A0012023500-TR-06-00.pdf

HOK

211 North Broadway Suite 700 St Louis, Mo 63102 Phone: 314-421-2000 Fax: 314-421-6073 Submittal Response

Submittal Number:

023500-TR-06-00

HOK Submittal

ID:

Service Bldg. - B071

Date Received: 08/16/2010

Project: USDA AMB CLF Building ID: CLF Labs and Admin HOK No: 04.01012.00

Construction Manager:

Whiting-Turner 2000 Dayton Avenue Ames IA 50010 Contact: Bryan Carpenter Phone: 515-233-1030 Fax: 515-233-2973

Title: Pile Load Test Results Submitted by: Brian Sheehan

Type of Submittal(check one):

( ) 01 Prod Data ( ) 02 Sample ( ) 03 Shop Drawing ( ) 04 Schedule ( ) 05 Warranty (X) 06 Test Doc ( ) 07 Record Doc ( ) 08 Perfo Data ( ) 09 Op & Mt Data ( ) 10 Compar Report ( ) 11 Supplel Info ( ) 12 Other Description:

WT # 10820-02R-02350-06-0

Test Report: GSI - Micro Pile Load Tests Attachments:

Reference:

Spec Section: Drawing:

Response:

Submittal Action: RR -- Rejected / Resubmit as Specified Remarks:

Issued by: Sebrina Berra Date Returned: 08/23/2010

USDA AMB CLF 023500-TR-06-00 Page 1 of 1

Detailed, Grouped by Each Transmittal Number

Transmittal Cover Sheet

Consolidated Lab Facilities Whiting-Turner Contracting CompanyProject # 10820

2000 Dayton Ave.

Ames, IA 50010

Tel: 515-233-1030 Fax: 515-233-2973

8/16/2010Date: Reference Number: 0235

Transmitted To Transmitted By

Sebrina Berra Brian Sheehan

Hellmuth, Obata + Kassabaum, Inc. Whiting-Turner Contracting Company

One Metropolitan Square

211 North Broadway

Suite 2047

St. Louis, MO 63102

Tel: 314-421-2000

Fax: 314-421-6073

PO Box 1789

Ames, IA 50010

Tel: 515-233-1030

Fax: 515-233-2973

Acknowledgement Required

Package Transmitted For Delivered Via Tracking Number

Approval Electronically

Item # Qty Item Reference Description Notes Status

Contact Name Copies NotesCompany NameCc:

Remarks

See attached submittal # 10820-02R-02350-06-0 which are the pile load test results.

Signature Signed Date

Prolog Manager Printed on: 8/16/2010 Consolidated Lab Page 1 bsheehan Typewritten Text

BRIAN SHEEHAN

bsheehan Typewritten Text 08/16/2010

Submittal Packages

Detailed, Grouped by Each Number

Consolidated Lab Facilities Whiting-Turner Contracting CompanyProject # 10820

2000 Dayton Ave.

Ames, IA 50010

Tel: 515-233-1030 Fax: 515-233-2973

10820-02R-06-02350-0 Closed NoB071 ~ Pile Load Test Results

Author Company Contact Author Package # Trade Importance

The Judy Company PilesGeorge Schuler

Items

Item No Register No Rev Description Type Action Logged By Returned Closed

1 12515-10 0 B071 ~ Pile Load Test Results BRISHE No NoSUBMITTEDTest Reports

Reviewers

From Company To Company Sent Date Due Date Rec'd Date +/- Action Sent For

Whiting-Turner Contracting Company Hellmuth, Obata + Kassabaum, Inc. 8/16/2010 8/30/2010 SUBMITTED Approval-14

Package Notes: Reviewer's General Comments:

See attached submittal # 10820-02R-02350-06-0 which are the pile load test results.

Prolog Manager Printed on: 8/16/2010 Consolidated Lab Page 1 bsheehan Typewritten Text

ITEM #01

PILE LOAD TEST RESULTS

bsheehan Image bsheehan Typewritten Text 02R-02350-06-0 bsheehan Typewritten Text x bsheehan Typewritten Text 08-16-10 bsheehan Typewritten Text Brian Sheehan andrew.gayer Text Box

HOKS:

- Using the Davisson Offset Limit (IBC 2009 section 1810.3.3.1.3) indicates that HP #1, PP #2, and HP #3 fail to meet the performance criteria because they do not provide the required allowable load at a factor of safety of 2 (see comments on individual load-settlement graphs). The Contractor needs to propose modifications to their design and then retest.

- Load tests indicate good displacement behavior by the pin piles; however, the helical piers, do not perform on par with the pin piles exhibiting 3 to 4 times the settlement at the design load.

- Regarding the helical pier problem of movement of the shaft joints, the Contractor has proposed a fix. This fix needs to be retested.

- To create settlement equality with pin piles, the helical piers installation needs to be modified: possibly installed to a deeper depth or increased plate diameter, or add additional plates. Otherwise, helical piers shall not to be installed adjacent to pin piles (i.e. within the same piece of slab bounded by joints) due to differential settlement causing slab cracking.

- Please submit the torque resistance measurements for the helical piers (recording was required by Specification section 02990-3.2.A.1) for review.

- Because time is of the essence, a conference call is suggested to work through these issues.

andrew.gayer HOK Submittal Review

8334 RUBY AVENUE / KANSAS CITY, KS 66111

913-422-5088 FAX 913-422-5307

www.judycompany.com

August 16, 2010

Mr. Brian J. Sheehan Whiting-Turner Contracting Company Brian.sheehan@whiting-turner.com

RE: USDA Building 24 Floor Slab Settlement Remediation Micro Pile Load Tests

Brian, Attached please find the test results for the micropiles. We installed in test piles in two locations as agreed upon during the preconstruction meeting. A pin micropile and a helical micropile were installed at each site along with 3 reaction piles.

The piles were tests during the night of August 9. The test results are included in the attachment. The micropiles passed the tests.

Although within the tolerance of the tests there was more deflection on the helical piles than we anticipated. We suspected it was a result of the connections. We have been in contact with our helical micropile vendor and they will modify their manufacturing process to give closer tolerances on the couplings to ease the seating deflection that was observed during the initial loading. The change will consist of smaller holes for the coupling bolts. This change will not change the strength of the coupling.

Material delivery is 2 weeks after ordering. Since all piles met the requirements, is it necessary to wait for approval of the test prior to ordering material?

Sincerely, George Schuler, PE The Judy Company

Line andrew.gayer Line andrew.gayer Callout HOKS: Ultimate capacity from Davisson Offset Limit; therefore, Pallow = 22 kips / 2 = 11 kips < 30 kips andrew.gayer Callout HOKS: Offset = (0.15 + 0.1 (10/12)) = 0.23" say 0.25" andrew.gayer Line andrew.gayer Callout HOKS: Ultimate capacity from Davisson Offset Limit; therefore, Pallow = 50 kips / 2 = 25 kips < 30 kips andrew.gayer

HOKS: Offset = (0.15 + 0.1 (5.5/12)) = 0.20" andrew.gayer Line andrew.gayer Callout HOKS: Ultimate capacity from Davisson Offset Limit; therefore, Pallow = 42 kips / 2 = 21 kips < 30 kips andrew.gayer

HOKS: Offset = (0.15 + 0.1 (10/12)) = 0.23" say 0.25" andrew.gayer

HOKS: Offset = (0.15 + 0.1 (5.5/12)) = 0.20"

Figure 1. Typical Load Test Setup

Figure 2. View of Hydraulic Pump and GK 501 Readout

Figure 3. Hydraulic Ram, Spacers, and Load Cell Setup

Figure 4. Close Up of Ram, Spacers, Load Cell, Dial Gages