Specifications - 12$50 010t 1 e_
y -
gies
www.gtfcwest.c.o " Y
G��TE-H FOUNDATION COIIpp,N
- WEST - RECEIVED
MAR 1 9 202C
CITY OF TIGARD
DESIGN CALCULATIONS BUILDING DIVISION
Broadway Rose Theatre Additions
Tigard, Oregon
March, 2020
Included Calculations:
Soil Model 0
Footing Settlement 0
Footing Bearing Capacity 0
Pier Compression Capacity 0
Pier Tension Capacity 0
Slab On-Grade Support 0
Slope Stabilization CI
Liquefaction 0
By
G EDTECH FOUNDATION COMPANY - WEST®
214 SE WALNUT STREET
HILLSBORO, DR 97123
•
GeoFtacn
Broadway Rose Theatre Additions#515G
Tigard, Oregon
The construction to be supported consists of two single-story additions to the existing theatre building.
Together the additions have a footprint of approximately 6,000 square feet. No basements are involved,
and the existing structure (completed in 2008)appears to be founded on standard spread footings on
native, unimproved soil.
Surface conditions at the site consist mainly of asphalt and concrete pavements.Subsurface conditions,
according to Carlson Geotechnical's report dated October 16, 2019,consist of approximately Ito 4 feet
of poorly graded, undocumented gravel fill overlying Missoula flood deposits (mostly silty to sandy soils)
down to a depth of 50' to 60' below ground surface. Groundwater was encountered at depths of 11'to
17' below ground surface during August; review of our soil model with Mr. Brad Wilcox, P.E.,G.E. with
Carlson, on 3/12/20 indicated a groundwater depth of 9' is appropriate for design on this site.The site is
at high risk of liquefaction during an earthquake and may settle 5.5"to 7.5" in such an event.
Spread and wall footings for the additions were designed by the structural engineer for a maximum
bearing pressure of 2,500 psf. We received more precise loading from Mr. Greg Capen with B&G
Builders on 03/09/20, but being that those applied loads were substantially lower,we chose to retain
our design based on a uniform bearing pressure of 2,500 psf to show that the design is conservative
even for that case and is not controlled by applied loading.
Our 30-inch diameter EAPs are designed to provide support resulting in less than 1 inch of total static
settlement and less than 1/2 inch of differential settlement.They are also designed to minimize
differential settlement of the footings during a liquefaction event.
G EDTECH FOUNDATION COMPANY - WEST
Jeffrey J. Blankinship, El Jeremy J. Gray, PE
Engineering Assistant Project Executive
- BROADWAYROSE THEATER ADDITIONS- TIGARD, OREGON FIGURE 2
Project Number G1905125 Site Plan
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LEGEND
B-1 ® Drilled boring.Depth of fill indicated in().
lik Boring with infiltration test.
Elevation benchmark-Assumed 100-foot elevation at the center of
Hand auger boring with wildcat dynamic cone A SW Grant Ave.
- HA-1 P penetrometer.Depth of fill indicated in(). Orientation of site photographs shown on Figure 3
NOTES:2013 aerial photograph and property lines from MetroMap Regional
- Pc. piTi'k . Land Information System(RLIS)data,accessed September 2019,from Metro 1 Inch=40 Feet
GEGTECNNICAL website:http://gis.oregonmetro.gov/metromap/.Drawing based on Sheet ��0
4. '1•' ' A2.11,"First Floor Plan",dated July 12,2019,produced by Scott Edwards
Drafted by ALB Architecture,modified by CGT.All locations are approximate.
PR O Carlson Geotechnical FIGURE A3
tic l A Division of Carlson Testing,Inc.
www.oarisontesting.com Boring B-1
PAGE 1 OF 3
CLIENT Shiels Obletr Johnsen,Inc. PROJECT NAME Broadway Rose Theater Additions
PROJECT NUMBER G1905125 PROJECT LOCATION 12850 SW Grant Avenue,Tigard,Oregon
DATE STARTED 8/26/19 GROUND ELEVATION 101 ft ELEVATION DATUM Center of SW Grant Ave.=100'
WEATHER Sun,70°F SURFACE Asphalt LOGGED BY MMS REVIEWED BY JAJ
DRILLING CONTRACTOR Western States Soil Conservation SEEPAGE —
EQUIPMENT Geo:robe 7922DT.Rio#8 a GROUNDWATER AT END 12.0 ft/El.89.0 ft
DRIWNG METHOD 3 7/8-Inch mud rotary T GROUNDWATER 18 HOURS AFTER DRILLING 14.9 ft/El.86.1 ft
O w a XILI •SPT Nem VALUE•
O = m a Ni, �— y> ?m F- PL LL
MATERIAL DESCRIPTION Z W t- a? W _,D 7 j I j I • 1
a. 03 MG
w 0 az V 8? z ❑FINES CONTENT(%)❑
Cl 0 ul 0 20 40 60 80100
d GP \��T CONCRETE:One IM 2'%inches thick. l
10D •• FILL POORLY GRADED GRAVEL FILL:Gray-brown, - -
'-\dry to so e moist,angular,up to 3:inch in diameter, - -
LEAN CLAY:Medium stiff,brown with trace
CL orange staining and black flecking,moist,low S 1-2-3 5 2?-6--11
j - plasticity,some fine-grained sand. `
3.1
(Missoula flood deposit) h
SANDY SILT:Medium stiff to stiff,brown with
trace orange staining,moist,nonpiastic to low S 1
95 plasticity fines,fine-grained. - 2 (10) 10 * •
133 6 1 •
s4 100 93 23
Soft and wet below 12 fest bg 2-1-2
•
ML - !SPI 6 67 (3) 3 ss
1 15 _
85 - 35
8 SH
100
SPT 100 1(2)1 2 * u o
g 20
gp - -y S8 100 1-0-11
0 SILT:Soft,brown,wet,low plasticity,somea. /
8- - fine-grained sand. - -
P..- - ML - -
$- -
I 25 `,
R SANDY SILT:Medium stiff,brown,wet,low u SpT 100 1-2-2 5
a 75 plasticity,fine-grained sand_ - /, 9 (4)
ML
SILTY SAND:Medium dense,brown,wet,low
- _ gM plasIldty fines,fine-grained. _ _
. 30
(Continued herd Page)
FIGURE A3
GQ-% t}3,y Carlson Geotechnical
• A Division at Carlson Testing,Inc. Boring B-1
www.carlsontesting.com
PAGE 2 OF 3
CLIENT Shiels Metz Johnsen,Inc. PROJECT NAME Broadway Rose Theater Additions
PROJECT NUMBER G1905125 PROJECT LOCATION 12850 SW Grant Avenue,Tigard,Oregon
0 w a g w i- A.SPT Nea VALUE•
z 0^ = m ?+ �m ?awo gz� ... ~ PL LL
5 0 rn MATERIAL DESCRIPTION i u s c. a 9 m p> › 111A. MC
W < 0 Q o Z K Z z o ❑FINES CONTENT(%)❑
O C3 30 w 0 h
plasticity fines,fine-grained.(continued) - -X 1083 20 40 60 80100
SILTY SAND:Medium dense,brown,wet,low `
w SPT 3-4-9 17
70 (13)
35
SPT 5 ss
85 11 (6) 11
. ...., /2
3-7-9
60 \, 89 (16) 22
- -
45
Trace orange staining below 45 V SPT a1 2-2-5 y
55 411 /` 13 (7)
SILT WIniSAND:Slit b 1 Ic„
low plasticity,with fine-grained nd.
ML -
50 I
- -50 1 H 100
S4
SANDY SILT:Very stiff, ark gra ,wet SPT 2ds6 m
nonplasticfines,fine-grained,,/ 15 (11) 15 si 0
Silt lens 3 inches thick at 51/.feet bgs_
I-
- -
e 55
X SPT 4-7.9 64 22
a, 45 Silt lens about 1 inch thick at 55%feet bgs. 16 (16)
•
•
b -
ML
R 60
Intermittent silt to lean clay lenses about 1 inch _ -v SPT 2-3-916
94
is
40 thick below 60 feet bgs. n 17 (12)
w
i
- -
(Continued Nod Page)
R el Carlson Geotochnical FIGURE A3
�Q
A DHlalon of Carlson Testing, Inc. Boring &1
CESEZEIMI www.carisontesting.com
PAGE3OF3
CLIENT Shieis Oblate Johnsen.Inc. PROJECT NAME Broadway Ross Theater Additions
PROJECT NUMBER G1905125 PROJECT LOCATION 12850 SW Grant Avenue,Tigard,Oregon
w a ae W - ASPTN..VALUE A
g^ 2 3 .. Li m rco z a° i PL LL
a e. 5 p MATERIAL DESCRIPTION = L. $ MC
—�
O O z o� ? z 0 ❑FINES CONTENT(%)❑
0 0 w 0 20 40 60 80 100
SANDY SILT:Very stiff,dark gray,wet, 65
nonelastic tines,fine-grained.fronfinuac0
Syr 83 23
II
ML
30 F1, 1 20 1Lean to fat clay lens about 2 Inches thick at 71 feet
bgs.
SILT WITH SAND:Very stiff,dark gray,wet,
_ _ nonelastic to law plasticity,with fine-grained sand.
ML (Likely Troutdale formation sediment}
riltLAdt Ili
25MriDCI ) CI 4
SILT:Very stiff,dark gray,moist,nonelastic to 1111
- - low plasticity,some fine-grained sand. )oppliall
ML
Low plasticity below 80 feet-x:s. (1-
���/// 1101
M 21 21 100 3 9 16
20
- - •Borehole terminate. at 81 ;:s.
•Groundwater en••u 1 .gs . ring
- - drilling and . - = abou 5 =_ •,.. 1 'ours
after dulling.
- - •No caving en • nt
•Borehole backfill=• rout ntontte.
•Surface patched
15
7 -
i
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�0}
d- -
0
a
10
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PR 0.y, Carlson Geotechnical FIGURE' ' A Division of Carlson Testing, Inc.
www.cadsontesting.00m Boring B-2
PAGE 1 OF 1
CLIENT Shials Oblate Johnsen,Inc. PROJECT NAME Broadway Rose Theater Additions
PROJECT NUMBER G1905125 PROJECT LOCATION 12850 SW Grant Avenue,Tigard,Oregon
DATE STARTED 8126119 GROUND ELEVATION 101 ft ELEVATION DATUM Center of SW Grant Ave.=100'
WEATHER Sun,63°F SURFACE Asphalt LOGGED BY MMS REVIEWED BY JAJ
DRILLING CONTRACTOR Western States Soil Conservation SEEPAGE —
EQUIPMENT Geoprobe 7822DT,Rig 88 GROUNDWATER AT END 11.3 ftI El.89.8 ft
DRIWNG IETHOD Direct Push Probe GROUNDWATERAFTERDRIWNG —
O w w X ♦SPT N.VALUE A
O vtr7� m < Nw �^ �m ?� PL LL
C p MATERIAL DESCRIPTION g Ere Z -1 2 7 ct _J» j 1 j I MC— I
8�- m81
w ? Z d ❑FINES CONTENT(%)❑
Oct V` 0 w 0 20 40 60 80100
GP \ASPHALT CONCRETE:One lift 2 inches thick. r
700 FILL POORLY GRADED GRAVEL FILL:Gray-brown,
moist,angular,up to V.inch in diameter,some silt.
LEAN CLAY:Medium stiff,brown with trace
CL orange staining,black flecking,and tan mottling, I
moist, low to medium plasticity. , -1-3 4 21-113
——(Missoula flood deposit) j\ 27
_�• SILTY SAND:Loose,brown with some orange •
staining,moist,nonpiastic to low plasticity fines,
95 -gra •
flneined. \�,Sr2 7 (11) 11
• 00 2-4-5 9
\7, 4,1
I
_ SM `/SPT 2-2-2
90 Q _x 4 9�1' {4} 4
_ Wet below 11Yi tent bgs. _
S5 100 2m 8
• 15
85 _x,/
SPT 100 1-3-3 7
/, 6 (6)
. - - •Borehole terminated 161 fo$bgs.
•Groundwater encounte ab 1, feet bgs.
•No caving encountered.
0 •Borehole backlilled with bentonite.
i- - •Surface patched wltit cold patch.
g
e -
80
0
m_ _
5
I- -
1 75
I
ii -
R O,r, Carlson Geotectinical FIGURE A6
p
• _ - A Dh slon of Carlson Testing,Inc.
www.oarlsontesting.00m Boring B-4
PAGE 1 OF 1
CLIENT Shiels Obletz Johnsen,Inc. PROJECT NAME Broadway Rose Theater Additions
PROJECT NUMBER G1905125 PROJECT LOCATION 12850 SW Grant Avenue,Tigard,Oregon
DATE STARTED 8/27/19 GROUND ELEVATION 100 ft ELEVATION DATUM Center of SW Grant Ave.Is 100'
WEATHER Sun,97°F SURFACE Asphalt LOGGED BY MMS REVIEWED BY JAJ
DRILLING CONTRACTOR Western States Sal Conservation SEEPAGE —
EQUIPNENT Geoprobe 7822DT.Rip#8 GROUNDWATER AT END —
DRILLING METHOD Direct Push Probe GROUNDWATER AFTER DRILLING —
O yW ^cZ - A SPT Ne VALUE A
z 0 Uf7 to 44 Fw �^ (Hj ��
G C 20 in MATERIAL DESCRIPTION Z ui- d A > p j 7 7 °1 j • PL •C 'L
m m p a7 QV... Eno t S 0 y.
ILL.. C7 it 0 Z U? _ d ❑FINES CONTENT(%)❑
O 0 0 w 0 20 40 60 80100
%S' GP \ASPHALT CONCRETE:One lift 3 inches thick.
• •
FILL POORLY GRADED GRAVEL F1 W Gray-brown, - -
dry to moist,angular,up to'/.inch in diameter,
-
//// some medium-grained sand and silt. _ -
CL LEAN CLAY:Stiff,light brown,dry to moist,
medium plasticity,some fine-grained sand,trace - - St/ft 8
rootlets. 1 as
!�fX __{Missoula flood deposit}
SAKIY SILT:Stiff,brown,moist, low plasticity,
fine-grained sand. S 1 •
2 $g 0) 10 T 18
MLS
SILTY SAND:Loose,brown,moist,nonpleatic to
low plasticity fines,fine reined. 3-4-3i
SM
, m 7
90 •
- - •• -X S4 PT 67 2 5
- - •Borehole terminated at 11 feet
•No groundwater or caving en•,u
- - •Borehole backfllled •.• •= ton,-.
•Surface patched cold pair _
85
g 80
0
m_ _
a
5- -
75
0
i
5,
-
g- -
N 70
- R 0y Carlson Geotechnical FIGURE Al
• �,A
A Division of Carlson Testing,Inc. Boring B-5
www.ca rtsontesting.com
- PAGE 1 OF 4
CUENT Shiels Oblelz Johnsen.Inc. PROJECT NAME Broadway Rose Theater Additions
PROJECT NUMBER G1905125 PROJECT LOCATION 12850 SW Grant Avenue,Tigard,Oregon
DATE STARTED 8/27119 GROUND ELEVATION 101 ft ELEVATION DATUM Center of SW Grant Ave.a 100'
WEATHER Sun,82°F SURFACE Asphalt LOGGED BY MMS REVIEWED BY JAJ
DRILLING CONTRACTOR Western States Soil Conservation SEEPAGE —
EQLJIPIENT Geoprobe 7822DT,Rig#8 V.GROUNDWATER AT END 17.0 ft!El.84.0 ft
DRILLING METHOD 3 7/8-Inch mud rotary GROUNDWATER AFTER DRILLING —
z m F a X r 17 A SPT Nea VALUE A
g ° ag �W �^ y� - .
((�� m w Zed ,
p a MATERIAL DESCRIPTION S. Ill
Y a j U re m F.
$s1 7.iz PL M C
w a Z O? Z p ❑FINES CONTENT(%)❑
0 0 0 w 0 20 40 80 80100
•%• \ASPHALT CONCRETE:One lift 2 inches thick. f
100 •�i •
i POORLY GRADED GRAVEL FILL:Brown-grey, - -
;.•.4•: Gp moist,subrounded to subangular,up to%inch in
• �•• FILL diameter,some sift_ - -
�' •
• • - S 1J 11
SANN SILT:Stiff,brown with some orange _
staining,moist,nonelastic,fine-grained sand.
- _. {Missoula flood deposit} S
57
N2 (9) so
_ - ML Medium afff,no orange staining below 7%bgs _ 1 m 7 •
26
- -
80 SH 100 97 •
4 2s
SILTY SAND:Medium dense, • • , oist SPT A. .7 27
- nonelastic fines,fine-to medium •rain-•. - 5 78 (12) 13 A •
15
Sfi 100 89 I •33
SM Loose and wet below 17 feet bgs. - --I!SPT 2-2-2 72 5 1 ••
Slit lens about 1 Inch thick at 18 feet bgs. 7 (4)
' 20
uSPT 1-2•4
/ 1 867 (6) 8 A
G
a
SILT:Medium stiff to stiff,brown,wet,low
$- - plasticity. -
fML 25
ft 75 SPT 1-1-5
SANDY SILT:Stiff,brown,wet,nonelastic fines, - -X 9 (9) 12 Al 94
n_ finc-graincd.
W
- ML - -
N 30
(Continued Next Page)
cp oy Carlson Geotechnical FIGURE AT
R "' A Dhislon of Carlson Testing,Inc.
www.carlsontesting.com Boring 13-5
PAGE 2 OF 4
CLIENT Shiela Obletz Johnsen, Inc. PROJECT NAME Broadway Rose Theater Additions
PROJECT NUMBER G1905125 PROJECT LOCATION 12850 SW Grant Avenue,Tigard,Oregon
O w w w A SPT N•VALUE A
w7
O^ X0t� P- 3 4m w8 Ei� ° ii PL �L Q Q w MATERIAL DESCRIPTION Z 1r LIJ g ycz y > M•C
w tt c z ? Z Ei ❑FINES CONTENT(%)❑
O 0 30 w 0 20 40 60 80 100
SANDY SILT:Stiff,brown,wet,nonelastic fines, X SPT 3-5-270 fine-grained.(continued} 10 10 83 (7) 9
32
ML
- -
SILT:Stilt,dark gray,wet,low plasticity,some
_ _ fine-grained sand.
ML
35 ,/
86 SANDY SILT Stiff,dark gray,wet,nonelastic - X 11 97 1-4-4 11 ♦ ss
se
fines,fine-grained.
_A- de40
60 Stiff to very stiff,brown with trace gray mottling _ _ 100 } 15
below 40'%feet bgs.
- -
45
Some orange staining below 45 SPT 4-7-756
89 19 •
Gray below45'/,feet bp. -A 13 (14) 32
ML
50
SH 133
Brown 50 _ II14
with trace orange Inl,., below 51%feet _,/SPT inn 4-6-11 23
n 15 (17)
i- - -
e
55
Intermittent medium-grained sand lenses about 1 \/
a 45 inch thick below 55 feet bgs. - X 16 89 ) 15
3 Gray with some orange staining,fine grained �`
S- - below 58 feet bga. _ _
$ - -
I -
R 60
SANDY SILT:Very stiff,dark gray,wet V SPT 4-8-13
40 nanplasticfnes,fine-grained. n 88 (21) 28
ID. (Likely Troutdale formation sediment} - 17 s9
i- ML - -
g
- -
(Cont}nued Next Page)
•
t,PR y Carlson Geotechniical FIGURE Al
• �- ` •• A Dhdelan of Carlson Testing, Inc.
www.carlsontesting.com Boring &5
PAGE3OF4
CLIENT Shiels Obletz Johnsen,Inc. PROJECT NAME Broadway Rose Theater Additions
PROJECT NUMBER G1905125 PROJECT LOCATION 12850 SW Grant Avenue,Tigard,Oregon
0-1w a} w A SPT Nu VALUE A
oz 0( m < re
)-^ FD Dm H
LL
C V O o. MATERIAL DESCRIPTION Z b. Luca w o O pz> ? n* m P C L
o El
t� mc) � 8 E }-
45 eV rt m z z cg E FINES CONTENT(%)❑
0 20 40 60 80 100
SANDY SILT:Very stiff,dark gray,wet, e5
nonplastic fines,fine-grained_
35 {Likely Troutdale formation sediment}(cant:wed) X SPT 8 0 12 1133-13 35
ML
70
- -
94
30
- -X 19 (21)2 28 ❑
- - C
SILT WITH SAND:Very stiff,dark gray,moist t0 7/
_ _ wet,nonplastic to low plasticity,some fine-grained
sand, Intermittent silty sand lenses about 1 Inch
thick. 5
25 st
\ I,1009)1 26
V
- -
- ML -
so
20 O - -y 2 100 4-59)1 22
_ as
85
LEAN CLAY TO SILT: ery , . _ ,moist,low
15 to medium plasticity. _
0
- 90
•
oCLIML ,
5 10 % - _ yc/
22 100 ) 24 •
F
- -
E .FAT CLAY:Very stiff,dark gray,moist,high
Ell�- 5 -� plasticity. - -
CH
(Continued Na:d Page)
OPR -04, Carlson Geotechnical FIGURE A7
A Division of Carlson Testing,Inc.
www.carlsontesting.com Boring B-5
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CIJENT Shiele Obletz Johnsen,Inc. PROJECT NAME Broadway Rose Theater Additions
PROJECT NUMBER G1905125 PROJECT LOCATION 12850 SW Grant Avenue,Tigard,Oregon
w w ye .. A SPT Neil VALUE A
4 [(�7 m �w ?W2, m> >�
4 E• a O MATERIAL DESCRIPTION Z Y J 5,95 �D> ; n j r PLF_+�
za 8t. m$ t 8 � mc
W a z ?� Z El FINES CONTENT(%)❑
LU 0 20 40 60 80100
- _ FAT CLAY:Very stiff,dark gray,moist, high - -
plasticity. (continued) 100
0 GH /SPT67 )(13 18
- - •Borehole terminated at 101%feet bgs.
•Groundwater encountered at 17 feet bgs.
- - •No caving encountered.
•Borehole backfilled with grout and bentonite.
•Surface patched wI h cold patch.
-10
-15
-20
-
Ii _
5 -25
Jyy_
-30
ry
m_ _
G �y Carlson Geotechnical FIGURE A9
A Division of Carlson Testing,Inc. Boring HA-1
www.carisontesting.com
PAGE 1 OF 1
CLIENT Shiels Obletz Johnsen.Inc. PROJECT NAME Broadway Rose Theater Additions
PROJECT NUMBER G1905125 PROJECT LOCATION 12850 SW Grant Avenue,Tigard,Oregon
DATE STARTED 8126/19 GROUND ELEVATION 102.5 ft ELEVATION DATUM Center of SW Grant Ave.L--100'
WEATHER Sun,69°F SURFACE Grass LOGGED BY ALS/MLL REVIEWED BY JAJ
DRILLING CONTRACTOR CGT SEEPAGE —
EQUIPMENT 3'Hand Auger&WDCP _ GROUNDWATER AT END —
DRILLING METHOD Hand Auger&WDCP GROUNDWATER AFTER DRI WNG —
O w X W w A WDCP Nao VALUE A
U
La >>
Q MATERIAL DESCRIPTION a.
is 8 p J P2o
L'cl ; s j 1 PL MC 'L
.. 0 ❑FINES CONTENT(%)❑
0 0 0 0 20 40 60 80100
•"•• BILTWITHSAND FILL:&owu,dry,low
plasticity,with fine-grained sand,abundant
102 .••.• rootlets,some roots up to y.Inch In diameter and
• angular to subangular gravel up to%Inch In RAB
•
�•• diameter,trace subangular cobbles up to 4 Inches 1 00
.: ► In diameter.
.��� No rootlets below 1 foot bgs.
•.••
•i•i�► ML
••• FILL•
100
•'••
y•" Moist below 2%feet bgs.
19Someconcrete debris up to 2 inches in diameter ` 25
beloww3feetbgs. 10011
.y1:11
Some orange,yellow,and black g •-lse\3%feetbgs. ` 12
i • FILL SILT WTI1i SAND AND GRA 4 L : • 4
moist,low plasticity,with fin= . e. a r ,•• 25
08 i+ 4i angular to subangul =ir
ar•-•.= p v in. in
9�•• ML diameter. -
•• • FILL Dark gray4rronvn • . bgs- RAB 100 • D
y SILT WITH - • r 1 :[Ireful , a,d . 3 14
mottled,with s• e • range • i •,moist,low
plasticity,with fin to -orange
-rse-g : -. sand,some 100
subroundod to round:. g =r :I .•t. 18 Inch In RAE
g diameter,trace carbon-.-• • .,-
qqq SILT:MeiLum stiff to stg u , .ronm with 6
red-orange mottling,moist, edium plasticity,
some fine-grelned sand and carbonized organics.
{Missoula flood deposit)
a ML Brown+Nth trace red-orange mottling below 6 feet
a iTce gray and orange mottling below 6t4 feet bgs. 100
a_ -
a
8
3
N Some gray and orange mottling below about 7.4
I feet bgs. 15GRAB 100
0
8 —
$ •Borehole terminated at 8 feet bge.
3 94 •No groundwater or caving encountered.
•Borehole loosely beck-filled with excavated
3 material.
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GQ kr o Carlson Geotechnical FIGURE A10
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` "'` A Division of Carlson Tenting,Inc.
www.carisontesting.com Boring HA-2
PAGE 1 OF 1
CLIENT Shiela OMetz Johnsen.Inc. PROJECT NAME Broadway Rose Theater Additions
PROJECT NUMBER G1905125 PROJECT LOCATION 12850 SW Grant Avenue,Tigard,Oregon
DATE STARTED 8/26119 GROUND ELEVATION 97.5 ft ELEVATION DATUM Center of SW Grant Ave.=100'
WEATHER Sun.62'F SURFACE Grass LOGGED BY MMS REVIEWED BY JAJ
DRIWNG CONTRACTOR CGT SEEPAGE —
EOUIPIf1ENT 6•Hand Auger&Shovel GROUNDWATER AT E10) —
DRILLING METHOD Hand Auger GROUNDWATER AFTER DRILUNG —
0 a w A WDCP No)VALUE A
4 "tt7� C �w rc�-- a.� a i-
4 O MATERIAL DESCRIPTION z V g jp pVp? r�i j PL • IL
�{ (9 7 z o a3 U" $ 8 y MC
III Z z ce ❑FINES CONTENT(%)El
O C7 0 0 20 40 606, 80100
-1 I ML SANDY SILT:Brown,dry to moist,low plasticity, f' RABt 100 • :
fine-to medium-grained sand,abundant rootlets 1 14
and roots up to'A Inch In diameter.
{Missoula flood deposit}
95 •Borehole terminated at 34 foot bgs.
•Infiltration test Initiated at 35 foot bgs.
- - •No groundwater or caving encountered,
•Borehole loosely bacicfilled with excavated
- - material.
90
85 _ O
80
a
3 75
Ifl
I- -
a
-
3_ _
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, a
r a SOIL MODEL
Project: Broadway Rose Theatre Tigard,OR --
Reference Borings: AVG ALL existing grade= 200
finish floor else= 200 ropyngnc Gemse reune..ie.,erimeann-wean
Depth to GWL= 9 feet vine=1P1
Layer Thickness' = 1 feet ['Recommend Layer Thickness Y or 2'
Depth below FF to"End Bearing"layer= 30 feet ores.=try Note. See pictures of piers of various lengths below line 70.
Depth below FF to Carry Settlement Cake= 30 feet ere+.=170 Paste an appropriate picture Over the soil profile.
Soils With Internal Frictional Component CLAYEY soils(C) Elastic Values
DOS Compression Index Soil Unsubmeryed Predominantly SILTY and SANDY sails(S) Undrained sines*.
(USCS) Depth Below Average Over Recompression Wgln Behavior UnlrutMiN Friction Annie Cohesion USE FOR THIS based en N values based on De and C Parameters For lZ
ales@ Soil Slralum FF to Bottom Depth Consolidator Gem, Dee,,. (Clay/Sand) -pica Drained Undrained -psi- DESIGN -psf- .psf- Settlement Calculations
to o loon Number of Stratum Below FF Ratio (strain based) (strain baud) CorS y S. m, c S, So 5e SPT N En fon) E,(lisp
200 slab8base 1 1.00 050 S -52 75:. 50 6000 J-6000 11598 500 0 0
199 CL 2 2.00 1.50 1.5 S 833 120
198 CL 3 3 00 250 1.5 5 - - -0 5 833 120
197 CL 4 4.00 3.50 1.5 S
- - f19�• 833 120
196 ML 5 500 4.50 10 5 i`iC. Js' -_- 609 88
....15._..._........._................._._._..._.0._..._ .._..._............_..._._._..._..._._._......._ . ' :.3( ._.
795,50 S
5 ML 6 6.00 5 50 1 0 S :2 _ '..M,�„ £3- 609 88
194 ML 7 7 00 fi 50 1 0 5 ;2,(C- Ds, 609 88
193 ML 8 8.00 7.50 1.0 S 2 1200 609 88
192 ML 9 9-00 5.50 10 ___-- 5 Xi(
609 88
191 ML 10 10.00 950 1.0 S 11Y.(0 50 ., 609 88
-_-- -_-
190 ML 11 11.00 10.50 1.0 5 „ Sr)) ., 522 75
189 ML 12 12.00 11 50 1.0 5 +i)! 522 75
188 ML 13 13.00 12.50 1.0 5 't LA ..1 i 522 75
187 ML 14 14.00 13.50 1.0 S ... 522 75
186 ML 15 15.00 14.50 1.0 - 5 522 75
_.._0..._.
785 ML 16 16.00 15.50 1,0 S 435 63
184 ML 17 17.00 16.50 1.0 5 435 ' 63-
783 ML 18 18.00 17.50 1.0 S I.,0 h 435 63
i
182 ML 19 19.00 1850 10 5 ir '.. 435 63
181 ML 20 20.00 19,50 1,0 $ 435 63
180 ML 21 21.00 20.50 7.0 5 v t g :._ --391 -5fi
_ 179 MI. 22 22.00 2150 1.0 S SF6,' 391 56
178 ML 23 23.00 22.50 1.0 S c 836 391 56
177 ML 24 24.00 23.50 1,0 S 3 20 213° - 391 56
176 ML 25 25.00 24.50 1.0 S 3:i) 391 56
.._._.__._._._._._.__._._._.6._._._.__..._.._.5__ _._.__.._._._.._...._..__. .._. ._._......._.._.__..._._._...__ ._.'._ _._.
175 ML 26 26.00 25.50 1.0 S 522 75
174 ML° 27 27.00 26.50 1.0 S 522 75
173 ML 28 28.00 27.50 1.0 S 522 75
172 ML 29 29.00 28.50 1.0 S d' 522 75
171 ML 30 30.00 29.50 1.0 S '=30 50A 522 75
NOTE:IS: coy in,and C are required
if C:D„and C.or S„are required
(il a value is input for S,,,it supersedes both as,and C)
Cosign-Total-10 Footings(tamp12019-09-20)WIP 2019-10-09 BPS 2020.03-12 1 of 2 Soil Profile
B
e
e e
Project: Broadway Rose Theatre GeaR3"),
Location:Tigard,OR
Date: 3/12/2020 11:39 REFERENCE BORINGS:AVG ALL "RM. •.....•muraunev e•wee•.-Imes
REINFORCED ZONE LOWER ZONE III
Pier 0011 diameter(0)= 30 in Effective Overburden removal= 0 psi Depth below FF to"End Bearing'layer= 30 feet
EIIec1ve diameter tdml= 36 in Bottom Bulb= 1.25 Pier Diameters
Pier Rim= 200 pci Height of Bottom Bulb= 313 ft
Matrix Soil R,0l= 15 pci Max Allowable Settlement -.1.00.'.-in
Pier Unit WeGht yam= 135 Ibslfla Allowable Settlement ver.noe-
n Poet Fflcllor,Angle Sum= 49 Min.Deanne Capacity FSyyp= 1.5 Note:So long es Re•0.20,Ms=05',end either 6MMscale modulus test orremmer force-deflection
Shane's Ratio = 13.3 Mn.Bearing Capacity F$,y,g• 1.1 mon0ming is done during pier conslruclion,FS=1.5 can be applied to'Sheering'end 1.1 to'Bulging'
Compression Capacity Settlement
Indkidual Derwin°Stress Load at Pier End Check Shaft Length by Comparing Shearing Bulging Reinforced Lower Zone Max.Allowable l in
Fig Odd Column/Wall Bearing Depth to Pier Shaft Reinforced Depth below RZMI Number Pier-Cell Area Top of Matrix TOP or Support Ode vs Pier Shaft Friction•End Beating Zone Settlement Tout RZ a LZ Settlement
Coordinates Load Footina Dimensions Pressure DOF Length Depth FF to RLLZ of piers Load Ratio pier soil pier Condition uMM Bebwtlp wen nese am Mini. van.,roe P.P. Settlement GI E.' Sp2tS,,,..' SotS '
or Mg Mark (OL0LLI W L gyee,ip 0, He R.N.26d Plane (Hee13Ed/M' per Fg. Omen Pb gpi.r gee. Op•, Mar FM. End Beetle TOTAL cee bdin.PS.a Mardi M•M1 of Ftf can Sm au Sm TT., $'Tor
Alps- 4[- -ft- -psi- -R- -X- -It- -X- -kips- -psf- -psi- -kips -Abs. -kips %total -kips- -%- -FS- ---- -FS- FS- in- in- in in in-
F4.0 40 4.00 4.00 2500 2.3 17.8 20.9 23.1 5.2 1 40.0 0.44 5.159 388 36.5 floating 21i/.T 38.0 12.3 XI= 88% 2155 676 0.18 eta 0.00 n/a 0.18
755 76 5.50 5.50 2500 2.3 17.8 20.9 23.1 3.8 1 75.6 0.23 8.587 644 60.7 gaining 2517 7 38.0 12.3 307 7 80% 35; 0.30 Na 0.00 a/a 0.30
FC18 75 1.50 20.00 2500 2.3 17.8. 20.9 23.1 13.9 2 37.5 0.47 4.893 367 34.6 floating 2665 38.0 12.3 89% 11.1.3 1011
fi3i: 0.17 nil 0.00 n/e 0.17
FC24 100 200 20.00 2500 2.3 1'7.8 20.9 23.1 10.4 2 50.0 0.35 6,220 467 44.0 floating 62�7 38.0 12.3 307.7 88% ib 0.22 Na 0.00 a/a 0.22
FC36 150.00 3,00 20.00 2500 2.3 17.8 20.9 23.1 7.0 2 75.0 0.24 9,534 640 60.3 floating 380 123 80% 0.30 rile 0.00 n/a 0.30
..v.: 3r::. pia r.5 T..:
FC43 1]5 350 20.00 2500 2.3 17.6 2119 23.1 60 2 87.5 0.20 9,649 716 87.5 floating 1p9.F 38.0 123 if'.F 78% r : ;2.3 till Oia 0.33 Na 0.00 a/a 0.33
FC80 250 5.00 20.00 2500 2.3 1].8 20.9 23.1 4,2 2 125.0 0.14 12,150 911 85.9 floating 2 38.0 12.3 30-.' 72% so.t 0.42 eta 0.20n/a 062
0 00 0.0 00 0.0 O.00 0 0 0.0 N till a Na Na nrit Na - 0.00 Na Na imrs n/a
0 0.0 0.0 0.0 0.0 0.00 0 0 0.0 Na me Na Na lie Na - e, 0 eta k~W9 n/2 MVALUEI.
0 0.0 0.0 0.0 0.0 O.OD 0 0 0.0 Na mi. Na Na .... Na 0.0000 Na SARM. n/a AVALUEI.I
tleering Below the Tete el IMivitlu]Pies I.Based upon ConeeTracn'neon.
Oriole vet in.0 gte rmemos Sperry 2.Nmee upon Past=maws
v 1
Nam and eel a Vie Renbrc[tl Mal.
comet.In mwrom ie rooting..
All piers to achieve Design Shaft Length noted above unless
bearing stratum is encountered at shallower depth.
•
omen-Told•10 Footings INmpI20I0.0e.2e)0111P2010.1001 BRT 202003-12 2 m2 Fi05.SIZES LLNDS
LIQUEFACTION MITIGATION
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.
CGeo Ram��