSR=Cyclic stress ratio for the magnitude and effective stress of interest, CRR_7.5 = standardized cyclic resistance corresponding to a moment magnitude earthquake of 7.5, with 15 uniform shear stress cycles, and one atmosphere of pressure, CRR=Cyclic resistance ratio for the magnitude and effective stress of interest, FS_Liq=Factor of safety against liquefaction. See definition of variables on previous page. See definition of variables on previous page.
1960	0
1959	1	1.00	0.19	1.00	1.29	2.00
1958	2	1.00	0.19	1.00	1.29	2.00
1957	3	1.00	0.19	1.00	1.29	2.00
1956	4	1.00	0.19	1.00	1.29	2.00
1955	5	1.00	0.19	1.00	1.29	2.00
1954	6	1.00	0.19	1.00	1.29	2.00
1953	7	1.00	0.19	1.00	1.29	2.00
1952	8	1.00	0.19	1.00	1.29	2.00
1951	9	1.00	0.19	1.00	1.29	2.00
1950	10	1.00	0.20	1.00	1.29	2.00
1949	11	1.00	0.21	1.00	1.29	2.00
1948	12	0.99	0.22	1.00	1.29	2.00
1947	13	0.99	0.23	1.00	1.29	2.00
1946	14	0.99	0.24	1.00	1.29	2.00
1945	15	0.99	0.24	1.00	1.29	2.00
1944	16	0.99	0.25	1.00	1.29	2.00
1943	17	0.99	0.25	1.00	1.29	2.00
1942	18	0.99	0.26	1.00	1.29	2.00
1941	19	0.99	0.26	1.00	1.29	2.00
1940	20	0.99	0.26	1.00	1.29	2.00
1939	21	0.98	0.27	0.49	0.63	2.00
1938	22	0.98	0.27	0.47	0.61	2.00
1937	23	0.98	0.28	0.45	0.58	2.00
1936	24	0.98	0.28	0.44	0.56	2.00
1935	25	0.98	0.28	0.42	0.54	1.94
1934	26	0.97	0.28	0.41	0.53	1.86
1933	27	0.97	0.29	0.39	0.51	1.78
1932	28	0.97	0.29	0.38	0.49	1.72
1931	29	0.96	0.29	0.37	0.48	1.66
1930	30	0.96	0.29	1.00	1.29	2.00
1929	31	0.96	0.29	1.00	1.29	2.00
1928	32	0.95	0.29	1.00	1.29	2.00
1927	33	0.95	0.29	1.00	1.29	2.00
1926	34	0.94	0.29	1.00	1.29	2.00
1925	35	0.94	0.29	1.00	1.29	2.00
1924	36	0.93	0.29	0.38	0.49	1.67
1923	37	0.93	0.29	0.37	0.47	1.63
1922	38	0.92	0.29	0.36	0.46	1.59
1921	39	0.91	0.29	0.35	0.45	1.55
1920	40	0.91	0.29	0.34	0.44	1.52
1919	41	0.90	0.29	0.33	0.43	1.49
1918	42	0.89	0.29	0.33	0.42	1.47
1917	43	0.89	0.29	0.32	0.41	1.44
1916	44	0.88	0.29	0.31	0.40	1.42
1915	45	0.87	0.28	0.31	0.40	1.40
1914	46	0.86	0.28	0.30	0.39	1.38
1913	47	0.86	0.28	0.30	0.38	1.36
1912	48	0.85	0.28	0.29	0.38	1.34
1911	49	0.84	0.28	0.29	0.37	1.33
1910	50	0.84	0.28	1.00	1.29	2.00
1909	51	0.83	0.27	1.00	1.29	2.00
1908	52	0.82	0.27	1.00	1.29	2.00
1907	53	0.81	0.27	1.00	1.29	2.00
1906	54	0.81	0.27	1.00	1.29	2.00
1905	55	0.80	0.27	1.00	1.29	2.00
1904	56	0.80	0.27	1.00	1.29	2.00
1903	57	0.79	0.27	1.00	1.29	2.00
1902	58	0.78	0.26	1.00	1.29	2.00
1901	59	0.78	0.26	1.00	1.29	2.00
1900	60	0.77	0.26	1.00	1.29	2.00
1899	61	0.77	0.26	1.00	1.29	2.00
1898	62	0.76	0.26	1.00	1.29	2.00
1897	63	0.76	0.26	1.00	1.29	2.00
1896	64	0.76	0.26	1.00	1.29	2.00
1895	65	0.75	0.26	0.75	0.96	2.00
1894	66	0.75	0.26	0.73	0.94	2.00
1893	67	0.75	0.26	0.71	0.92	2.00
1892	68	0.74	0.26	0.70	0.90	2.00
1891	69	0.74	0.26	0.68	0.89	2.00
1890	70	0.74	0.26	0.67	0.87	2.00
1889	71	0.74	0.26	0.66	0.85	2.00
1888	72	0.74	0.26	0.64	0.83	2.00
1887	73	0.73	0.26	0.63	0.82	2.00
1886	74	0.73	0.26	0.62	0.80	2.00
1885	75	0.73	0.25	0.61	0.79	2.00
1884	76	0.73	0.25	0.60	0.77	2.00
1883	77	0.73	0.25	0.59	0.76	2.00
1882	78	0.73	0.25	0.58	0.75	2.00
1881	79	0.73	0.25	0.57	0.74	2.00
1880	80	0.73	0.25	0.56	0.72	2.00
1879	81	0.72	0.25	0.55	0.71	2.00
1878	82	0.72	0.26	0.54	0.70	2.00
1877	83	0.72	0.26	0.53	0.69	2.00
1876	84	0.72	0.26	0.52	0.68	2.00
1875	85	0.72	0.26	0.52	0.67	2.00
1874	86	0.72	0.26	0.51	0.66	2.00
1873	87	0.72	0.26	0.50	0.65	2.00
1872	88	0.72	0.26	0.49	0.64	2.00
1871	89	0.72	0.26	0.49	0.63	2.00
1870	90	0.72	0.26	0.48	0.62	2.00
1869	91	0.72	0.26	0.47	0.61	2.00
1868	92	0.72	0.26	0.47	0.61	2.00
1867	93	0.72	0.26	0.46	0.60	2.00
1866	94	0.72	0.26	0.46	0.59	2.00
1865	95	0.72	0.26	0.45	0.58	2.00
1864	96	0.72	0.26	0.28	0.37	1.43
1863	97	0.72	0.26	0.28	0.36	1.41
1862	98	0.72	0.26	0.28	0.36	1.40
1861	99	0.72	0.26	0.28	0.36	1.38
1860	100	0.72	0.26	0.27	0.35	1.37
1859	101	0.72	0.26	0.27	0.35	1.36
1858	102	0.72	0.26	0.27	0.35	1.34
1857	103	0.72	0.26	0.27	0.34	1.33
1856	104	0.72	0.26	0.26	0.34	1.32
1855	105	0.72	0.26	0.26	0.34	1.31
1854	106	0.72	0.26	0.26	0.34	1.29
1853	107	0.72	0.26	0.26	0.33	1.28
1852	108	0.72	0.26	0.26	0.33	1.27
1851	109	0.72	0.26	0.25	0.33	1.26
1850	110	0.72	0.26	0.25	0.33	1.25
1849	111	0.72	0.26	0.25	0.32	1.24
1848	112	0.72	0.26	0.25	0.32	1.23
1847	113	0.72	0.26	0.25	0.32	1.22
1846	114	0.72	0.26	0.24	0.32	1.21
1845	115	0.72	0.26	0.24	0.31	1.20
1844	116	0.72	0.26	0.24	0.31	1.19
1843	117	0.72	0.26	0.24	0.31	1.18
1842	118	0.72	0.26	0.24	0.31	1.17
1841	119	0.72	0.26	0.24	0.30	1.16
1840	120	0.72	0.26	0.23	0.30	1.15
1839	121	0.72	0.26	0.23	0.30	1.14
1838	122	0.72	0.26	0.23	0.30	1.14
1837	123	0.72	0.26	0.23	0.30	1.13
1836	124	0.72	0.26	0.18	0.23	0.87
1835	125	0.72	0.26	0.18	0.23	0.86
1834	126	0.72	0.26	0.17	0.23	0.86
1833	127	0.72	0.26	0.17	0.22	0.85
1832	128	0.72	0.26	0.17	0.22	0.85
1831	129	0.72	0.26	0.17	0.22	0.84
1830	130	0.72	0.26	0.17	0.22	0.84
1829	131	0.72	0.26	0.17	0.22	0.83
1828	132	0.72	0.26	0.17	0.22	0.83
1827	133	0.72	0.27	0.17	0.22	0.83
1826	134	0.72	0.27	0.17	0.22	0.82
1825	135	0.72	0.27	0.17	0.22	0.82
1824	136	0.72	0.27	1.00	1.29	2.00
1823	137	0.72	0.27	1.00	1.29	2.00
1822	138	0.72	0.27	1.00	1.29	2.00
1821	139	0.72	0.27	1.00	1.29	2.00
1820	140	0.72	0.27	1.00	1.29	2.00
1819	141	0.72	0.27	1.00	1.29	2.00
1818	142	0.72	0.27	1.00	1.29	2.00
1817	143	0.72	0.27	1.00	1.29	2.00
1816	144	0.72	0.26	1.00	1.29	2.00
1815	145	0.72	0.26	0.99	1.28	2.00
1814	146	0.72	0.26	0.98	1.26	2.00
1813	147	0.72	0.26	0.96	1.25	2.00
1812	148	0.72	0.26	0.95	1.23	2.00
1811	149	0.72	0.26	0.93	1.21	2.00
1810	150	0.72	0.26	0.92	1.19	2.00

Table I6. Results from calculations to find soil settlement (Boulanger and Idriss, 2008).

Elev	z	D_r	Fα	γ_lim	γ_max	ε_v	δ	Σδ	Comments: For Event #1 – a_max=0.3, M_w=6.2, z=Depth [ft], FS_α =Factor of Safety, γ_lim =Limiting shear strain, γ_max =Maximum shear strain, ε_v =Volumetric strain, δ = ∆s = Incremental soil settlement [in], Σδ = s_1D = Cumulative soil settlement from bottom of soil profile to top of soil profile [in]. Applicable for gravel and sand (merged FS based on Rollins et al. 2022 for gravel or Kayen et al. 2013 for sand and silt). See definition of variables on previous page. Applicable for gravel and sand (merged FS based on Rollins et al. 2022 for gravel or Kayen et al. 2013 for sand and silt). See definition of variables on previous page. Applicable for gravel and sand (merged FS based on Rollins et al. 2022 for gravel or Kayen et al. 2013 for sand and silt).
1960	0
1959	1	67	0.488	15	0.000	0.00	0.00	2.85
1958	2	67	0.488	15	0.000	0.00	0.00	2.85
1957	3	67	0.488	15	0.000	0.00	0.00	2.85
1956	4	67	0.488	15	0.000	0.00	0.00	2.85
1955	5	67	0.488	15	0.000	0.00	0.00	2.85
1954	6	67	0.488	15	0.000	0.00	0.00	2.85
1953	7	67	0.488	15	0.000	0.00	0.00	2.85
1952	8	67	0.488	15	0.000	0.00	0.00	2.85
1951	9	67	0.488	15	0.000	0.00	0.00	2.85
1950	10	99	-1.196	0	0.000	0.00	0.00	2.85
1949	11	99	-1.196	0	0.000	0.00	0.00	2.85
1948	12	99	-1.196	0	0.000	0.00	0.00	2.85
1947	13	99	-1.196	0	0.000	0.00	0.00	2.85
1946	14	99	-1.196	0	0.000	0.00	0.00	2.85
1945	15	99	-1.196	0	0.000	0.00	0.00	2.85
1944	16	99	-1.196	0	0.000	0.00	0.00	2.85
1943	17	99	-1.196	0	0.000	0.00	0.00	2.85
1942	18	99	-1.196	0	0.000	0.00	0.00	2.85
1941	19	99	-1.196	0	0.000	0.00	0.00	2.85
1940	20	99	-1.196	0	0.000	0.00	0.00	2.85
1939	21	46	0.924	49	0.000	0.00	0.00	2.85
1938	22	46	0.924	49	0.000	0.00	0.00	2.85
1937	23	46	0.924	49	0.000	0.00	0.00	2.85
1936	24	46	0.924	49	0.000	0.00	0.00	2.85
1935	25	46	0.924	49	0.017	0.01	0.00	2.85
1934	26	46	0.924	49	0.041	0.02	0.00	2.85
1933	27	46	0.924	49	0.067	0.03	0.00	2.85
1932	28	46	0.924	49	0.094	0.04	0.01	2.84
1931	29	46	0.924	49	0.124	0.06	0.01	2.84
1930	30	94	-0.852	1	0.000	0.00	0.00	2.83
1929	31	94	-0.852	1	0.000	0.00	0.00	2.83
1928	32	94	-0.852	1	0.000	0.00	0.00	2.83
1927	33	94	-0.852	1	0.000	0.00	0.00	2.83
1926	34	94	-0.852	1	0.000	0.00	0.00	2.83
1925	35	94	-0.852	1	0.000	0.00	0.00	2.83
1924	36	42	0.948	58	0.085	0.04	0.01	2.83
1923	37	42	0.948	58	0.101	0.05	0.01	2.82
1922	38	42	0.948	58	0.118	0.06	0.01	2.82
1921	39	42	0.948	58	0.135	0.07	0.01	2.81
1920	40	42	0.948	58	0.153	0.08	0.01	2.80
1919	41	42	0.948	58	0.171	0.09	0.01	2.79
1918	42	42	0.948	58	0.189	0.10	0.01	2.78
1917	43	42	0.948	58	0.208	0.11	0.01	2.77
1916	44	42	0.948	58	0.227	0.12	0.01	2.76
1915	45	42	0.948	58	0.246	0.13	0.02	2.74
1914	46	42	0.948	58	0.265	0.14	0.02	2.73
1913	47	42	0.948	58	0.284	0.15	0.02	2.71
1912	48	42	0.948	58	0.304	0.16	0.02	2.69
1911	49	42	0.948	58	0.323	0.17	0.02	2.67
1910	50	84	-0.254	3	0.000	0.00	0.00	2.65
1909	51	84	-0.254	3	0.000	0.00	0.00	2.65
1908	52	84	-0.254	3	0.000	0.00	0.00	2.65
1907	53	84	-0.254	3	0.000	0.00	0.00	2.65
1906	54	84	-0.254	3	0.000	0.00	0.00	2.65
1905	55	84	-0.254	3	0.000	0.00	0.00	2.65
1904	56	84	-0.254	3	0.000	0.00	0.00	2.65
1903	57	84	-0.254	3	0.000	0.00	0.00	2.65
1902	58	84	-0.254	3	0.000	0.00	0.00	2.65
1901	59	84	-0.254	3	0.000	0.00	0.00	2.65
1900	60	84	-0.254	3	0.000	0.00	0.00	2.65
1899	61	84	-0.254	3	0.000	0.00	0.00	2.65
1898	62	84	-0.254	3	0.000	0.00	0.00	2.65
1897	63	84	-0.254	3	0.000	0.00	0.00	2.65
1896	64	84	-0.254	3	0.000	0.00	0.00	2.65
1895	65	68	0.454	14	0.000	0.00	0.00	2.65
1894	66	68	0.454	14	0.000	0.00	0.00	2.65
1893	67	68	0.454	14	0.000	0.00	0.00	2.65
1892	68	68	0.454	14	0.000	0.00	0.00	2.65
1891	69	68	0.454	14	0.002	0.00	0.00	2.65
1890	70	68	0.454	14	0.008	0.00	0.00	2.65
1889	71	68	0.454	14	0.015	0.00	0.00	2.65
1888	72	68	0.454	14	0.021	0.01	0.00	2.65
1887	73	68	0.454	14	0.027	0.01	0.00	2.65
1886	74	68	0.454	14	0.033	0.01	0.00	2.65
1885	75	68	0.454	14	0.038	0.01	0.00	2.65
1884	76	68	0.454	14	0.044	0.01	0.00	2.65
1883	77	68	0.454	14	0.049	0.01	0.00	2.65
1882	78	68	0.454	14	0.054	0.01	0.00	2.64
1881	79	68	0.454	14	0.059	0.02	0.00	2.64
1880	80	68	0.454	14	0.064	0.02	0.00	2.64
1879	81	68	0.454	14	0.068	0.02	0.00	2.64
1878	82	68	0.454	14	0.073	0.02	0.00	2.64
1877	83	68	0.454	14	0.078	0.02	0.00	2.63
1876	84	68	0.454	14	0.083	0.02	0.00	2.63
1875	85	68	0.454	14	0.088	0.02	0.00	2.63
1874	86	68	0.454	14	0.093	0.03	0.00	2.63
1873	87	68	0.454	14	0.098	0.03	0.00	2.62
1872	88	68	0.454	14	0.103	0.03	0.00	2.62
1871	89	68	0.454	14	0.108	0.03	0.00	2.62
1870	90	68	0.454	14	0.113	0.03	0.00	2.61
1869	91	68	0.454	14	0.119	0.03	0.00	2.61
1868	92	68	0.454	14	0.125	0.03	0.00	2.61
1867	93	68	0.454	14	0.131	0.04	0.00	2.60
1866	94	68	0.454	14	0.137	0.04	0.00	2.60
1865	95	68	0.454	14	0.143	0.04	0.00	2.59
1864	96	48	0.906	44	0.242	0.11	0.01	2.59
1863	97	48	0.906	44	0.244	0.11	0.01	2.57
1862	98	48	0.906	44	0.245	0.11	0.01	2.56
1861	99	48	0.906	44	0.247	0.11	0.01	2.55
1860	100	48	0.906	44	0.250	0.11	0.01	2.53
1859	101	48	0.906	44	0.252	0.11	0.01	2.52
1858	102	48	0.906	44	0.255	0.12	0.01	2.51
1857	103	48	0.906	44	0.258	0.12	0.01	2.49
1856	104	48	0.906	44	0.261	0.12	0.01	2.48
1855	105	48	0.906	44	0.264	0.12	0.01	2.47
1854	106	48	0.906	44	0.268	0.12	0.01	2.45
1853	107	48	0.906	44	0.272	0.12	0.01	2.44
1852	108	48	0.906	44	0.276	0.12	0.01	2.42
1851	109	48	0.906	44	0.280	0.13	0.02	2.41
1850	110	48	0.906	44	0.285	0.13	0.02	2.39
1849	111	48	0.906	44	0.291	0.13	0.02	2.38
1848	112	48	0.906	44	0.296	0.13	0.02	2.36
1847	113	48	0.906	44	0.302	0.14	0.02	2.34
1846	114	48	0.906	44	0.308	0.14	0.02	2.33
1845	115	48	0.906	44	0.315	0.14	0.02	2.31
1844	116	48	0.906	44	0.322	0.15	0.02	2.29
1843	117	48	0.906	44	0.330	0.15	0.02	2.28
1842	118	48	0.906	44	0.338	0.15	0.02	2.26
1841	119	48	0.906	44	0.346	0.16	0.02	2.24
1840	120	48	0.906	44	0.356	0.16	0.02	2.22
1839	121	48	0.906	44	0.365	0.17	0.02	2.20
1838	122	48	0.906	44	0.376	0.170	0.020	2.18
1837	123	48	0.906	44	0.386	0.17	0.02	2.16
1836	124	37	-0.952	72	2.325	1.38	0.17	2.14
1835	125	37	-0.952	72	2.354	1.40	0.17	1.98
1834	126	37	-0.952	72	2.383	1.42	0.17	1.81
1833	127	37	-0.952	72	2.413	1.44	0.17	1.64
1832	128	37	-0.952	72	2.445	1.45	0.17	1.47
1831	129	37	-0.952	72	2.477	1.47	0.18	1.29
1830	130	37	-0.952	72	2.511	1.49	0.18	1.11
1829	131	37	-0.952	72	2.545	1.51	0.18	0.93
1828	132	37	-0.952	72	2.581	1.54	0.18	0.75
1827	133	37	-0.952	72	2.618	1.56	0.19	0.57
1826	134	37	-0.952	72	2.655	1.58	0.19	0.38
1825	135	37	-0.952	72	2.694	1.60	0.19	0.19
1824	136	86	-0.364	3	0.000	0.00	0.00	0.00
1823	137	86	-0.364	3	0.000	0.00	0.00	0.00
1822	138	86	-0.364	3	0.000	0.00	0.00	0.00
1821	139	86	-0.364	3	0.000	0.00	0.00	0.00
1820	140	86	-0.364	3	0.000	0.00	0.00	0.00
1819	141	86	-0.364	3	0.000	0.00	0.00	0.00
1818	142	86	-0.364	3	0.000	0.00	0.00	0.00
1817	143	86	-0.364	3	0.000	0.00	0.00	0.00
1816	144	86	-0.364	3	0.000	0.00	0.00	0.00
1815	145	86	-0.364	3	0.000	0.00	0.00	0.00
1814	146	86	-0.364	3	0.000	0.00	0.00	0.00
1813	147	86	-0.364	3	0.000	0.00	0.00	0.00
1812	148	86	-0.364	3	0.000	0.00	0.00	0.00
1811	149	86	-0.364	3	0.000	0.00	0.00	0.00
1810	150	86	-0.364	3	0.000	0.00	0.00	0.00

Table I8. PileAXL output for the Tok River Bridge Abutment 1 piles (converted to imperial units).

Depth	ULS fs	ULS Qs	ULS Qb	∆Q	Q	R	min(Q,R)	δpile	Comments: ULS fs = Ultimate unit side shear (PileAXL output), ULS Qs = Ultimate total side resistance (PileAXL output), ULS Qb = Ultimate bearing resistance (PileAXL output), ∆Q =incremental side resistance (Excel calculation), Q = cumulative load in the pile (Excel calculation), R= resistance from soil surrounding pile; resistance values are calculated at the top of each sublayer (Excel calculation), min(Q,R) = minimum of Q and R for each depth (Excel calculation). See definition of variables on previous page.
[ft]	[tsf]	[tons]	[tons]	[tons]	[tons]	[tons]	[tons]	[in]
0.00	0.0000	0.0000	0.0000	0.0000	149.5000	411.6266	149.5000	1.540
2.00	0.0357	0.1684	10.6007	0.1684	149.6684	411.6266	149.6684	1.531
4.00	0.0715	0.6736	21.2014	0.5052	150.1736	411.4583	150.1736	1.523
6.00	0.0835	1.4040	31.8022	0.7304	150.9040	410.9531	150.9040	1.514
8.00	0.0835	2.1912	42.4029	0.7872	151.6912	410.2227	151.6912	1.505
10.00	0.0835	2.9784	53.0036	0.7872	152.4784	409.4355	152.4784	1.496
12.00	0.1253	3.9624	58.8319	0.9840	153.4624	408.6482	153.4624	1.487
14.00	0.1253	5.1433	64.6412	1.1808	154.6433	407.6642	154.6433	1.478
16.00	0.1253	6.3241	70.4505	1.1808	155.8241	406.4834	155.8241	1.469
18.00	0.1253	7.5049	76.2598	1.1808	157.0049	405.3025	157.0049	1.460
20.00	0.1253	8.6858	82.0691	1.1808	158.1858	404.1217	158.1858	1.451
22.00	0.1671	10.0634	69.8799	1.3776	159.5634	402.9409	159.5634	1.441
24.00	0.1671	11.6379	73.6816	1.5744	161.1379	401.5632	161.1379	1.432
26.00	0.1671	13.2123	77.4832	1.5744	162.7123	399.9888	162.7123	1.423
28.00	0.1671	14.7867	81.2849	1.5745	164.2867	398.4143	164.2867	1.413
30.00	0.1880	16.4596	106.3620	1.6728	165.9596	396.8399	165.9596	1.403
32.00	0.1880	18.2308	111.9858	1.7713	167.7308	395.1671	167.7308	1.394
34.00	0.1880	20.0021	117.6095	1.7713	169.5021	393.3958	169.5021	1.384
36.00	0.1880	21.7733	123.2332	1.7712	171.2733	391.6245	171.2733	1.374
37.99	0.2506	23.8398	103.0855	2.0665	173.3398	389.8533	173.3398	1.364
39.99	0.2506	26.2015	107.5845	2.3617	175.7015	387.7868	175.7015	1.353
41.99	0.2506	28.5631	112.0835	2.3617	178.0631	385.4252	178.0631	1.343
43.99	0.2506	30.9248	116.5825	2.3617	180.4248	383.0635	180.4248	1.333
45.99	0.2506	33.2865	121.0815	2.3617	182.7865	380.7018	182.7865	1.322
47.99	0.2506	35.6481	125.5804	2.3617	185.1481	378.3402	185.1481	1.311
49.99	0.3133	38.3050	162.5888	2.6569	187.8050	375.9785	187.8050	1.300
51.99	0.3133	41.2571	168.0438	2.9521	190.7571	373.3216	190.7571	1.289
53.99	0.3133	44.2092	173.4988	2.9521	193.7092	370.3695	193.7092	1.278
55.99	0.3133	47.1613	178.9538	2.9521	196.6613	367.4174	196.6613	1.266
57.99	0.3133	50.1134	184.4088	2.9521	199.6134	364.4654	199.6134	1.255
59.99	0.3133	53.0654	189.8638	2.9521	202.5654	361.5133	202.5654	1.243
61.99	0.3133	56.0175	195.3188	2.9521	205.5175	358.5612	205.5175	1.231
63.99	0.3133	58.9696	200.7738	2.9521	208.4696	355.6091	208.4696	1.219
65.99	0.4282	62.4629	206.0956	3.4933	211.9629	352.6570	211.9629	1.207
67.99	0.4282	66.4974	211.2919	4.0345	215.9974	349.1637	215.9974	1.194
69.99	0.4282	70.5319	216.4882	4.0345	220.0319	345.1292	220.0319	1.181
71.99	0.4282	74.5665	221.4368	4.0345	224.0665	341.0947	224.0665	1.168
73.99	0.4282	78.6010	221.4368	4.0345	228.1010	337.0602	228.1010	1.155
75.99	0.4282	82.6355	221.4368	4.0345	232.1355	333.0257	232.1355	1.141
77.99	0.4282	86.6700	221.4368	4.0345	236.1700	328.9911	236.1700	1.128
79.99	0.4282	90.7045	221.4368	4.0345	240.2045	324.9566	240.2045	1.114
81.99	0.4282	94.7390	221.4368	4.0345	244.2390	320.9221	244.2390	1.099
83.99	0.4282	98.7736	221.4368	4.0345	248.2736	316.8876	248.2736	1.085
85.99	0.4282	102.8081	221.4368	4.0345	252.3081	312.8531	252.3081	1.070
87.99	0.4282	106.8426	221.4368	4.0345	256.3426	308.8186	256.3426	1.055
89.99	0.4282	110.8771	221.4368	4.0345	260.3771	304.7840	260.3771	1.040
91.99	0.4282	114.9116	221.4368	4.0345	264.4116	300.7495	264.4116	1.025
93.99	0.4282	118.9461	221.4368	4.0345	268.4461	296.7150	268.4461	1.009
95.99	0.4282	122.9807	221.4368	4.0345	272.4807	292.6805	272.4807	0.993
97.99	0.5535	127.6056	221.4368	4.6249	277.1056	288.6460	277.1056	0.977
99.99	0.5535	132.8209	221.4368	5.2153	282.3209	284.0210	282.3209	0.961
101.99	0.5535	138.0363	221.4368	5.2153	287.5363	278.8057	278.8057	0.945
103.99	0.5535	143.2516	221.4368	5.2153	292.7516	273.5903	273.5903	0.929
105.99	0.5535	148.4670	221.4368	5.2153	297.9670	268.3750	268.3750	0.913
107.99	0.5535	153.6823	221.4368	5.2153	303.1823	263.1596	263.1596	0.898
109.98	0.5535	158.8977	221.4368	5.2154	308.3977	257.9443	257.9443	0.883
111.98	0.5535	164.1130	221.4368	5.2153	313.6130	252.7289	252.7289	0.868
113.98	0.5535	169.3284	221.4368	5.2153	318.8284	247.5136	247.5136	0.854
115.98	0.5535	174.5437	221.4368	5.2153	324.0437	242.2982	242.2982	0.840
117.98	0.5535	179.7591	221.4368	5.2153	329.2591	237.0829	237.0829	0.826
119.98	0.5535	184.9744	221.4368	5.2153	334.4744	231.8675	231.8675	0.812
121.98	0.5535	190.1898	221.4368	5.2153	339.6898	226.6522	226.6522	0.799
123.98	0.5535	195.4051	221.4368	5.2153	344.9051	221.4368	221.4368	0.786

Table I11. Results from TZPILE, as obtained by using PileAXL input and additional spreadsheet post-processing calculations.

z	Min(Q,R)	δ_p	Comments: z=Depth [ft], Min(Q,R)=Load used to develop combination curve to identify the location of the neutral plane, δ_p =pile settlement.
1	294.1	2.887
3	294.0	2.878
5	293.8	2.870
7	293.7	2.861
9	293.6	2.852
11	293.6	2.843
13	293.8	2.834
15	294.1	2.825
17	294.7	2.816
19	295.5	2.808
21	296.5	2.799
23	297.7	2.790
25	299.2	2.781
27	300.9	2.772
29	302.9	2.763
31	305.0	2.753
33	307.2	2.744
35	309.6	2.735
37	312.2	2.726
39	315.0	2.716
41	317.9	2.707
43	320.7	2.697
45	323.3	2.687
47	325.5	2.678
49	326.5	2.668
51	326.5	2.658
53	326.4	2.648
55	327.0	2.638
57	328.4	2.628
59	330.5	2.618
61	333.2	2.608
63	336.7	2.598
65	340.7	2.588
67	345.3	2.578
69	350.4	2.567
71	355.9	2.557
73	361.8	2.546
75	368.1	2.535
77	374.6	2.524
79	381.3	2.512
81	388.3	2.501
83	395.5	2.489
85	402.8	2.477
87	410.3	2.465
89	418.0	2.452
91	425.7	2.440
93	433.6	2.427
95	441.6	2.414
97	449.6	2.400
99	457.6	2.386
101	465.4	2.373
103	473.0	2.358
105	480.4	2.344
107	487.4	2.329
109	494.0	2.315
111	500.1	2.300
113	505.4	2.285
115	509.8	2.269
117	512.9	2.254
119	514.1	2.238
121	513.2	2.223
123	509.9	2.208
125	502.5	2.192
127	491.9	2.177
129	481.2	2.163
131	470.4	2.148
133	459.4	2.134
135	448.4	2.121

Table J2. Parameters used to find soil settlement.

Layer Depth			z	σ_zo′	α_1,L	α_1,L	IL	α_1,R	α_1,R	I_R	Σ(I)	∆σ	σ′_zf	δ_inc	Σδ
0	-	1	0.5	28.8	0.025	1.446	0.500	0.014	1.551	0.500	1.000	3479	3508	0.069	0.069
1	-	2	1.5	86.4	0.067	1.212	0.493	0.043	1.510	0.500	0.993	3455	3542	0.054	0.123
2	-	3	2.5	144	0.095	1.012	0.473	0.071	1.470	0.500	0.973	3387	3531	0.046	0.169
3	-	4	3.5	201.6	0.108	0.852	0.443	0.099	1.430	0.500	0.943	3282	3484	0.041	0.210
4	-	5	4.5	259.2	0.111	0.727	0.408	0.126	1.390	0.500	0.908	3161	3420	0.037	0.247
5	-	6	5.5	316.8	0.109	0.629	0.374	0.153	1.351	0.500	0.873	3039	3356	0.034	0.281
6	-	7	6.5	374.4	0.104	0.552	0.341	0.179	1.313	0.499	0.840	2925	3299	0.031	0.313
7	-	8	7.5	432	0.098	0.490	0.312	0.205	1.275	0.499	0.811	2822	3254	0.029	0.342
8	-	9	8.5	489.6	0.092	0.440	0.286	0.230	1.239	0.498	0.785	2731	3220	0.027	0.369
9	-	10	9.5	547.2	0.086	0.399	0.264	0.253	1.203	0.498	0.762	2650	3197	0.025	0.395
10	-	11	10.5	604.8	0.080	0.364	0.244	0.276	1.168	0.497	0.741	2579	3184	0.024	0.419
11	-	12	11.5	662.4	0.075	0.335	0.227	0.298	1.134	0.496	0.723	2516	3178	0.023	0.441
12	-	13	12.5	720	0.071	0.310	0.211	0.319	1.101	0.495	0.707	2459	3179	0.021	0.463
13	-	14	13.5	777.6	0.067	0.288	0.198	0.339	1.070	0.494	0.692	2409	3186	0.020	0.483
14	-	15	14.5	835.2	0.063	0.269	0.186	0.358	1.039	0.493	0.679	2363	3198	0.019	0.502
15	-	16	15.5	892.8	0.059	0.253	0.175	0.376	1.009	0.492	0.667	2321	3214	0.018	0.521
16	-	17	16.5	950.4	0.056	0.238	0.165	0.393	0.981	0.490	0.656	2282	3233	0.018	0.538
17	-	18	17.5	1008	0.054	0.225	0.157	0.409	0.953	0.489	0.646	2247	3255	0.017	0.555
18	-	19	18.5	1065.6	0.051	0.213	0.149	0.424	0.927	0.487	0.636	2214	3280	0.016	0.572
19	-	20	19.5	1123.2	0.049	0.202	0.142	0.438	0.902	0.485	0.627	2183	3306	0.016	0.587
20	-	21	20.5	1180.8	0.047	0.193	0.135	0.451	0.877	0.484	0.619	2154	3335	0.015	0.602
21	-	22	21.5	1238.4	0.045	0.184	0.129	0.463	0.854	0.482	0.611	2126	3365	0.014	0.617
22	-	23	22.5	1296	0.043	0.176	0.124	0.474	0.831	0.480	0.604	2100	3396	0.014	0.630
23	-	24	23.5	1353.6	0.041	0.169	0.119	0.484	0.809	0.477	0.596	2075	3429	0.013	0.644
24	-	25	24.5	1411.2	0.039	0.162	0.114	0.494	0.788	0.475	0.589	2051	3463	0.013	0.657
25	-	26	25.5	1468.8	0.038	0.156	0.110	0.503	0.768	0.473	0.583	2028	3497	0.013	0.669
26	-	27	26.5	1526.4	0.037	0.150	0.106	0.511	0.749	0.470	0.576	2006	3532	0.012	0.681
27	-	28	27.5	1594	0.035	0.144	0.102	0.519	0.731	0.468	0.570	1985	3579	0.012	0.693
28	-	29	28.5	1661.6	0.034	0.139	0.099	0.526	0.713	0.465	0.564	1964	3625	0.011	0.704
29	-	30	29.5	1729.2	0.033	0.135	0.096	0.532	0.696	0.463	0.558	1943	3673	0.011	0.715
30	-	31	30.5	1796.8	0.032	0.130	0.093	0.538	0.680	0.460	0.553	1924	3720	0.011	0.726
31	-	32	31.5	1864.4	0.031	0.126	0.090	0.543	0.664	0.458	0.547	1904	3769	0.010	0.736
32	-	33	32.5	1932	0.030	0.122	0.087	0.547	0.649	0.455	0.542	1885	3817	0.010	0.746
33	-	34	33.5	1999.6	0.029	0.119	0.084	0.551	0.634	0.452	0.537	1867	3867	0.010	0.755
34	-	35	34.5	2067.2	0.028	0.115	0.082	0.555	0.620	0.449	0.531	1849	3916	0.009	0.764
35	-	36	35.5	2134.8	0.028	0.112	0.080	0.558	0.607	0.446	0.526	1831	3966	0.009	0.773
36	-	37	36.5	2202.4	0.027	0.109	0.078	0.561	0.594	0.444	0.521	1814	4016	0.009	0.782
37	-	38	37.5	2270	0.026	0.106	0.076	0.563	0.582	0.441	0.516	1797	4067	0.008	0.790
38	-	39	38.5	2337.6	0.026	0.104	0.074	0.565	0.569	0.438	0.511	1780	4117	0.008	0.799
39	-	40	39.5	2405.2	0.025	0.101	0.072	0.567	0.558	0.435	0.507	1763	4169	0.008	0.807
40	-	41	40.5	2472.8	0.024	0.098	0.070	0.568	0.547	0.432	0.502	1747	4220	0.008	0.814
41	-	42	41.5	2540.4	0.024	0.096	0.068	0.569	0.536	0.429	0.497	1731	4271	0.007	0.822
42	-	43	42.5	2608	0.023	0.094	0.067	0.570	0.526	0.426	0.493	1715	4323	0.007	0.829
43	-	44	43.5	2675.6	0.023	0.092	0.065	0.571	0.516	0.423	0.488	1700	4375	0.007	0.836
44	-	45	44.5	2743.2	0.022	0.090	0.064	0.571	0.506	0.420	0.484	1684	4427	0.007	0.843
45	-	46	45.5	2810.8	0.022	0.088	0.063	0.571	0.496	0.417	0.480	1669	4480	0.007	0.850
46	-	47	46.5	2878.4	0.021	0.086	0.061	0.571	0.487	0.414	0.475	1654	4533	0.007	0.856
47	-	48	47.5	2946	0.021	0.084	0.060	0.570	0.479	0.411	0.471	1639	4585	0.006	0.863
48	-	49	48.5	3018.6	0.020	0.082	0.059	0.570	0.470	0.408	0.467	1625	4643	0.006	0.869
49	-	50	49.5	3091.2	0.020	0.081	0.058	0.569	0.462	0.405	0.463	1610	4702	0.006	0.875
50	-	51	50.5	3163.8	0.020	0.079	0.056	0.568	0.454	0.402	0.459	1596	4760	0.006	0.881
51	-	52	51.5	3236.4	0.019	0.078	0.055	0.567	0.446	0.399	0.455	1582	4819	0.006	0.887
z=layer midpoint depth [ft], σ′_z=vertical effective stress [psf], α₁ and α₂=angles [radians] from Figure J3, I=influence factor, ∆σ=change in stress [psf], δinc=settlement of sublayer [ft], Σδ (from bottom to top) = soil settlement profile (Figure J2). L=left, R=right, o=initial, f=final.

Table J3. PileAXL output for the MN 74551 bridge abutment piles.

Depth	ULS fs	ULS Qs	ULS Qb	∆Q	Q	R	min(Q,R)	δpile	Comments: ULS fs = Ultimate unit side resistance (PileAXL output), ULS Qs = Ultimate total side resistance (PileAXL output), ULS Qb = Ultimate bearing resistance (PileAXL output), ∆Q = discretized side resistance (Excel calculation), Q = cumulative load in the pile (Excel calculation), R= resistance from soil surrounding pile; resistance values are calculated at the top of each sublayer (Excel calculation), min(Q,R) = minimum of Q and R for each depth (Excel calculation), δpile=Settlement of pile obtained by determining the pile head movement from the PileAXL load-settlement curve (Figure J13) and the elastic compression.
[ft]	[tsf]	[tons]	[tons]	[tons]	[tons]	[tons]	[tons]	[in]
0.000	0.700	0.000	0.361	0.328	0.000	89.099	0.000	0.441
1.000	1.067	0.328	0.361	0.434	0.328	88.770	0.328	0.441
2.000	1.269	0.762	0.361	0.497	0.762	88.336	0.762	0.441
3.000	1.404	1.259	0.361	0.541	1.259	87.840	1.259	0.441
4.000	1.509	1.801	0.361	0.577	1.801	87.298	1.801	0.441
5.000	1.596	2.378	0.361	0.607	2.378	86.721	2.378	0.441
6.000	1.670	2.984	0.361	0.633	2.984	86.114	2.984	0.441
7.000	1.736	3.617	0.361	0.656	3.617	85.481	3.617	0.441
8.000	1.795	4.273	0.361	0.677	4.273	84.825	4.273	0.441
9.000	1.848	4.950	0.361	0.696	4.950	84.149	4.950	0.441
10.000	1.898	5.646	0.361	0.714	5.646	83.452	5.646	0.441
11.000	1.943	6.360	0.361	0.730	6.360	82.739	6.360	0.441
12.000	1.986	7.090	0.361	0.746	7.090	82.009	7.090	0.441
13.000	2.026	7.836	0.361	0.764	7.836	81.263	7.836	0.441
14.000	2.083	8.600	0.361	0.788	8.600	80.499	8.600	0.441
15.000	2.157	9.387	0.361	0.815	9.387	79.711	9.387	0.441
16.000	2.227	10.202	0.361	0.840	10.202	78.897	10.202	0.441
17.000	2.296	11.042	0.361	0.866	11.042	78.056	11.042	0.441
18.000	2.362	11.908	0.361	0.890	11.908	77.191	11.908	0.441
19.000	2.427	12.798	0.361	0.914	12.798	76.301	12.798	0.441
20.001	2.490	13.712	0.361	0.937	13.712	75.387	13.712	0.441
21.001	2.552	14.649	0.361	0.959	14.649	74.450	14.649	0.441
22.001	2.612	15.608	0.361	0.982	15.608	73.491	15.608	0.441
23.001	2.671	16.590	0.361	1.003	16.590	72.509	16.590	0.440
24.001	2.728	17.593	0.361	1.024	17.593	71.506	17.593	0.440
25.001	2.784	18.617	0.361	1.045	18.617	70.482	18.617	0.440
26.001	2.839	19.662	0.361	1.074	19.662	69.437	19.662	0.440
27.001	2.941	20.736	0.371	1.120	20.736	68.363	20.736	0.440
28.001	3.085	21.855	0.392	1.173	21.855	67.244	21.855	0.440
29.001	3.229	23.028	0.412	1.227	23.028	66.070	23.028	0.440
30.001	3.373	24.255	0.432	1.280	24.255	64.844	24.255	0.440
31.001	3.516	25.535	0.452	1.333	25.535	63.564	25.535	0.439
32.001	3.660	26.869	0.473	1.387	26.869	62.230	26.869	0.439
33.001	3.804	28.255	0.493	1.440	28.255	60.843	28.255	0.439
34.001	3.947	29.696	0.513	1.494	29.696	59.403	29.696	0.439
35.001	4.091	31.189	0.533	1.547	31.189	57.910	31.189	0.439
36.001	4.235	32.736	0.554	1.600	32.736	56.362	32.736	0.439
37.001	4.378	34.337	0.574	1.654	34.337	54.762	34.337	0.438
38.001	4.522	35.990	0.594	1.707	35.990	53.108	35.990	0.438
39.001	4.665	37.698	0.614	1.760	37.698	51.401	37.698	0.438
40.001	4.809	39.458	0.635	1.814	39.458	49.641	39.458	0.438
41.001	4.952	41.272	0.655	1.867	41.272	47.827	41.272	0.438
42.001	5.096	43.139	0.675	1.920	43.139	45.960	43.139	0.437
43.001	5.239	45.059	0.695	1.974	45.059	44.040	44.040	0.437
44.001	5.383	47.033	0.716	2.027	47.033	42.066	42.066	0.437
45.001	5.526	49.060	0.736	2.080	49.060	40.039	40.039	0.437
46.001	5.669	51.140	0.756	2.134	51.140	37.959	37.959	0.436
47.001	5.813	53.273	0.776	2.338	53.273	35.825	35.825	0.436
48.001	6.772	55.612	1.029	2.837	55.612	33.487	33.487	0.436
49.001	8.494	58.448	1.525	3.539	58.448	30.651	30.651	0.436
50.001	10.555	61.988	2.021	4.287	61.988	27.111	27.111	0.436
51.001	12.516	66.274	2.518	10.174	66.274	22.824	22.824	0.435
52.001	42.239	76.448	12.650		76.448	12.650	12.650	0.435