Specifications (22) ,s - 000 J -7
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OFFICE COPY
• OCT92018
CITY pT1G DIVISION
�*'ww.gffcwest.com
V..........._
V.---___ Y3UILING
GE�TECH FOUNDATION COMPAN
WEST
DESIGN CALCULATIONS
SW Atlanta St. Storage Facility
Tigard, Oregon
June, 2018
Included Calculations:
ID Soil Model 2
Footing Settlement 2
Footing Bearing Capacity 2
Pier Compression Capacity 2
Pier Tension Capacity 0
Slab On-Grade Support 0
Slope Stabilization 0
Liquefaction 0
By
GEOTECH FOUNDATION COMPANY - WEST® 1..1 D7
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HILLSBORO, 0 97123 V,N.C,I . :t
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EXPIRES: W3e)/2.0.?
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Start End
27 2018 5/27/2018 otal 315 Cogged �A Driller Dan Fischer Drilling Drilling
Drilled 5 Hollow stem Auger
/ / Depth(ft) Checked By GAL Method
Surface Elevation(ft) 208.5 Hammer Rope&Cathead Drilling Paul Bunyan Trailer
Vertical Datum NAVD88 Data 140(lbs)/30(in)Drop Equipment
• Latitude 45.437 System OR Decimal Degrees See"Remarks"section for groundwater observed
Longitude -122.7548 Datum WGS84(feet)
Notes: D&M N-value reduced 50%to approximate SPT N-value
•
i
i
FIELD DATA
oe o MATERIAL
w z DESCRIPTION F o
REMARKS
L > > fn U C L .1 •j c C
L- O aW N N
O m U
208.5 0
ML Dark brown silt with trace sand,occasional gravel and
- - fine roots to 8 inches,low to moderate plasticity -
(very soft,moist)(fill)
fo- b' ML Brown silt with trace sand,low plasticity(very soft,
moist) -
5 A 2 0 1 —
GD
=Y _
10 —
12 9 MD;AL 2 Becomes gray-brown and stiff,with occasional layers 35 DD=87 pcf;AL(LL=30,PL=27,PI=3)
- - of sandy silt Groundwater observed at 10 feet during drilling
ti��� ,. FF=194.5 -Dark gray car3dy- v Wit, .
15 10 13 3
• 3- -X -
2 z
o- - 10 10 4 37 51 _
0� MD;%F - -
0DD-84 pcf
Fa'
- 20 10 2 ML/SM Interbedded dark gray fine sandy silt and silty fine — 35 69
o %F sand with occasional dark brown fibrous organic
X - matter,rapid to very rapid dilatancy(soft to very -
LI_ • loose,wet)
-
m
`'_ _ 6 7 31 80 DD=85 pCf
F ��(? MD;%F • -
L,—N,
ML Dark gray silt with fine sand,low plasticity to
5 25 x 12 13 7 — non-plastic(very rapid dilating(stiff,wet) — 84
mi_ %F - -
En_
M-` - - -
30 r
x 26 $ - - 28
MC
0
E
d
0
0
m
v
z
Note:See Figure A-1 for explanation of symbols.
Coordinates Data Source:Horizontal approximated based on USGS Topo.Vertical approximated based on USGS Topo.
0 k
Log of Boring GEI B-1
Project: SW Atlanta Street Storage Building
G E4 E N G I N E E R$ 0 Project Location: Tigard,Oregon
Figure A-2
o•
Project Number: 23459-001-00 Sheet 1 of 1 ,
EO Total Logged By JLL Drilling ,
Drilled 5/27/2018 5/27/2018 Depth(ft) 46'5 Checked By GAL Driller Dan Fischer Drilling Method Hollow-stem Auger
Surface Elevation(ft) 201 Hammer Rope&Cathead Drilling
Vertical Datum NAVD88 Data 140(lbs)/30(in)Drop Equipment Paul Bunyan Trailer
• Latitude 45.4367 System OR Decimal Degrees See"Remarks"section for groundwater observed
Longitude -122.755 Datum WGS84(feet)
Notes: D&M N-value reduced 50%to approximate SPT N-value
I V
FIELD DATA
Si a) o al CO o MATERIAL
DESCRIPTION REMARKS
Q e. 0 3 �� Q aN
V, (, O NC NC
W 0 cc m U m1- o o5 2U i.8
201 0
op ML Dark brown silt with trace sand and rootlets to 10
ti - - inches,low plasticity(soft,moist) -
- 5 — —
y�h 16 9 1 Becomes mottled brown and light gray,stiff
FF=194.5 - -
Becomes wet Groundwater observed at 8 feet during drilling
- -
----
SWML Interbedded dark gray silty fine sand and sandy silt,
- 10 \ / 12 6 2 — low plasticity to non-plastic,massive to horizontal — 38 61
y�0 X %F laminations(loose to medium stiff,wet)
X14
8 3 = _
-• •iL---
�•` SM — Darkgraysiltyfine sand,massive,rapid dilatancy•
15P (very — 29 zs
3-y0� _ 8 4 MD;%F loose to loose,wet) DD=95 pcf
0
..
o'- _\/ 14 2 5 - Becomes very loose -
a- /X\ �'�_———
N, ML Dark gray silt with fine sand,massive,low plasticity
5- 20 N, -H6 8 — (medium stiff,wet) — 32 94
2
o- -
z- - - Dark gray silt to sandy silt,massive,low plasticity(stiff, -
moist)
o 25 \ / 10 15 7
— —
0
0
L.'.
A() \/ 10 17 B Becomes very stiff — 27 AL(LL=32,PL=25,PI=7)
a
E2,
0
0
0
a
z- 35— —
Note:See Figure A-1 for explanation of symbols.
Coordinates Data Source:Horizontal approximated based on USGS Topo.Vertical approximated based on USGS Topo.
a♦0
0 ,
" Log of Boring GEI B-2
il
Project: SW Atlanta Street Storage Building
d G EO E N G I N E E RS Project Location: Tigard,Oregon Figure A-3
Project Number: 23459-001-00 Sheet 1 of 2
, v
FIELD DATA
,_ a)
J0 IP
o MATERIAL
wa ,59) ZC 03 DESCRIPTIO
N o
REMARKS
o N o _ c o. d
- > > ( , . (%
> O 3 =N6O C a) 0U ,.
W c m n co H CU U itU0
35 / 12 24 9
CL Dark gray lean clay,massive,low to moderate
- - / plasticity(very stiff,moist)- 40
-
—ti6° -\/ 12 17 10 -
-- /X\
/ ML/CL Dark gray and brown mottled silt to lean clay,low
- - plasticity(stiff,moist) -
- 45 12 11 Y
� X
�
—, j
4110
0
li
ro
S'
O
O
0
g'
1
0
O
I.
IIICaN Log of Boring GEI B-2(continued)
Project: SW Atlanta Street Storage Building
G E0 E N G I N E E R Project Location: Tigard,Oregon Figure A-3
���+++���" Project Number: 23459-001-00 Sheet 2 of 2 ,
• • 0
PLASTICITY CHART
60
50 -•
CH or OH
x 40 •'
w
0
P
c3 30
Q �`��• I
a J• OH or MH
20 -
CL or OL
10 -
CL-ML ML or OL
•0
0 10 20 30 40 50 60 70 80 90 100
LIQUID LIMIT
Moisture Liquid Plasticity
Boring Depth Content Limit Index
4 Symbol Number (feet) (%) (%) (%) Soil Description
r-
0
-. • 6-1 10 35 30 3 Dark brown silt(ML)
0
r
® 6-2 30 27 32 7 Gray silt(ML) Atterberg Limits Test Results
a
a
6
SW Atlanta Street Storage Building
0
Tigard, Oregon
0 Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc. Test results are applicable
0 only to the specific sample on which they were performed,and should not be interpreted as representative of any other
iisamples obtained at other times,depths or locations,or generated by separate operations or processes. l E O E N V I N E E R S Figure A-4
N The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318.
LOG OF BACKHOE / EXCAVATOR TEST PIT
Project: SW Atlanta Street Storage
Tigard, Oregon Project No. 17-2198 Test Pit No. TP- 4
Co as
^ N
mE E. nm 7
° E °' E 2 Material Description
o a2° ��co � o 0
a 0 0 Elevation-195 FF=194.5
Stiff, Siit with gravel, sans, roots, debris, brown, moist (tiii and top soil)
1 — 1.25
2 1.0 Stiff to hard, Silt with trace sand, light brown with orange and gray mottling,
moist
3— 2.5
4— >4
Soils coarsened
5— with depth
6-
7—
• 8
7• 8 --
-
9--
Sand, bluish gray, moist
10
Test pit terminated at 10 feet
11 Seepage encountered at 6 feet
21314 12-
13--
14
15-
16-
17
• AN LEGEND
Nis:. HARDMARDMGEOTECHNICAL
SERVICES INC. X 5-1 Date Excavated: 5-8-17
Pw,x .Effev,i, Logged By: IDM
10110 SW Nimbus Avenue,Suite B-5 SeepSoil Sample Depth Water Level at at Time of gg y
Portland,Oregon 97223 Interval and Designation Time of Excavation Excavation
(503)530-8076
• 0 0
, ft, Lod r, '199, ' 19(1104 el- '11 , Pectme
PM. No Vv.,p”ffing Halc.....Eiror 4er
9,999 x•-r 7cox 5,21,701S. Depto,A) 11-5 , 0,9,990 Of CAL i 4.4e9,91
1.-'box E5,911-em 0, 219 5 lAlfmle, Ppm 5,Cer9eed °PAN PALO Anon 194,
MerteAl Pet, %WPM, beth 1400.1/30 'C.79
1,1191. 419 4.3) VY9e9 OP Pr-P991Deerre, See Verrone lemon 19 grouPbette,°e-ve
Lovr,xx 122,5-1A Deo., 1A165f9 9*,
_.........
xes Wel T.,99,991599 9 aperseenele PR/mi.
REID DATA r Slat EN I IN./ ,
,,,e04s, MI 1 DVIspg
i 46", .1911,9 Opp Fluter Celiele Hollne9tern 0401
V I V tAATERIAL V127,201P 5,27,"2(1.8 i(9-01,91, 0"ke.91 EV 44 i Aletn19
' -.''.. - ..1 .; y• t DESCRIPTION i e REMARKS
5999e Deve1,999 201 1 Paenem Reee&00.91 I Dieet Pei ilevote Tra9P
i
c'E i venkral Cotom WOMBS l''''' ixotms,30,ot 0,0i, 4.Cqu,,,,,,i t i t 7 ll It it
. t . ,, 4I.I 4", 4,, flak.. 99.4.36t ,SOP, OR Penni[levees 1 See Veer.,se,,or 19 erotexte99,oesentve
,‘990191* inT5.5 i Datum YAW Peet; 1
1. P99 19-tre9 se..9 Inge tartd,oe,999A41 WM,and
- Pee pees To ft,9999 19,ro.r919,941,.[0.ft , ' Nblos 0)5M 4-.4.rt0)110,1 US=.10 apna.+We gin bItt
' 1...
--,.. FIELD DATA
44:' : 04 &oar pe edt 90.15019 009 99.9.9 pep SOL
.rtroN) i c 4 •!
D
REMARKS
• ci, ,, , , ESCRIPTION -
'
. It rte.twIren Pe 010 S91<0 sere a00,ontles lo ID
.
oxet 00*150100.,soe me,,, -
,. . LOG OF SACKHOE I EXCAVATOR TEST PIT
1.1) . A., Brum,eter-99e,AP,19e/re.9 o,e9+99911.,-1 - Pr,•11,pc,Al ril.-Y,P1.21 Phat - .
Groo...nre Abu,.e 19 keg<199i 099e
.
,t II 1.1 le , -
'i ,
r
. .
D.et at.t.,rrt tat 4.9-w etet me, -'-- FF'.1-9;4.-5
I
_
- ,
lie.,,,e,we. C....n.ate,Mar,.ze II few 60tirg
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, H
.1, 1999,999 Item.,Pedkerrer net)_...4,,„ I]30
- -V—/ L..
.. .,
'
I00rt..21(0 C41.O.?Mn A.**VI 4,4 OP
-.1,9 , - 1, ,,i - ,4e9 rev 999e99111 Pa.tow.,fibrne,ergArse 1 A to 0
i
.; •,_f.. _ - 4' - ret),WWI te,ot,y,trsod MOW*,1.9,to 91^1 19991..9 . •
7I, —Clart.Oh SW,6,•sar4,Tow,mold!Malan,Ne•..- ,., , , { '
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pAv9A rVeh,onloorsMer.APdutwot 19e easteety
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neOen WSJ.e,e9.41 .4 'k. .
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Ste 44Aer A 119 e90999999 9 synto.'s
i CPercinstes Das-....00e.999904 amovesee9 Pas.,1/SOS'lox ve9r9 1/019.0*,99 9004P 9,LV,S,9191
1 k I .
'
Log of Boring MI 134 ,,
1 Prq,Ext SW Atlanta Street Storage ButIrrirng -
GEOENGINEERS.....60 Project Lccation NATI.Crregorl
Prciect Number 23459-031-00 Soar loll
v -
hoe
09909r11 Deer T00...e 11917,9141 9,0010I1191 P.M 991/%9 tom Ve•,rffl appc,,,st.betel r&.,,nr,
1/4
•
Log of Boling GE1 B-2
.... I PromoSW Atlanta STreet Storage Prrnktrrtg
LIQUEFACTION MITIGATION
411
LIFE-SAFETY PREMISE
(GTFC-W)
As with bearing capacity improvement, liquefaction mitigation using Engineered Aggregate Piers
creates a composite soil mass with an increased shear strength via the introduction of highly densified,
high friction-angle aggregate into the matrix soil. Additionally:
• Geotechnical Engineering Soil And Foundation Principles And Practice,Fifth Edition,by
Handy and Spangler, indicates that lateral pressure increases in soils surrounding piers in a
zone extending at least 6' radially beyond the centerline of the pier. This occurs during pier
construction using vertical ramming force,which triggers localized liquefaction in susceptible
soils surrounding piers. Rammer deflection monitoring by GTFC-West during pier
construction supports that finding so long as the rammer force per blow is sufficiently high
and ramming of aggregate lifts is sustained for a sufficient length of time to reach near-
terminal rammer deflection.
• Field testing of piers following construction has shown that shear wave velocities across the
composite pier-soil cell extending several feet beyond the centerline of the pier are sufficient
to resist triggering of liquefaction.
• Based on these various findings, it can be reasonably assumed that during a seismic event no
degradation of the pier-cell support capacity will occur for a radial distance of at least 6'
beyond the center of the pier, and, by extension,that the bearing capacity life-safety
considerations of the pier-supported foundation elements are fulfilled.
•
1111
GeoRam