312000c 2009 Phase 1 Geotech Lateral Pile Analysis Report.pdf

GSE Engineering & Consulting, Inc.

5590 SW 64

th

Street, Suite B

Gainesville, Florida 32608

352-377-3233 Phone

352-377-0335 Fax www.gseengineering.com

Certificate of Authorization No. 27431

June 24, 2009

Mr. Rich Wheeler, P.E.

AKEA, Inc.

25401 NW 8

th Place

Newberry, Florida 32669

Lateral Pile Analysis

Veterans Administration Hospital Parking Structure

Gainesville, Florida

GSE Project No. 10358A

Dear Mr. Wheeler:

GSE Engineering & Consulting, Inc. (GSE) has performed a vertical and lateral pile analysis for the proposed Veterans Administration Hospital Parking Structure in

Gainesville, Florida. You authorized our services on December 19, 2008.

GSE previously completed a Summary Report of a Geotechnical Site Exploration for this project (GSE Project No. 10358, Report dated January 30, 2009). The proposed building has design loads of 1,000 to 1,850 kips and bearing wall loads of 35 kips per foot. Due to these heavy loads, that report recommended supporting the structure on a deep foundation.

We understand you are considering 16-, 18-, and 24-inch diameter augered cast-in-place (ACIP) concrete piles that are 65 feet in length for supporting the structure.

Considering the soil conditions encountered by our previous exploration, we estimate a single, free-standing, 16-inch diameter pile will have an allowable vertical capacity of 150 tons and an allowable uplift capacity of 100 tons, considering a factor of safety of at least 2. This considers the piles to be mostly friction piles.

Lateral Pile Analysis June 24, 2009

GSE Project No. 10358

We performed a lateral pile analysis on a 16-, 18-, and 24-inch diameter concrete pile using the computer program LPILE. The rotational restraint at the top of the pile (pile head) varied from zero restraint (free condition) to an infinite restraint (fixed condition). Pile group deflections decrease as the degree of fixity at the pile head increases. Assuming a free condition at the pile head produces an over-conservative design. Conversely, a fixed condition is seldom achieved in the field and thus results in underestimated pile head deflections. For these reasons, we also modeled each pile with an estimated rotational stiffness. For these models, we considered the soils found by the SPT borings previously performed at the site.

The lateral analysis also considers the reduction of lateral capacity for a single pile due to the effects of pile grouping and spacing. Pile behavior within a group can be categorized into three general types of piles; leading row or first row piles, second row piles, and third and higher row piles. The lateral capacity of each of these types of piles is reduced by some p-multiplier. The p-multiplier accounts for the reduced soil resistance due to pile-soil-pile interaction.

Our estimated p-multiplier values for alternate spacing of piles are provided in our summary tables of results. These values were incorporated into the LPILE program which calculates the location and magnitude of the maximum moment and lateral deflection for the leading, second, and third row piles individually within a group. Tables 1 and 2 attached to this report summarize our lateral pile analysis for 0.75-inch and 1.00-inch of lateral deflection, respectively.

The lateral capacities provided in the summary tables reflect the ultimate condition. Further, the free and fixed rotational restraint conditions correspond to the lower and upper bound lateral capacities for the piles. The estimated rotation restraint condition approximately reflects the

“true” conditions the piles will experience in the field. A factory of safety of 2 should be applied to the lateral capacities provided.

Lateral Pile Analysis June 24, 2009

GSE Project No. 10358

GSE Engineering & Consulting, Inc. appreciates this opportunity to provide these engineering services to you on this important project. If you have any questions, or if we can provide any additional information, please contact us.

Sincerely, Daniel S. Kearns, E.I. Kenneth L. Hill, P.E.

Staff Engineer Principal Engineer

Florida Registration Number 40146

KLH:rb

Z:\Z:\Projects\10358A VA Hospital Parking Structure\10358A Lateral Pile Analysis.docx

Attachment: Table 1 - Summary of Lateral Pile Analysis for 0.75-inch Lateral Deflection

Table 2 - Summary of Lateral Pile Analysis for 1.00-inch Lateral Deflection

Distribution: Addressee (2)

Walker Parking Consultants (1)

File (1)

Gainesville, Florida

GSE Project No. 10358A

June 24, 2009

Table 1.1 - 16-inch diameter pile with zero rotational stiffness at pile head (free condition)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 16 180 69.1 6.5 0.739 0 1

Leading Row 14 180 64.1 6.5 0.748 0 0.8

2nd Row 11 180 55.4 7.2 0.741 0 0.55

3rd Row + 9 180 49.2 7.8 0.739 0 0.4

Leading Row 14 180 62.7 6.5 0.713 0 0.84

2nd Row 12.5 180 59.3 6.5 0.736 0 0.68

3rd Row + 10.5 180 52.9 7.2 0.717 0 0.53

Table 1.2 - 16-inch diameter pile with infinite rotational stiffness at pile head (fixed condition)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 42 180 198.3 0 0.739 0 1

Leading Row 37 180 182.9 0 0.743 0 0.8

2nd Row 29.5 180 157.2 0 0.741 0 0.55

3rd Row + 24 180 136.2 0 0.733 0 0.4

Leading Row 38 180 186.0 0 0.741 0 0.84

2nd Row 33.5 180 171.0 0 0.74 0 0.68

3rd Row + 29 180 155.9 0 0.748 0 0.53

Table 1 - Summary of Lateral Pile Analysis for 0.75-inch of Lateral Deflection

Spacing = 4 feet

Spacing = 5 feet

Spacing = 4 feet

Spacing = 5 feet

Gainesville, Florida

GSE Project No. 10358A

June 24, 2009

Table 1.3 - 16-inch diameter pile with estimated rotational stiffness at pile head (k = 9300 kip-ft)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 24 180 62.1 7.8 0.741 0 1

Leading Row 21 180 56.5 8.5 0.731 0 0.8

2nd Row 17 180 50.7 0 0.727 0 0.55

3rd Row + 14.5 180 47.9 0 0.743 0 0.4

Leading Row 21.5 180 57.1 8.5 0.728 0 0.84

2nd Row 19.5 180 54.8 0 0.745 0 0.68

3rd Row + 17 180 51.6 0 0.747 0 0.53

Table 1 - Summary of Lateral Pile Analysis for 0.75-inch of Lateral Deflection

Gainesville, Florida

GSE Project No. 10358A

June 24, 2009

Table 2.1 - 16-inch diameter pile with zero rotational stiffness at pile head (free condition)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 19 180 87.4 6.5 0.967 0 1

Leading Row 16.5 180 80.0 6.5 0.961 0 0.8

2nd Row 13 180 69.3 7.2 0.952 0 0.55

3rd Row + 11 180 64.4 7.8 0.996 0 0.4

Leading Row 17 180 81.5 6.5 0.961 0 0.84

2nd Row 15 180 76.0 7.2 0.97 0 0.68

3rd Row + 13 180 70.4 7.2 0.986 0 0.53

Table 2.2 - 16-inch diameter pile with infinite rotational stiffness at pile head (fixed condition)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 51 180 251.5 0 0.992 0 1

Leading Row 45 180 232.5 0 1.00 0 0.8

2nd Row 35.5 180 197.6 0 1.00 0 0.55

3rd Row + 28.5 180 168.9 0 0.989 0 0.4

Leading Row 46 180 234.9 0 0.993 0 0.84

2nd Row 40.5 180 215.8 0 0.995 0 0.68

3rd Row + 34.5 180 193.2 0 0.994 0 0.53

Table 2 - Summary of Lateral Pile Analysis for 1.00-inch of Lateral Deflection

Spacing = 4 feet

Spacing = 4 feet

Gainesville, Florida

GSE Project No. 10358A

June 24, 2009

Table 2.3 - 16-inch diameter pile with estimated rotational stiffness at pile head (k = 9300 kip-ft)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 29.5 180 81.5 7.8 0.998 0 1

Leading Row 26 180 74.9 8.5 0.99 0 0.8

2nd Row 21 180 66.3 0 0.978 0 0.55

3rd Row + 17.5 180 60.7 0 0.971 0 0.4

Leading Row 26.5 180 75.4 8.5 0.98 0 0.84

2nd Row 23.5 180 69.5 0 0.973 0 0.68

3rd Row + 20.5 180 65.3 0 0.973 0 0.53

Table 2 - Summary of Lateral Pile Analysis for 1.00-inch of Lateral Deflection

Gainesville, Florida

GSE Project No. 10358A

June 24, 2009

Table 1.4 - 18-inch diameter pile with zero rotational stiffness at pile head (free condition)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 20 180 92.3 7.2 0.74 0 1

Leading Row 17.5 180 85.5 7.2 0.745 0 0.8

2nd Row 13.5 180 71.8 7.8 0.716 0 0.55

3rd Row + 11.5 180 67.0 8.5 0.75 0 0.4

Leading Row 18 180 86.8 7.2 0.743 0 0.84

2nd Row 15.5 180 78.2 7.2 0.721 0 0.68

3rd Row + 13.5 180 72.9 7.8 0.737 0 0.53

Table 1.5 - 18-inch diameter pile with infinite rotational stiffness at pile head (fixed condition)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 52 180 267.7 0 0.749 0 1

Leading Row 45 180 241.8 0 0.738 0 0.8

2nd Row 35.5 180 205.6 0 0.735 0 0.55

3rd Row + 29 180 179.6 0 0.747 0 0.4

Leading Row 46.5 180 247.6 0 0.741 0 0.84

2nd Row 41 180 228.0 0 0.747 0 0.68

3rd Row + 35 180 204.7 0 0.747 0 0.53

Table 1 - Summary of Lateral Pile Analysis for 0.75-inch of Lateral Deflection

Spacing = 5.5 feet

Spacing = 5.5 feet

Spacing = 4.5 feet

Gainesville, Florida

GSE Project No. 10358A

June 24, 2009

Table 1.6 - 18-inch diameter pile with estimated rotational stiffness at pile head (k = 12800 kip-ft)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 29.5 180 84.4 8.5 0.746 0 1

Leading Row 26 180 77.9 9.1 0.743 0 0.8

2nd Row 21 180 67.5 9.8 0.735 0 0.55

3rd Row + 17.5 180 60.3 0.0 0.731 0 0.4

Leading Row 26.5 180 78.4 9.1 0.735 0 0.84

2nd Row 23.5 180 72.4 9.8 0.73 0 0.68

3rd Row + 20.5 180 66.4 10.4 0.731 0 0.53

Table 1 - Summary of Lateral Pile Analysis for 0.75-inch of Lateral Deflection

Spacing = 5.5 feet

Gainesville, Florida

GSE Project No. 10358A

June 24, 2009

Table 2.4 - 18-inch diameter pile with zero rotational stiffness at pile head (free condition)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 24 180 117.9 7.2 0.978 0 1

Leading Row 21 180 108.8 7.8 0.98 0 0.8

2nd Row 16.5 180 93.3 8.5 0.96 0 0.55

3rd Row + 13.5 180 82.5 8.5 0.952 0 0.4

Leading Row 21.5 180 109.8 7.2 0.972 0 0.84

2nd Row 19 180 102.5 7.8 0.978 0 0.68

3rd Row + 16.5 180 94.9 8.5 0.994 0 0.53

Table 2.5 - 18-inch diameter pile with infinite rotational stiffness at pile head (fixed condition)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 62.5 180 335.2 0 1.00 0 1

Leading Row 54 180 302.3 0 0.993 0 0.8

2nd Row 42 180 253.8 0 0.998 0 0.55

3rd Row + 33 180 212.6 0 0.985 0 0.4

Leading Row 55.5 180 307.4 0 0.987 0 0.84

2nd Row 48.5 180 280.6 0 0.993 0 0.68

3rd Row + 41 180 249.8 0 1.00 0 0.53

Table 2 - Summary of Lateral Pile Analysis for 1.00-inch of Lateral Deflection

Spacing = 4.5 feet

Spacing = 5.5 feet

Gainesville, Florida

GSE Project No. 10358A

June 24, 2009

Table 2.6 - 18-inch diameter pile with estimated rotational stiffness at pile head (k = 12800 kip-ft)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 35.5 180 107.4 9.1 0.972 0 1

Leading Row 32 180 101.2 9.1 0.998 0 0.8

2nd Row 26 180 87.2 10.4 1.00 0 0.55

3rd Row + 21.5 180 78.3 0.0 0.989 0 0.4

Leading Row 32.5 180 101.7 9.1 0.982 0 0.84

2nd Row 29 180 94.2 9.8 0.984 0 0.68

3rd Row + 25.5 180 86.1 10.4 1.00 0 0.53

Table 2 - Summary of Lateral Pile Analysis for 1.00-inch of Lateral Deflection

Gainesville, Florida

GSE Project No. 10358A

June 24, 2009

Table 1.7 - 24-inch diameter pile with zero rotational stiffness at pile head (free condition)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 34 180 191.3 9.1 0.732 0 1

Leading Row 30 180 177.9 9.1 0.736 0 0.8

2nd Row 24 180 155.1 10.4 0.734 0 0.55

3rd Row + 20 180 138.6 10.4 0.744 0 0.4

Leading Row 31 180 182.0 9.1 0.741 0 0.84

2nd Row 27.5 180 169.8 9.8 0.745 0 0.68

3rd Row + 23.5 180 153.1 10.4 0.734 0 0.53

Table 1.8 - 24-inch diameter pile with infinite rotational stiffness at pile head (fixed condition)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 84 180 534.9 0 0.75 0 1

Leading Row 71.5 180 476.1 0 0.744 0 0.8

2nd Row 54.5 180 393.4 0 0.742 0 0.55

3rd Row + 43 180 333.0 0 0.734 0 0.4

Leading Row 74 180 487.7 0 0.743 0 0.84

2nd Row 63.5 180 437.4 0 0.74 0 0.68

3rd Row + 53 180 385.6 0 0.741 0 0.53

Table 1 - Summary of Lateral Pile Analysis for 0.75-inch of Lateral Deflection

Spacing = 7.5 feet

Spacing = 7.5 feet

Spacing = 6 feet

Gainesville, Florida

GSE Project No. 10358A

June 24, 2009

Table 1.9 - 24-inch diameter pile with iestimated rotational stiffness at pile head (k = 35300 kip-ft)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 51.5 180 181.3 11.1 0.747 0 1

Leading Row 45.5 180 165.2 11.1 0.746 0 0.8

2nd Row 36.5 180 143.8 0 0.742 0 0.55

3rd Row + 30 180 130.3 0 0.74 0 0.4

Leading Row 46.5 180 167.8 11.1 0.74 0 0.84

2nd Row 41.5 180 154.3 11.7 0.746 0 0.68

3rd Row + 35.5 180 141.2 0 0.735 0 0.53

Table 1 - Summary of Lateral Pile Analysis for 0.75-inch of Lateral Deflection

Spacing = 7.5 feet

Gainesville, Florida

GSE Project No. 10358A

June 24, 2009

Table 2.7 - 24-inch diameter pile with zero rotational stiffness at pile head (free condition)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 42 180 249.6 9.1 0.988 0 1

Leading Row 37 180 231.3 9.8 0.999 0 0.8

2nd Row 29 180 195.6 10.4 0.983 0 0.55

3rd Row + 23.5 180 168.6 11.1 0.975 0 0.4

Leading Row 38 180 234.7 9.8 0.995 0 0.84

2nd Row 33.5 180 216.9 9.8 1.00 0 0.68

3rd Row + 28.5 180 194.0 10.4 0.993 0 0.53

Table 2.8 - 24-inch diameter pile with infinite rotational stiffness at pile head (fixed condition)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 95 180 629.4 0 0.998 0 1

Leading Row 80.5 180 560.5 0 1.00 0 0.8

2nd Row 60.5 180 458.4 0 0.997 0 0.55

3rd Row + 48 180 392.5 0 0.997 0 0.4

Leading Row 83 180 569.9 0 0.985 0 0.84

2nd Row 71 180 512.2 0 0.997 0 0.68

3rd Row + 59 180 451.7 0 1.00 0 0.53

Table 2 - Summary of Lateral Pile Analysis for 1.00-inch of Lateral Deflection

Spacing = 6 feet

Spacing = 6 feet

Gainesville, Florida

GSE Project No. 10358A

June 24, 2009

Table 2.9 - 24-inch diameter pile with iestimated rotational stiffness at pile head (k = 35300 kip-ft)

Location Lateral Load

Vmax (kips)

Axial Load

P (kips)

Mmax

(kip-ft)

Depth

(ft) ymax (in)

Depth

(ft) p-y factor

Single Pile 62 180 224.5 11.1 0.989 0 1

Leading Row 54.5 180 203.3 0 0.996 0 0.8

2nd Row 43 180 180.1 0 0.992 0 0.55

3rd Row + 34.5 180 159.6 0 0.979 0 0.4

Leading Row 56 180 207.1 11.7 0.992 0 0.84

2nd Row 49.5 180 194.4 0 1.00 0 0.68

3rd Row + 42 180 178.0 0 0.994 0 0.53

Table 2 - Summary of Lateral Pile Analysis for 1.00-inch of Lateral Deflection

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