SOW ATTACHMENT E Geotechnical Engineering Reports.pdf

ATTACHMENT E - SOILS REPORT

629-335 Establish Radiology Oncology Program at SLVHCS

BIDDER INFORMATION

100342.00 SLVHCS REPLACEMENT MEDICAL CENTER PROJECT

EWP-04

06/30/2011 s t u d i o NOVA 6/21/2011 08:57:15

003100 - 1 INFORMATION AVAILABLE TO

BIDDERS

DOCUMENT 00 31 00

INFORMATION AVAILABLE TO BIDDERS

PART 1 - GENERAL

1.1 SUMMARY

A. Certain Information Available to Bidders described herein may be included at the end of this Document. Information Available to Bidders described herein but not included at the end of this Document is available to the Construction Manager upon request and arrangement with the Owner.

1. If additional related information is desired, obtain as agreeable to and at no additional cost to the Owner.

2. See Section 01 00 00, General Requirements, including Article “PHYSICAL DATA”.

1.2 GEOTECHNICAL ENGINEERING DATA

A. A subsurface investigation was performed at the project site by PSI, Professional Service Industries, Inc., 724 Central Avenue, Jefferson, LA 70121, 800 548-7901 phone, 504 733-9411 phone, 504 733-9415 fax, www.psiusa.com, and the following related documents are Information Available to Bidders:

1. Soils Report: Geotechnical Engineering Report, Proposed VA Hospital - Phase I, Canal Street and South Galvez Street, New Orleans, Louisiana, PSI File Number 267-95001-1

a. October 16, 2009; 157 pages.

b. Includes letter, field exploration results, laboratory testing, foundation design recommendations, pavement design recommendations, construction considerations, and general site development.

2. Soils Report Letter.

a. November 30, 2009; 3 pages.

b. Includes Additional Site Preparation Recommendations.

3. Soils Report Addendum #1R.

a. June 9, 2010; 3 pages.

4. Soils Report Addendum #2R.

a. May 21, 2010; 5 pages.

5. Soils Report Addendum #3.

a. January 12, 2011; 2 pages.

6. Soils Report Addendum #4R.

a. March 24, 2011; 3 pages.

7. Soils Report Addendum #5.

a. May 4, 2011; 4 pages.

8. Soils Report Addendum #6.

a. April 8, 2011; 58 pages.

B. Review Geotechnical Engineering Data, visit the site, and become knowledgeable with existing conditions.

C. Prior to bidding, bidders may perform their own subsurface investigations to satisfy themselves as to site and subsurface conditions. Such investigations shall be performed under time schedules and arrangements approved in advance by the Owner at no additional cost to Owner.

003100 - 2 INFORMATION AVAILABLE TO

D. Qualifications:

1. General: See Section 01 00 00, General Requirements, Article “PHYSICAL DATA.”

2. The Geotechnical Engineering Data was obtained for Owner’s use in design and is not part of the Contract Documents.

3. Geotechnical Engineering Data is not a warranty of subsurface conditions and is not to be relied upon as a complete representation of all possible soil conditions.

a. Conditions between boring locations may vary considerably and it should not be expected that they will be precisely represented by any one boring.

4. Neither Owner nor Owner’s consultants are responsible for accuracy of the Geotechnical

Engineering Data.

1.3 SITE SURVEY

A. A site survey was performed at the project site by BFM Corporation, LLC, Professional Land Surveyors, 534 Williams Boulevard, Kenner, LA 70062, 800 349-8800 phone, 504 468-8800 phone, 504 467-0065 fax, www.bfmcorporation.com, and the following related document is Information Available to Bidders:

1. Site Survey, V.A. Replacement Hospital Site, 1st District, Squares 523-526 & 549-556, City of New Orleans, Orleans Parish, Louisiana, dated January 14, 2010, drawing number VF101 of EWP-01.

B. Review survey data, visit the site, and become knowledgeable with existing conditions.

C. Refer to Section 01 7123, Field Engineering, for GENERAL SURVEY WORK required before beginning work including:

1. Field checking general topographic information and reference points.

2. Letter of Verification.

3. Report of discrepancies.

1.4 EXISTING CONDITION INFORMATION

A. The project site, except for the Pan American Building property, was previously a combination of residential and light commercial properties. Prior to the Owner acquiring the properties that constitute the project site, and after the Soils Reports were done, it is understood the following occurred:

1. All existing roads on the project site have been removed.

2. Utilities 12 inches diameter and larger have been removed from the project site.

3. All utilities smaller than 12 inch diameter were left in place and are considered abandoned.

4. Existing piles where not removed.

5. See AMENDED AND RESTATED MEMORANDUM OF UNDERSTANDING Between

The United States Department of Veterans Affairs And The City of New Orleans, Louisiana (MOU). MOU was signed by The United States Department of Veterans Affairs on 2-4-10 and by The City of New Orleans, Louisiana on 12-3-09 (18 pages).

6. The above does not apply to the original Pan American Building property site which was purchased “as is”.

B. See Document 00 31 19, Existing Condition Information.

003100 - 3 INFORMATION AVAILABLE TO

PART 2 - PRODUCTS - not used.

PART 3 - EXECUTION - not used.

END OF SECTION

OCTOBER 16, 2009

NOVEMBER 30, 2009

DECEMBER 3, 2009

MAY 21, 2010

May 21, 2010

NBBJ

1555 Lake Shore Drive Columbus, Ohio 43204 Attention: Mr. Jeff Slane, AIA

Re: Geotechnical Engineering Report Proposed VA Hospital – Phase I Canal Street and South Galvez Street New Orleans, Louisiana PSI Project No. 0267100 Addendum #2R

Dear Mr. Slane:

Professional Service Industries, Inc. (PSI) completed a preliminary geotechnical exploration for the proposed VA Hospital at the intersection of Canal Street and South Galvez Street in New Orleans, Louisiana. The results of our preliminary investigation were presented in PSI Report No. 267-95001 dated October 16, 2009. This letter presents additional site preparation recommendations based on our recent meeting with Mr. Chris Jenkins, P.E. of Schrenk & Peterson Consulting Engineers, Inc. on May 20, 2010.

The property is bounded by Canal Street, South Galvez Street, Tulane Avenue and South Rocheblave Street in New Orleans, Louisiana. Based on the latest grading plan provided to us, it is understood that about three (3) to five (5) feet of fill will be needed in the different building areas to achieve floor slabs design elevation. Up to three (3) feet of fill is anticipated in some of the parking lot, driveway, and sidewalk areas.

Based on the results of our preliminary field exploration and laboratory test results, the near surface soils present at this site to a depth of about 50 feet are soft and poor in bearing quality and highly compressible in nature. This soft soil will experience excessive amount of settlement under the weight of the fill required to raise the site elevation. Based on our analyses, maximum long term settlement at the center of the loaded areas was estimated to be on the order of 25 and 16 inches due to placement of five (5) and three (3) feet of fill, respectively. These consolidation settlements could take place over a period of 25 years. As requested by Mr. Chris Jenkins, P.E. of Schrenk & Peterson Consulting Engineers, Inc., PSI has estimated total settlement for different fill heights as indicated in the following table:

Professional Service Industries, Inc. – 724 Central Avenue, Jefferson, Louisiana 70121 – (504) 733-9411 Fax (504) 733-9415

Area to be

Filled Amount of

Fill (ft) Estimated

Total Consolidation

Settlement (inches)

Settlement remaining after 1 year from fill placement (inches)

Settlement remaining after 2 years from fill placement

(inches) 1 6 ½ 5.6 5.2 200 feet by

100 feet 2 11 ½ 9.8 9.2 1 6 5.1 4.8 2 11 9.4 8.8 3 16 13.6 12.8

300 feet by 60 feet

5 25 21.3 20.0 1 6 5.1 4.8 2 11 9.4 8.8 3 16 13.6 12.8

600 feet by 50 feet

5 24 21.3 20.0

These consolidation settlements, which are estimated to take place over a period of 25 years, could be problematic in the parking areas particularly at the interface with the pile supported structures. Therefore, based on our discussions with Mr. Chris Jenkins, P.E., consideration is being given to a surcharge program to induce some of the subsidence and reduce post construction settlements. In our analyses, we evaluated a surcharge load consisting of five (5) feet of fill placed on top of the fill required to achieve the design grades. Using the recommended surcharge, it will take about 16 months and 4.5 years for about 50% and 90% of the settlement to occur, respectively. However, installation of closely spaced vertical wick drains in conjunction with the surcharge program could induce about 90% of the total settlement in about three (3) to four (4) months. The remaining 2.5 inches of settlement will occur over the life of the different structures. However, it is recommended that all utility lines in the building areas should be hung from the slabs.

Hangers and connections used should conform to the applicable Building Code. Flexible connections must be provided at the interface of pile supported and non-pile supported areas to accommodate at least six (6) inches of settlement provided the surcharge with wick drains is implemented. The depth and spacing of the wick drains to achieve the above degree of settlement should be designed by the wick drain installation contractor.

During the surcharge with wick drain program, settlement should be monitored using Settlement monuments which generally consists of 2’ x 2’ x ½” steel plates with 2 inch diameter or larger riser pipes that can be increased in length as the fill thickness increases. It is recommended that about 30 settlement plates be placed in a grid pattern across the site on the subgrade spaced about 200 feet apart. The top of the flushed coupled rod should extend approximately 24 inches above the finished compacted fill grade. After the site is stripped and proofrolled, prior to placement of any fill on the site, the elevation of the top of the rod should be surveyed using a bench mark located at a sufficient distance from the pad as not to be influenced by the fill placement. After the initial base line survey of the settlement plates is complete, the first lift of fill can be placed. The fill and surcharge material should meet the fill material requirements recommended in the Geotechnical report.

It is recommended that fill placement should be monitored by the geotechnical engineer or his representative. Initial readings should be established immediately after the settlement plates are placed. Subsequent surveys of the settlement plates should be secured once a week during and after fill placement and should continue for a period of up to three (3) to four (4) months or until the anticipated settlement has dissipated, whichever occurs first. It is recommended that the Construction Manager hire an independent Registered Surveyor to survey the elevation of the settlement plates on a weekly basis, as recommended above. The weekly settlement surveys should be submitted to the Design Engineer and Geotechnical Engineer in a timely manner. Based on our discussions, we recommend the following general guidelines related to the surcharge program:

1. It is recommended that the entire site, with the exception of the areas described below, be surcharged to induce uniform settlement under the building and pavement areas. This will also reduce the possibility of differential settlement of ground supported utility lines that cross under multiple buildings. The surcharge area should include areas at the interface of the buildings and non-pile supported pavement and structures as well as fill areas where new utility lines are planned.

2. If the surcharge is placed in multiple phases at different locations within the site, it is recommended the new surcharge fill should be overlapped into the adjacent area previously surcharged, by a distance of at least five (5) feet.

3. In areas within the site where significant amount of fill is needed but surcharge can not be performed in the surrounding areas, a geofoam may be used to reduce fill induced stresses and minimize settlement of the surrounding areas.

4. It is recommended that all piles for this project be installed after the completion of the surcharge program and removal of the surcharge fill.

5. It is recommended that the toe of the sloped surcharge fill be placed at least 25 feet from the edge of the property lines to reduce the effects of the surcharge on the existing structures and utility lines under the roads.

6. It is recommended that the toe of the sloped surcharge fill be placed at least 25 feet from the edge of the Pan Am building footprint to reduce the effects of the surcharge on the existing structure, provided the Pam Am building is closely monitored for movement and signs of distress throughout the surcharge period. If any adverse effects are noted during the surcharge period, the surcharge fill near the Pan Am building should be removed immediately to a distance of at least 40 feet from the edge of the building. We recommend that several monuments/rulers are placed on the Pan Am building close to the surcharge area as well as installation of at least one inclinometer with Sondex rings to a depth of 100 feet to monitor horizontal and vertical displacement of the soil near the Pan Am building during the surcharge period. It is recommended that the Geotechnical Engineer or his representative monitor the monuments and inclinometers daily for movement.

7. It is recommended that the toe of the sloped surcharge fill be placed at least outside the drip line or canopy of the existing oak trees to reduce any adverse effect of the surcharge on the trees. Based on our discussions with Mr. Jim Culpepper with Greener Trees LA, LLC, it is recommended that no fill be placed on any exposed tree roots and a combination of swale and silt fence should be utilized to reduce the migration of any sand fill towards the canopy area of the trees.

8. It is recommended that the toe of the sloped surcharge fill be placed at least 25 feet from the Sewage and Water Board property line. The toe of the sloped surcharge fill should also be placed at least 25 from existing sewer lines present adjacent to the building to reduce the effects of surcharge on the existing structure.

9. The wick drains should be placed within the surcharged areas only. The outside edge of the wick drains should be near the point where the fill surface elevation is 0 feet. That is the wicks will extend beyond the edge of each building but not all the way to the toe of the fill slope which is generally at or below elevation -1 foot.

10. Site preparation for the surcharge program should include, but not be limited to the demolition and removal of the existing buildings, foundation elements, and pavements. Furthermore, any topsoil, organics, vegetation, and any other deleterious materials should be stripped and removed from the areas to be surcharged. Disturbed soil should be graded and the subgrade should be proofrolled prior to fill placement to achieve a generally stable ground support.

Structural fill necessary to bring existing grade to finished grade should be placed in maximum lifts of eight (8) inches of loose material and should be compacted to at least 95 percent of the material’s maximum dry density as determined by ASTM Designation D-698 (Standard Proctor). The surcharge fill placed above the site fill may be placed in maximum lift thickness of 12 inches and should be compacted to at least 90 percent of the material’s maximum dry density as determined by ASTM D-698 (Standard Proctor). Locally available “pumped” river sand, having less than 10 percent passing the No. 200 sieve may be used as both the permanent fill and the surcharge fill.

11. Site preparation recommendations and other construction considerations presented in our original Geotechnical Engineering Report dated October 16, 2009 should be followed by the contractor during the surcharge program.

JUNE 9, 2010

June 9, 2010

Columbus, Ohio 43204 Attention: Mr. Jeff Slane, AIA

Re: Geotechnical Engineering Report Proposed VA Hospital – Phase I

Canal Street and South Galvez Street New Orleans, Louisiana PSI Project No. 0267100 Addendum #1R

Dear Mr. Slane:

Professional Service Industries, Inc. (PSI) completed a preliminary geotechnical exploration for the proposed VA Hospital at the intersection of Canal Street and South Galvez Street in New Orleans, Louisiana. The results of our preliminary investigation were presented in PSI Report No. 267-95001 dated October 16, 2009. PSI also submitted an addendum letter on May 21, 2010 which included additional site preparation recommendations related to the project.

This letter presents discussion and PSI’s response to a letter by Desman Associates dated May 20, 2010 and addressed to Mr. Jeff Slane with NBBJ.

According to the New Orleans Amendments to the International Building Code (2000

Edition), Section 1812.5.1.2, the minimum pile spacing for all piles shall be either three (3) feet, or three (3) pile diameters (widths), or as determined by the following expression:

SPAC = 0.05 (L1) + 0.025 (L2) + 0.0125 (L3)

where, SPAC = center-to-center spacing of piles, ft.

L1 = Pile penetration up to 100 ft.

L2 = Pile penetration from 101 to 200 ft.

L3 = Pile penetration beyond 201 ft.

This formula for calculating pile spacing will result in 6’-3” center-to-center distance for a

150 foot long, two piece, square pre-cast concrete pile with an allowable compression capacity of 150 tons, which is being considered for the two garages to be constructed for this project.

The New Orleans Building Code (Section 1812.5.3.1) also recommends investigating group pile capacity for a pile cluster using the following expression:

Professional Service Industries, Inc. – 724 Central Avenue, Jefferson, Louisiana 70121 – (504) 733-9411 Fax (504) 733-9415

June 9, 2010

Qa = (PLC) + [ 2.6qu(1+0.2 w/b) ]

FSF FSB

where, Qa=Allowable load-carrying capacity of pile group, lb.

P = Perimeter distance of pile group, ft.

L = Length of pile, ft.

C = Average (weighted) cohesion or shear strength of material between the surface and the depth of the pile tip, psf qu = Average unconfined compressive strength of material in the zone below pile tips, psf.

w = Width of base of pile group, ft.

b = Length of base of pile group, ft.

A = Base area of Pile Group, sq. ft.

FSF= Factor of safety for the group friction area = 2 FSB= Factor of safety for the group base area = 3

In our preliminary geotechnical exploration report, it was recommended that group capacities of pile clusters will have to be checked after the actual pile spacing and pile cap configuration is determined by the Structural Engineer in accordance with the City of New Orleans Amendments to the IBC 2000.

According to the letter by Desman Associates, a 5’-2” center-to-center pile spacing resulted in an efficiency factor of 1.0 or greater. We understand that this was based on the method of calculating efficiency of a pile group developed by J.E. Bowles. Desmon Associates also referenced an approach developed by Terzaghi and Peck of calculating group efficiency, which appears to be similar to the methodology indicated in the City of New Orleans Amendments to IBC 2000. PSI performed group pile analysis using 5’-2” pile spacing for several typical pile caps using soil boring data obtained at the patient and staff garages and the method in the New Orleans Amendments to the IBC 2000 code. For small pile clusters (up to 9 piles), no reduction in capacity due to group effect was required. However, for large pile groups (10 piles or more), the 5’-2” spacing would result in a capacity reduction due to group effects, necessitating a larger center-to-center pile spacing.

PSI performed additional group analyses using the City of New Orleans Building Code formula for several typical pile caps (4 piles to 15 piles per cap) using subsurface soil information from the patient and staff parking garages and various pile center-to-center spacings. Based on our analyses, it was found that no reduction in group capacity will be required for pile groups with center-to-center spacing of at least 6’-0”.

MARCH 24, 2011

March 24, 2011

1555 Lake Shore Drive Columbus, Ohio 43204 Attention: Mr. Jeff Slane, AIA

Re: Geotechnical Engineering Report Proposed VA Hospital – Phase I Canal Street and South Galvez Street New Orleans, Louisiana PSI Project No. 0267100 Addendum #4-Rev.

Dear Mr. Slane:

Professional Service Industries, Inc. (PSI) completed a preliminary geotechnical exploration for the proposed VA Hospital at the intersection of Canal Street and South Galvez Street in New Orleans, Louisiana. The results of our preliminary investigation were presented in PSI Report No. 267-95001 dated October 16, 2009. PSI also submitted addendum letters on May 21, 2010, June 9, 2010, and January 12, 2011 which included additional foundation design and site preparation recommendations related to the project.

PSI was recently contacted by you and Mr. Subash Kulkarni, P.E. of Kulkarni Consultants to provide additional pile foundation recommendations to support four (4) shotgun type houses that will be re-habilitated near the intersection of Bank Street and South Rocheblave Street within the VA Hospital project limits. It is understood that the existing four historic houses will be removed from their present locations, and the area will be filled with about two (2) feet of fill.

The houses will then be brought back to their original locations and supported on a pile foundation system with a crawl space. This letter report presents the results of our geotechnical analysis related to a driven timber pile foundation system to support the houses.

Pile Foundation for Shotgun Houses

Based on the field data and laboratory test results, a deep pile foundation system was evaluated to support the shotgun type houses including the floor slab. PSI has evaluated small (6” tip-8” butt) and large (7” tip-12” butt) treated timber piles for supporting the houses including the floor slabs. The timber piles should conform to ASTM D25 for treatment and quality and have the minimum dimensions discussed herein.

The piles at this site will derive their support through skin friction along their embedded lengths as well as end bearing when embedded firmly in dense sand. The recommended pile lengths are from the existing ground surface and any length of pile needed above this reference should be added to the pile length tabulated below.

The recommended driven pile lengths and the corresponding estimated allowable compression and tension capacities for the timber piles are presented below:

Professional Service Industries, Inc. – 724 Central Avenue, Jefferson, Louisiana 70121 – (504) 733-9411 Fax (504) 733-9415

March 24, 2011

PROPOSED SHOTGUN HOUSES

VA HOSPITAL FACILITY, NEW ORLEANS, LOUISIANA

ESTIMATED ALLOWABLE SINGLE PILE LOAD CAPACITIES IN TONS(1)

F.S.=2 IN COMPRESSION

F.S.=3 IN TENSION

Small Treated Timber (6” Tip-8” Butt)

Large Treated Timber

(7” Tip-12” Butt)

Pile Length (ft)(2)

Compression Tension Compression Tension 30 3 2 -- -- 35 4 2 ½ -- -- 40 5 3 6 4 45 -- -- 7 5 50 -- -- 8 6

55(3) -- -- 18 8 ½

(1) Capacities are soil-pile related capacities and consideration should be given to the structural integrity of the pile member.

(2) Pile lengths are measured from existing ground surface at the time of drilling and any length of pile needed above this reference should be added to the pile lengths indicated in the above table.

(3) Piles should be driven firmly into the medium dense sand.

Based on information provided to us by Ms. Marianne Desmarais, AIA of Rozas Ward Architects, about two (2) feet of fill will be needed to bring the existing site to design grades in the areas where the shotgun houses will be located. Therefore, the pile capacities provided in the table have not been reduced to account for the drag loads. If more than two (2) feet of fill is required, PSI should be contacted to further evaluate the pile capacities to account for drag loads imparted on the piles.

Settlement of Piles

It is estimated that the long term settlements of piles loaded to their allowable capacities will be on the order of one (1) inch. This assumes that fill thickness will be limited to a maximum of two

(2) feet. Differential settlement is anticipated to be on the order of 50 percent of the total settlement. It is recommended that the pile capacities be verified by field load tests.

Spacing and Group Effect

A group of driven piles subjected to vertical loads may not necessarily have the same capacity as the sum of the capacities of the individual piles. For axially loaded driven piles, published results indicate that the ratio of capacity per pile in a group to that of a single isolated pile typically ranges from 0.5 to 1.0. This efficiency factor depends on the spacing or distance between each pile. In planning groups of driven piles, a minimum center-to-center spacing of 3D (where D is the pile diameter or width) is recommended to avoid the reduction in capacity.

Group action should be checked after the actual pile spacing is determined and should also meet the requirements of the City of New Orleans building code criteria.

Pile Installation

Driving hammers used to install the foundation piles should be selected according to the type, length, size, and weight of pile, as well as potential vibrations resulting from pile driving operations.

Care should be taken to assure that the hammer selected is capable of achieving the desired penetration without causing damage to the piles or causing excessive vibrations which could damage existing nearby structures.

APRIL 8, 2011

B24

B25 B26

B23

B27

B28

B29

B30

B31 B33

B34

B32

B35

B36

PHASE-I SOIL BORINGS

B1 THRU B22

B1

B2

B3

B4

B5

B6

B7

B9

B10

B8

B11

B12

B14

B13

B15

B16

B17

B18

B19 B20

B21

B22

PHASE-II SOIL BORINGS

B23 THRU B36

MAY 4, 2011

Professional Service Industries, Inc. – 724 Central Avenue, Jefferson, Louisiana 70121 – (504) 733-9411 Fax (504) 733-9415

May 4, 2011

Columbus, Ohio 43204 Attention: Mr. Jeff Slane, AIA

Re: Geotechnical Engineering Report Proposed VA Hospital

Canal Street and South Galvez Street New Orleans, Louisiana PSI Project No. 0267100 Addendum #5 Garage Ground Floor Slab Recommendations

Dear Mr. Slane:

Professional Service Industries, Inc. (PSI) completed a preliminary geotechnical exploration for the proposed VA Hospital at the intersection of Canal Street and South Galvez Street in New Orleans, Louisiana. The results of our preliminary investigation were presented in PSI Report No. 267-95001 dated October 16, 2009. PSI also submitted addendum letters on May 21, 2010 and June 9, 2010 which included additional foundation design and site preparation recommendations related to the project.

It is understood that the columns of the staff and patient parking garages will be supported by 150 feet long, 14 inch square precast driven concrete piles designed for an allowable compression capacity of 150 tons. PSI was recently contacted by you and Mr. Robert J. Lutz, AIA of Desman Associates to provide additional pile foundation recommendations to support the floor slabs of the patient and staff garages. Consideration is being given to supporting the ground floor slabs of the parking garages using 14 inch square precast driven concrete piles.

As requested by you, PSI presents this letter to provide additional pile foundation recommendations to support the ground floor slabs of the two garages proposed for this project.

Pile Foundation for Garage Floor Slabs

Based on the field data and laboratory test results, a deep pile foundation system was evaluated to support the ground floor slabs for the staff and patient parking garages. As requested, PSI has evaluated 14 inch square precast concrete piles for supporting the garage floor slabs. The piles at this site will derive their support through skin friction along their embedded lengths as well as end bearing when embedded firmly in medium dense sand. The recommended pile lengths are from the existing ground surface at the time of our field exploration and any length of pile needed above this reference to accommodate the proposed four to five feet of fill should be added to the pile length tabulated below. The recommended driven pile lengths and the corresponding estimated allowable compression and tension capacities for the precast concrete piles are presented below:

Proposed VA Hospital May 4, 2011 PSI Project No. 0267100 Page 2

Patient and Staff Parking Garage Ground Floor Slabs Estimated Allowable Single Pile Load Capacity in Tons(1)

F.S. = 2.0 in Compression F.S. = 3.0 in Tension

14” square Pre-cast Concrete Pile Pile Length in feet(2) Compression Tension

60 (3) 25 17 65 (3) 28 20

(1) Capacities are soil pile related capacities and consideration should be given to the structural integrity of the pile member.

(2) Pile lengths are measured from the existing ground surface at the time of drilling

(3) Piles driven to firm embedment in sand.

Based on grading information provided to us, about four (4) to five (5) feet of fill will be needed throughout the project area to achieve floor slabs design grade. Therefore, the pile capacities provided in this report have been reduced to account for the drag loads caused by the addition of up to five (5) feet of fill. If more than five (5) feet of fill is required in the building areas, PSI should be contacted to further evaluate the pile capacities to account for additional drag loads imparted on the piles.

Settlement of Piles

It is estimated that long term settlements of piles loaded to their allowable capacities will be on the order of one (1) inch. This assumes that fill thickness will be limited to a maximum of five (5) feet. Differential settlement is anticipated to be on the order of 50 percent of the total settlement.

Pile Spacing and Group Effect

According to the New Orleans Amendments to the International Building Code (2000 Edition), Section 1812.5.1.2, the minimum pile spacing for all piles shall be either three (3) feet, or three

(3) pile diameters (widths), or as determined by the following expression:

SPAC = 0.05 (L1) + 0.025 (L2) + 0.0125 (L3)

where, SPAC = center-to-center spacing of piles, ft.

L1 = Pile penetration up to 100 ft.

L2 = Pile penetration from 101 to 200 ft.

L3 = Pile penetration beyond 201 ft.

The New Orleans Building Code (Section 1812.5.3.1) also recommends investigating group pile capacity for a pile cluster using the following expression:

Qa = (PLC) + [ 2.6qu(1+0.2 w/b) ]

FSF FSB

Proposed VA Hospital May 4, 2011 PSI Project No. 0267100 Page 3 where, Qa=Allowable load-carrying capacity of pile group, lb.

P = Perimeter distance of pile group, ft.

L = Length of pile, ft.

C = Average (weighted) cohesion or shear strength of material between the surface and the depth of the pile tip, psf qu = Average unconfined compressive strength of material in the zone below pile tips, psf.

w = Width of base of pile group, ft.

b = Length of base of pile group, ft.

A = Base area of Pile Group, sq. ft.

FSF= Factor of safety for the group friction area = 2 FSB= Factor of safety for the group base area = 3

Pile Load Test

It is recommended that the pile capacities be verified by field load tests. It is recommended that at least one (1) pile of each type used for the various structures be installed to the design tip elevation and load tested. The pile load tests should be performed under the guidance of the Geotechnical Engineer so that the data may be interpreted and the recommended pile capacities adjusted, if necessary, according to the load tests results.

Pile Installation

Driving hammers used to install the foundation piles should be selected according to the type, length, size, and weight of pile, as well as potential vibrations resulting from pile driving operations.

Care should be taken to assure that the hammer selected is capable of achieving the desired penetration without causing damage to the piles or causing excessive vibrations which could damage existing nearby structures.

Driving hammers having a rated energy in the range of about 20,000 to 40,000 foot-pounds are believed to be satisfactory to drive the pre-cast concrete piles. Each pile should be driven to the desired tip elevation and driving resistance should be monitored without interruption in the driving operations. Driving of the center piles in the cluster first will better facilitate driving operations.

Accurate records of the final tip elevation and driving resistances should be obtained during the pile driving operations. Supplemental techniques like pilot holes or jetting may reduce the pile capacity and should be avoided. Some pile heaving may be experienced during installation of adjacent displacement type piles. It is therefore recommended that the top elevation of the piles be recorded and if significant heave is noted after driving of subsequent piles, provisions must be made for reseating them.

Vibration Survey and Monitoring

Thresholds of vibration induced cracking are generally site specific and depend on the type and age of the structure, the frequency of ground vibration, and the type of soil supporting the structure. Research by the U.S. Bureau of Mines (USBM) and other investigative groups have established criteria relating the occurrence of structural damage to certain frequencies and level of ground motion. According to the USBM, within the range of four (4) to 12 hertz, the maximum particle velocity recommended to preclude the threshold damage to plaster-on-wood for old structures is 0.5 inch per second (ips). A threshold of 0.25 ips has been adopted by the local engineering community and is recommended for the project. Furthermore, a site specific survey

NOVEMBER 1, 2011