HomeMy WebLinkAboutReview of Micropile Foundation Load TestingSeptember 23, 2014
Mr. Shaun Brainard
B& Y Drilling, Inc.
P.O. Box 1878
Rifle, Colorado 81650
Project No. 14-008G-01
Subject: Review of Micropile Foundation Load Testing, ~st-He1:1e Lough Residence,
1655 County Road 109, Garfield County, Colorado.
Dear Mr. Brainard,
RJ Engineering conducted micropile load testing for the guest house on September 23, 2014 at
1655 County Road 109, Garfield County, Colorado. We conducted one micropile verification
test on a sacrificial pile to verify assumed soil strength parameters. The test was performed in
tension, which we believe is more conservative than a compression test. Therefore, the
measured deflection would typically be more than if the micropile were tested in compression.
The verification test was loaded to 2.0 times the design load (60,000 pounds). The total
measured deflection was 0.195 inches at the design load. The test was conducted in general
conformance with FHWA guidelines and the test results are attached. We believe test results
indicated movements are within acceptable design limits (see attached).
Based on our test data, it appears the micropiles installed by B& Y Drilling, Inc. were in general
conformance with plans provided by RJ Engineering & Consulting, Inc., dated September 10,
2014. RJ Engineering did not verify micropile locations. Survey and micropile layout was
assumed to be the responsibility of others.
If you have questions or need additional information, please call us at 970-230-9208.
Sincerely,
RJ Engineering & Consulting, Inc.
Richard D. Johnson, P.E.
Project Manager
266 Red Cliff Circle, Glenwood Springs, CO 81601, (970) 230-9208
Micropile Verification Test
Micropile Designation: SW Pad
Job Number: 14-00BG-01
Testers: RDJ
Date: September 23, 2014
Load Hold Time Load Pressure
(lbs) (psi)
l\L(.05 Ol) 2.5 min 4070 400
0.15DL 2.5 min 4500 437
0.30DL 2.5 min 9000 801
0.45DL 2.5 min 13500 1166
AL(.05 Dl) 1 min 4070 400
0.15DL 2.5 min 4500 437
0.45DL 2.5 min 13500 1166
0.60DL 2.Smin 18000 1530
0.75DL 2.5 min 22500 1895
0.90DL 2.5 min 27000 2259
1.00DL 2.5 min 30000 2502
AL(.05 Dl) 1 min 4070 400
0.15DL 1 min 4500 437
1.00DL 1 min 30000 2502
1.15DL 2.5 min 34500 2867
1.30DL 1 min* 39000 3231
2 min*
3 min*
4 min*
5 min*
6 min*
10 min*
20 min
30 min
40min
50 min
60 min
1.45DL 2.Smin 43500 3596
AL 1 min 4070 400
0.15DL 1 min 4500 437
1.45DL 1 min 43500 3596
1.60DL 1 min 48000 3960
1.75DL 2.5 min 52500 4325
1.90DL 2.5 min 57000 4689
2.00DL 10 min 60000 4932
1.50DL Smin 45000 3717
1.00DL Smin 30000 2502
0.50DL 5 min 15000 1287
AL Smin 4070 400
COMMENTS:
* Must be Jess than 0.025 in/kip.
Total Movement
(inches)
0.000
0.001
0.036
0.051
0.039
0.053
0.094
0.132
0.167
0.195
0.081
0.198
0.232
0.276
0.279
0.281
0.281
0.282
0.282
0.282
0.309
0.111
0.311
0.360
0.407
0.463
0.490
0.438
0.355
0.236
Design Load: 30 kips
Bond Length: 10 feet of bedrock
Stress Length: 3.0 feet
Bar Size: 38 mm
30000
60 ton ram
Residual Movement I Elastic Movement I Load{Movement* II
(inches) (inches) (in/kip)
I
0.038 I
I
0.080 I
I
0.110 I
I
0.176 I
0.013 I
0.115 I
0.199 I
0.314
0.002
0.008
0.003
0.002
0.009
0.008
0.008
0.009
0.005
0.008
0.010
0.007
0.005
0.011
0.010
0.012
0.009
0.003
0.006
0.008
MICROPILE VERIFICATION TEST
Lough Residence, 1655 County Road 109
Project No. 14-008G-01
Micropile Location:
Design Load =
Bond Length =
Free Length =
Stress Length =
Bar Size=
SW Pad Location
30000 lbs
67 feet
0 feet
3.0 feet
38mm
Load
{lbs)
4070
13500
30000
43500
60000
Total
Movement
tin l
0
0.051
0.195
0.309
0.490
Residual
Movement
linl
0
-0.038
-0.080
-0.110
-0.176
Date: 9/23/2014
TestType: Tension
Elastic
Movement
lin l
0
0.013
0.115
0.199
0.314
1.0 -r--;:::============!:::========::::;-~-,,~~~~~~~,-,~~~~~~~,,~~~~~~~,-,~~~~~~~,,;-~~~~~~-,
., .,
J:
0 c:
~ -c: .,
E .,
~
~
I I I I I
-Measured Elastic Movement I I I I I
I I I I I
0.8 +-I I I I I -----~-----------------------t-----------------------~----------------------t----------------------~----------------------
0.6
0.4
0.0
-Measured Residual Movement 1 I I I I
I I I I I
I I I I I
I I I I I
. I I I I I
----------------------+----------------------1-----------------------+-----------------------~----------------------+----------------------~-----------------------I I I I I I
I I I I I I
I I I I I I
I I I I I I
I I I I I I
~----------------------~----------------------{----------------------~----------------------~----------------------f----------------------~----------------------1 I I I I I
I I I I I ___A
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------
70~00
I I I I I
-0.2 +----------------------}----------------------{---------------------+---------------------~----------------------f--------------------+-----------------------• I I I I I
I I I I I I
I I I I I I
I I I I I I
I I I I I I -0.4 +----------------------t----------------------1----------------------t-----------------------~----------------------t----------------------~----------------------~
1 I I I I I
1 I I I I 1
I I I I I I
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-o.6 +----------------------t----------------------1-----------------------t-----------------------r----------------------t----------------------1----------------------
• I I I I I
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-0.8 +----------------------}----------------------{-----------------------:-----------------------~----------------------f----------------------~-----------------------1 I I I I I
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f I I I I I
I I I ! ! ! -1.0
Load (lbs)
!ffJn Engineering ~-~. ='v'·'·.
(!!,! & Consulting, Inc. ~
September 23, 2014
Mr. Shaun Brainard
B& Y Drilling, Inc.
P.O. Box 1878
Rifle, Colorado 81650
Project No. 14-008G-01
Subject: Review of Micropile Foundation Load Testing, Gaeffl=tioomr,-Lough Residence,
1655 County Road 109, Garfield County, Colorado.
Dear Mr. Brainard,
RJ Engineering conducted micropile load testing for the guest house on September 23, 2014 at
1655 County Road 109, Garfield County, Colorado. We conducted one micropile verification
test on a sacrificial pile to verify assumed soil strength parameters. The test was performed in
tension, which we believe is more conservative than a compression test. Therefore, the
measured deflection would typically be more than if the micropile were tested in compression.
The verification test was loaded to 2.0 times the design load (60,000 pounds). The total
measured deflection was 0.195 inches at the design load. The test was conducted in general
conformance with FHWA guidelines and the test results are attached. We believe test results
indicated movements are within acceptable design limits (see attached).
Based on our test data, it appears the micropiles installed by B&Y Drilling, Inc. were in general
conformance with plans provided by RJ Engineering & Consulting, Inc., dated September 10,
2014. RJ Engineering did not verify micropile locations. Survey and micropile layout was
assumed to be the responsibility of others.
If you have questions or need additional information, please call us at 970-230-9208.
Sincerely,
RJ Engineering & Consulting, Inc.
Richard D. Johnson, P.E.
Project Manager
266 Red Cliff Circle, Glenwood Springs, CO 81601, (970) 230-9208
Micropile Verification Test
Micropile Designation: SW Pad
Job Number: 14-00BG-01
Testers: RDJ
Date: September 23, 2014
Load Hold Time Load Pressure
llbsl losll
"L(.05 OL) 2.5 min 4070 400
0.15DL 2.5 min 4500 437
0.30DL 2.5 min 9000 801
0.45DL 2.5 min 13500 1166
AL(.05 OL) 1 min 4070 400
0.15DL 2.5 min 4500 437
0.45DL 2.5 min 13500 1166
0.60DL 2.5 min 18000 1530
0.75DL 2.5 min 22500 1895
0.90DL 2.5 min 27000 2259
1.00DL 2.5 min 30000 2502
"L(.05 DL) 1 min 4070 400
0.15DL 1 min 4500 437
1.00DL 1 min 30000 2502
1.15DL 2.5 min 34500 2867
1.30DL 1 min* 39000 3231
2 min*
3min*
4min*
5 min*
6 min*
10 min*
20 min
30 min
40 min
50 min
60 min
1.45DL 2.5 min 43500 3596
AL 1 min 4070 400
0.15DL 1 min 4500 437
1.45DL 1 min 43500 3596
1.60DL 1 min 48000 3960
1.75DL 2.5 min 52500 4325
1.90DL 2.5 min 57000 4689
2.00DL 10 min 60000 4932
1.50DL 5min 45000 3717
1.00DL Smin 30000 2502
0.50DL 5min 15000 1287
AL Smin 4070 400
COMMENTS:
* Must be less than 0.025 in/kip.
Total Movement
linchesl
0.000
0.001
0.036
0.051
0.039
0.053
0.094
0.132
0.167
0.195
0.081
0.198
0.232
0.276
0.279
0.281
0.281
0.282
0.282
0.282
0.309
0.111
0.311
0.360
0.407
0.463
0.490
0.438
0.355
0.236
Design Load: 30 kips
Bond Length: 10 feet of bedrock
Stress Length: 3.0 feet
Bar Size: 38 mm
30000
60 ton ram
Residual Movement I Elastic Movement/ Load/Movement* jj
linchesl linchesl lin/kiol
I 0.013
0.038 I
I 0.115
0.080 I
I 0.199
0.110 I
I 0.314
0.176 I
I
I
I
0.002
0.008
0.003
0.002
0.009
0.008
0.008
0.009
0.005
0.008
0.010
0.007
0.005
0.011
0.010
0.012
0.009
0.003
0.006
0.008
MICROPILE VERIFICATION TEST
Lough Residence, 1655 County Road 109
Project No. 14-008G-01
Date: 9/23/2014
Test Type: Tension
Micropile Location: SW Pad Location
Load Total Residual Elastic
Movement Movement Movement {lbs) linl (in) (in l
Design Load =
Bond Length =
Free Length =
Stress Length =
Bar Size=
30000 lbs
67 feet
0 feet
3.0 feet
38mm
4070
13500
30000
43500
60000
0
0.051
0.195
0.309
0.490
0 0
-0.038 0.013
-0.080 0.115
-0.110 0.199
-0.176 0.314
1.0
0.8
0.6
0.4
Ii> .,
J: 0.2 0
~ -0.0 c: .,
E .,
-0.2 > 0 ::;;:
-0.4
-0.6
-0.8
-1.0
;
-Measured Elastic Movement ' ' ---I -
I I I I I
-----~----------------------..1..----------------------L----------------------~----------------------~----------------------I I I I I
I I I I I
I I I I I -Measured Residual Movement
I I I I I
I I I I I
I I I I I
----------------------+----------------------~----------------------~----------------------~----------------------+----------------------~-----------------------' I I I I I I I I I I I
I I I I I I
I I I I I I
I I I I I I
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I I I I • • ----------------------~----------------------~-----------------------1..----------------------L---=---------~---------------------i----------
~
O 0 0 ' . . . . ' . '
' ' ' ' '
• • • •
I I I I 10~00 + 20$00 89.QQ 4Q~OO • 50000 60~00 70000
I I I I I
----------------------i----------------------4----------------------{----------------------~--------------------+----------------------'""----------------------! I I I I I
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I I I I I I
I I I I I I
I I I I I I
----------------------t----------------------i-----------------------t----------------------~----------------------t----------------------i----------------------1 I I I I I
I I I I I I
I I I I I I
I I I I I I
~----------------------i----------------------~----------------------..:....----------------------~----------------------~----------------------~----------------------1 I I I I I
I I I I I I
I I I I I I
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----------------------+----------------------~-----------------------{-----------------------}----------------------+----------------------~-----------------------' I I I I I I I I I I I
I I I I I I
I I I I I I
I I I ~ I I
Load {lbs)
