Report FROM : THE JAMES L GROVES CO. "PHONE'NO. : 1 503 643 3659 P01
-_ /✓I 5 5- 00113
e
I1 Inc. !a �� Construction Inspection & Related Tests
Carlson Testing, r /3 5 4> Geotechnlcal Consulting
June 12, 1995 P0. Box 23814
Tigard. Oregon 97281
Phone (503) 6843460
CTI #95-3451 _ FAX (503) 684 -0964
Designers NW
125 S.W. Hemlock Street _
Dundee, Oregon 97115
PILE OBSERVATION REPORT
BATTALIA RESIDENCE - 135TH AND FERN
TIGARD, OREGON
At your request, Carlson Testing Inc. (CTI) provided observation of pile
installation and load testing at the above single- family home. Pile
support was recommended by CTI due to the presence of about 10 to 15
feet of uncompacted fill over the lot.
A total of thirty one, 3 -inch diameter driven steel pipe piles and
eleven, 4 -inch diameter were driven with an 850 ft -lb impact hammer at
more than 500 strikes per minute. CTI observed installation of several
of these piles on June 6th and 7th and tested downward loading capacity
on one 3 -inch and one 4 -inch diameter pipe pile. The observed piles
were terminated when penetration rates reached less than 1 inch
penetration in 10 to 15 seconds. Pile lengths reportedly ranged from
22.5 to 44.5 feet.
The load testing was performed by jacking on top of the pile against a
43,000 lb trackhoe. The load vs. deflection was recorded. Less than
0.2 inches of deflection was recorded at each pile at maximum sustained
loads of about 18 to 19 tons before the trackhoe was lifted. The load
Lest data is tabulated below:
Pile #27 (3" diam.,34.5 ft) Pile #35 (4 " diem., 28.5 ft)
Deflection (in) Load (tons) Deflection (in) Load (tons)
0 3 0 5
.022 5 .006 7
.059 7 .024 9
_072 9 .042 11
.098 11 .060 13
-
.122 13 .078 15
.147 15 .094 17
_174 M 17 .107 19
• TO: 1 CAt e FROM_ ('' . - D .._ VtC'C� V �� • t: 6 /1Y/t 54
C1 _ P cs. fir¢ , / aye Q� b INCLUDING 7 S l u Sp THIS P. c
V4- - 72 7 1�° t� w►'r ,,,, Z
FM A . 6 FG) #: PII1NF r• G V 'i !bS
V \3 0 0 113
FROM : THE TAMES L GROVES co. — PHONE'NO. : 1 503 643 3659 P02
0
Page 2 of 2
\tf ` #95 -3451
; CONCLUSIONS
Based on the abrupt change in observed penetration rates, it is our
opinion that all piles met practical refusal in bedrock well below the
bottom of the existing fill and beneath native silt flood deposits.
Based on our observations of pile installation and load testing, it is
our opinion that the piles are capable of supporting allowable loads of
up to 16,000 lbs. for the 3 -inch diameter pipe piles and 20,000 lbs. for
the 4 -inch diameter pipe piles.
Our reports pertain to the material inspected only. Information
contained herein is noL to be reproduced, except in full, without prior
authorization from this office. If there are any further questions
regarding this matter, please do not hesitate to contact this office.
Respectfully submitted,
CARLSON TESTING, INC.
k'; 1474 ,\
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James D. Imbrie, P.E.
Geotechnical Engineer
cc: J2K Engineering