HomeMy WebLinkAbout000-000-008WALLACE • KUHL &ASSOCIATES INC. 3050 industrial Boulevard, West Sacramento, CA 95691'(916) 372-1434 (916) 372-9065 Fax
li
WALLACE • KUHL
&ASSOCIATES INC.
, 0 Geotechnical Engineering
Engineering Geology
•" Environmental Consulting
Remediation Services
L'
Construction Inspection
1
y
Materials Testing
�f�
4'
y
3050 Industrial Blvd.
West Sacramento
CA 95691
1r}
`
916.372.1434
Fax 916.372.2565
lRecycled pape
'
Geotechnical Engineering Report
CAMP OKIZU LODGE BUILDING
Zink Road
Lake Oroville, Butte County, California
WKA 4173.01
July 21, 1999
INTRODUCTION
This report presents the results of our geotechnical engineering investigation of the
site for the proposed lodge building to be constructed within Camp Okizu, located
off Zink Road near Lake Oroville, Butte County, California. We performed our
investigation of site, soil, and ground water conditions to provide geotechnical
engineering conclusions and recommendations regarding development of the
property for the lodge building.
Sc p
Our scope of work included the following tasks:
1. site'reconnaissance;
2. review of historic USGS topographic maps of the property;
3. subsurface investigation, including the trenching of four test pits to a
maximum depth of approximately 10 feet below the ground surface;
4. laboratory testing of selected soil samples;
5. engineering analyses; and,
6. preparation of this report.
Plates and Attachments
This report contains a Site Location Map (Plate No. 1), a Camp Vicinity Map (Plate
No. 2), a Lodge Vicinity Map showing test pit locations (Plate No. 3), and Logs of
Test Pits (Plates No. 4 through 7). An explanation of the symbols and classification
system used on the logs is included ori Plate No. 8. Appendix A contains general
information regarding project concepts, exploratory methods used during our field
investigation, and laboratory test results not shown on the logs (Plate No. A1).
Appendix B contains earthwork' specifications that may be used in the preparation
of contract documents.
CAMP OKIZU LODGE BUILDING
WKA No. 4173.01
' July 21, 1999
Page 2
Proposed Development
Based on
conversations with Mr. Tun McPartland of ATM Engineering, and our review of
preliminary drawings prepared by Schmidt, Copeland, Parker, Stevens Architects, we understand
' the lodge will be a two-story masonry and wood -frame structure, with a slab -on -grade lower
floor. The lodge will have a floor area of approximately 18,000 square feet, and a portion of the
first floor will be below grade.
' During mass grading, we anticipate maximum excavations to achieve the building pad on the
order of 10 feet. It is our understanding that the building pad will be entirely located within
' excavated material or near existing. grade. Fill soils are not planned as part of building pad
construction. _
FINDINGS
Site Conditions
The Camp Okizu facility consists of approximately 30 acres of rural, sloping forested terrain
located off of Zink Road approximately 15 miles northeast of Oroville, California (see Plate No.
' 1). The site is bounded to the east by Zink Road, to the south b the South Fork of Be Creek
Y �Y ,
and to the north and west by Berry ' Creek. During our site visit, we observed terrain consisting of forest land and a previous Christmas tree farm on the property. The lodge building site is located
in the northeasterly portion of the camp (see Plate No. 2).
Based upon the USGS Topographic Map of the Brush Creek Quadrangle, 1980, the site elevation
is approximately +2500 feet, relative to mean sea level.
1
I
Soil Conditions
Four exploratory test pits were performed within the lodge footprint (see Plate No. 3). In
general, the soil profile consists of silty fine to coarse sands to the maximum 10 foot exploration
depth. We observed brown fine to medium silty sand topsoil within the upper one foot of the
VW
' WALLACE • KUHL
Recycled paper L 6 ASSOCIATES INC.
' CAMP
OKIZU LODGE BUILDING
WKA No. 4173.01
July 21, 1999
Page 3
ground surface. The surface soils grade to light reddish -brown silty medium.to coarse sands.
The "decomposed granite" soils formed from the in-place weathering of the underlying granitic
bedrock. Please refer to the Test Pit Logs (Plates No. 4 through 7) for specific soil conditions at
each test pit location.
Ground Water
Free ground water was not encountered within the 10 foot maximum depth of our test pits
performed on April 22, 1999.
CONCLUSIONS
Bearing_ Capacity
Field and laboratory test results indicate the undisturbed native soils encountered during our field
work are capable of supporting the proposed lodge building. We anticipate that tree removal
within the at -grade portions of the structure will result in disturbance of the near -surface soils.
Disturbed soils will require recompaction in order to support building foundations and slab -on -
grade concrete. Recommendations for site clearing and building pad compaction are presented in
the RECOMMENDATIONS section of this report.
Excavation Conditions
The test pits were excavated with a Case 580 backhoe, which encountered little difficulty
penetrating the surface soils to the 10 foot maximum depth explored. In our opinion, the
required excavations for the. building pad and underground utilities can be accomplished using
conventional backhoes and excavators.
Excavation walls should remain vertical for the short term period of construction. Excavations
that will be entered by workers should be sloped or shored in accordance with CAL OSHA
requirements.
Recycled paper
Od`T
WALLACE • KUHL
ErASSOCIATES INC.
' CAMP OKIZU LODGE BUILDING
WKA No. 4173.01
' July 21., 1999
Page 4
' Expansive Soil
The soils beneath the planned lodge building are silty sands. We did not observe significant
' deposits of potentially expansive clay soil at the site. In our opinion special grading procedures
and special reinforcement of slabs and foundations will not be required specifically to resist.
' forces from expansive clays.
Ground Water Conditions
1
We did not observe any perched or static ground water within the test pits excavated during our
field exploration. In our opinion, a permanent ground water table should not be.a factor in
design, construction, or performance of the proposed lodge building. However, during the winter
months, rainfall will percolate through the surface soils and flow horizontally parallel to the
' natural ground surface as it existed prior to grading. For. this reason, below grade walls should
be provided with drainage systems and waterproofing to.prevent the buildup of hydrostatic forces
on the walls and prevent seepage of water through the walls.
' Seismic Code Considerations
' We are providing the following information to assist in seismic design using the 1997 edition of
P g g Sn _ g
the Uniform Building Code (UBC). The site is located within Seismic Zone 3. The site soil
conditions most closely approximate an S, soil profile type as shown in Table 16-J of the UBC.
The site is not located within 15 kilometers of a "Type A" or "Type B" fault, as defined by the
' UBC (Table 16-U), therefore, near -source factors (tables 16-S and 16-T) will not be a factor in
seismic design.
0VIT
WALLACE • KUHL
Recycled paper S ASSOCIATES INC.
CAMP OKIZU LODGE BUILDING
WKA No. 4173.01
July 21, 1999
Page 5
RECOMMENDATIONS
Site Clearing
Initially, the site should be cleared of vegetation, shrubs, and trees. Tree removal should include
the root system and all surface roots larger than %2 -inch in diameter.. Adequate removal of tree
roots may require hand-picking to clear the subgrade soil of roots. Where removal of trees
disturbs the near -surface soils (the upper three feet of pad subgrade), the disturbed soils should
be removed to exposed firm material, and the depression backfilled in accordance with these
recommendations.
Depressions resulting from clearing operations, as well as any loose, saturated and organically.
contaminated soils, as identified by our representative, should be cleaned out to firm, undisturbed
soils and widened, if necessary, to allow access with construction equipment. Depressions
should be backfilled with engineered fill in accordance with the recommendations contained in
this report.
Removal of Surface Organics
Following or during clearing operations, remaining surface vegetation as well as any organically, .
laden topsoil should be removed by stripping. Stripping should extend at least five feet
horizontally beyond the perimeter of the building pad. Strippings should be hauled from the site
or used as fill only in landscape areas. Strippings should not be used as fill in the building pad.
Site Preparation and Engineered'1~ill Construction
' After clearing and removal of surface organic material are completed, the exposed soils in areas
to receive fill and at -grade areasshould be scarified to a depth of six inches and moisture
conditioned to at least the *optimum moisture content. Scarified soils should be compacted to at
least 90 percent relative compaction (ASTM D1557).
' On-site soils are considered suitable for use in engineered fill construction if free of significant
concentrations of organic material.
r
' WALLACE • KUHL
Recycled pope. 6 ASSOCIATES INC.
Recycled paper
CAMP OKIZU LODGE BUILDING
WKA No. 4173.01
July 21, 1999
Page 6
Engineered fill should be placed in lifts not exceeding six inches in compacted thickness,. with
each lift being uniformly moisture conditioned to at least the optimum moisture content and
compacted to not less than 90 percent relative compaction (ASTM D1557). Retaining wall
backfill may be compacted in maximum 12 inch lifts, provided that adequate compaction can be
achieved.
Permanent excavation and embankment slopes. should be no steeper than two horizontal to one
vertical (2:1).
Site preparation should be accomplished in accordance with the recommendations of this section
and -the appended Guide Earthwork Specifications (Appendix B).
Utility Trench Backfill
Utility trench backfill within structural areas should be mechanically compacted as engineered
fill in accordance with the recommendations of this report. We recommend that only native soil,
rather than clean sands or gravels, be used as trench backfill where utilities intersect perimeter
building foundations to help minimize soil moisture migration beneath the floor slab. The native
soil backfill should extend at least three feet beyond perimeter foundation lines.
Foundation Design
The lodge building may be supported on a system of continuous and isolated spread foundations
embedded at least 18 inches below the prepared building pad grade (the surface on which
capillary break materials are placed). Continuous foundations should be at least 12 inches wide;
isolated foundations should be at least 24 inches wide. Foundations so established may be sized
based upon a maximum allowable bearing capacity of 2000 .pounds per square foot (psf) for dead
load, 3000 psf for dead plus live loads, or 4000 psf for all loads including wind or seismic forces:
The weight of foundation concrete extending below lowest adjacent soil grade may be
disregarded in sizing computations.
Uplift resistance for shallow spread foundations is limited to the weight of foundation concrete.
`0%
WALLACE • KUHL
&ASSOCIATES INC.
CAMP OKIZU LODGE BUILDING
WKA No. 4173.01
July 21, 1999
Page 7
Resistance to lateral displacement of shallow foundationsmay be computed using an allowable
friction factor of 0.40 multiplied by the effective vertical load on each foundation. Additional
lateral resistance may be achieved using an allowable passive earth pressure against the vertical
projection of the foundation equal. to an equivalent fluid pressure of 400 psf per foot of depth.
These two modes of resistance should not be added unless the frictional component is reduced by
50 percent since mobilization of the passive resistance requires some horizontal movement,
effectively reducing the frictional resistance.
We recommend that foundations be adequately reinforced to provide structural continuity,
mitigate cracking and permit spanning of.local soil irregularities. The structural engineer should
determine the foundation reinforcing requirements. However, as a minimum, we recommend
that continuous foundations be reinforced with at least two No. 4 steel reinforcing bars, placed
one each, near the top and bottom of the continuous foundations.
Below Grade Structures/Retaining Wall Design
Retaining walls that cannot yield at the top due to restraint at the top or sides of the wall should
be capable of resisting an "at -rest" equivalent fluid pressure of 50 psf per foot of depth, assuming
no hydrostatic pressures behind the wall. Retaining walls that can yield at the top should be
capable of resisting an "active" fluid pressure -of 30 psf per foot of depth. Surcharge loads and
the effects of equipment traffic must be included in the design of retaining walls. Retaining wall
foundations may be designed,using the appropriate design parameters in the Foundation Design
section of this report.
Drainage behind retaining walls should be provided to prevent the build up of hydrostatic forces
and reduce the potentialfor water migration through the walls. Wall drains should consist of at
least four inch diameter perforated pipe surrounded by at least one foot of Caltrans Class.2
permeable material (Caltrans Standard Specification 68-1.025). Open graded crushed rock may
be used in place of the permeable material provided that the,drain pipe and drainrock are
enveloped in a nonwoven geotextile filter fabric.
NNM
WALLACE • KUHL
Recycled paper Er ASSOCIATES INC.
' CAMP OKIZU LODGE BUILDING
WKA No. 4173.01
' July 21, 1999
Page 8
Interior Floor Slab Support
' Concrete-
slab -on -grade floors should be underlain by a minimum four inch flock, free -draining
gravel blanket serving as a capillary moisture deterrent. Gradation of this material should be
' such that 100 percent passes a one inch sieve and none passes a No. 4 sieve. For additional .
moisture protection, a durable vapor barrier membrane (10 -mil Visqueen or thicker) should be
' placed over the gravel blanket. A one to two inch thick layer of moist, clean sand over the
membrane is suggested to promote uniform curing of the slab concrete and to protect the
' membrane during construction.
' Final slab thickness and reinforcing should be determined by the structural engineer based upon
the anticipated floor loads. However, as a minimum, we recommend slabs be at least four inches
thick and contain at least No. 4 rebar located on maximum 24 -inch centers each way throughout
' the slab. Location of the reinforcement at mid -slab is essential to its performance.
' . Exterior Flatwork
Recycled (caper
Exterior concrete flatwork may be constructed directly upon native soil subgrade uniformly
compacted to 90 percent relative compaction (ASTM D1557).
Site Drainage
Final site grading should be accomplished to provide positive drainage of surface water away
from the building and prevent ponding of water adjacent -to foundations. and slabs.. The grade
adjacent to the lodge should be sloped away from the foundations at a minimum two percent
slope for a distance of at least five feet, where possible. Roof gutter downspouts and surface
drains should be connected to solid PVC piping and directed towards appropriate drainage
facilities, or the downspouts should drain onto concrete surfaces sloping away from the structure.
Construction Testing and Observation
Geotechnical testing and observation services during construction is considered a continuation of
our geotechnical engineering investigation. Wallace - Kuhl & Associates, Inc. should be retained
`NK
WALLACE • KU -IL
&ASSOCIATES IMC.
1 CAMP OKIZU LODGE BUILDING
WKA No. 4173.01
1 July 21, 1999
Page 9
to provide testing and observation services during site grading and foundation construction. In
' addition, it is recommended to retain WKA to check compliance with design concepts and
project specifications, and to provide consultation as required during construction.
1 LIMITATIONS
1 Our recommendations are based upon the information provided regarding the proposed
construction, combined with our analysis of site conditions revealed by field exploration and
' laboratory testing programs. We performed our professional services in accordance with
generally accepted geotechnical engineering principles and practices currently employed by
members of our profession practicing in the Sacramento Valley area. If the proposed
..construction is modified, resited, or if it is found during construction that subsurface conditions
differ from those we encountered at our test pit locations, we should be afforded the opportunity
to review the new information or, changed conditions to determine if our conclusions and
recommendations must be modified.
We recommend our firm be given the opportunity to review the final plans and specifications to
1 determine if our recommendations have been implemented in those documents.
1
We emphasize that this report is applicable only to the proposed construction and the
investigated site.
This report should not be utilized for construction on an other site.
P Y
iWallace
- Kuhl & Associates, Inc.
1
Q�pFESS 0
'
No. 2318
Timothy J. Cress
David R. Gius, Jr.
EV. 930-00
c
Staff Engineer
Senior Engineer
gIF rECNN�o�
OF CAI.\F�
H:\WPDATA\TIM\REPORTS\4173\OKIZU.GER
i
Recycled paper
%RW
WALLACE • KUIHL
&ASSOCIATES INC.
'4
J I�1l IAKENS / RANO O ¢ O•Q4�� 0 \r Y V�ay°0 PBcl1L �4E:k / �.yTTIEJv EA6 .-..utR SA pE f - _
F 0 II 00 ¢IS EF ry�' �9 N/GN aOCKS
J AGUAS F WS{ytLL
m ( w J o PD �v c. �,t enrMme r/ AD
aANCNo II v�'i 1d +0• i 'vc a a n� N e4� LEt 1 9 "Lake Orovdla '�^�, Ar %Ea• r,�2
LWNO SLCO !7 Pip J E3 PPrFR • 'fpp�i �`P State R c Area
fOOY y1I a al D RD O Dt Ee - �. :E.•` E ;. JCC I
V / NEL ON // RD NELS N .�tI,�'('� &: Feather fiver
l a O" ° J� _ ENfENPPl3E.. S�
�N SNIPPE RD' r o
V • P � G• ,�rrLF/Cb THfRMAUTO
G E RAOFORD ! •NELSON V ROE Y
Y��
fARLS
/ ON r -^RQ Y - � MERSOLIVE N%L�, �JPLETO
e ¢oma: a N n �lo ovlLLf f STLETON AD o
' n f RICHVALE I� ALE "� " WYAND .Chinese ,
V ¢•
. - Q - •:��p y 9�p ICHVALE ` .Omwne W a ORO ILL
�O SKF o f E
'
C
CITY E I BUTTE faros '� ITY ¢ H—f
jI/TO B•'' ob a
i . W THERMA—0
E AfTER
OBAY RD IR J WYAN TTE
`DRA � ' \ . �-: • , _ ,. HAMILTON a � 0 o SW .B
E 4
I\ N PNp /I Z RD HAMILTON RO (11 W u Nw••,/�9. �N/yT5 EDES LA L"i qOQ z }
•• ,. 1 .1o�3J0� / a Z`i c 1• ' a �GRu99 •''.4h`.Ll o m o
\c f ' nl Q aD o f = RACKERBY
.i u W RIO E RIO _
Eaia,a. AFTON .(-:m AFTO� RD ¢ i e NI ' T ,¢ Z "\ LERM _ 'M! o•�F.Ae x c E 'peep r-
\ I m e BIG z 1 u pW / Y
kI. BIG S `. ST BEAST HWY ` F a o eoP , ape
F 1 1 .I� I ¢ '�� Q GE• PJ 1 PARKS
±. W
' PRINCETOW GLENN CO ��Qy 3 0 `_se5 jo r" r rag rssa•�np s I
COL USA CO l'I c a WELY RD. 3b - 1 D PD�• a 6 Qx
¢ Z S e E. d GO Q j p ES O 3
BANGO
SWAIN
A GR DLEY : E Gw, Er RD� _ o . HILL
D ,
LV a 0 1 �ROBINSON 1 3 c' P�
nPD¢
LIBERTY` C I _ CORNER
O
`?:zV.. > "r, .: 2 ./' 1` _ J IQ ♦ E NOOSE / .� .._�........... C
1
Adapted from the Thomas Bros.
California Road Atlas and
Driver's Guide, 1994 edition. 0 1 Scale
3 4 5
e in Miles
' CAMP OKIZU LODGE BUILDING WKA NO: 4173.01
Zink Road DATE: 7/99
' WALLACE • KUBL & ASSOCIATES, INC.
GEOTECFINICAL ENGINEERING Lake Oroville, Butte County, California PLATE NO: 1
GEOLOGIC & ENVIRONMENTAL SERVICES
Adapted from a Site Plan
' provided by Better
Builders Construction.
WALLACE m KUHL
'E,r ASSOCIATES, INC.
GEOTECHNICAL ENGINEERING
GEOLOGIC & ENVIRONMENTAL SERVICES
. S � r. •, Ci'.
DRAWN BY: HLA
CHECKED BY: TJC
. 0— .
CAMPER VILLAG
CAMP OKIZU LODGE BUILDING
Zink Road
Lake Oroville, Butte County, California
U 500
Scale in Feet
WKA NO: 4173.01
DATE: 7/99
PLATE NO:. 2
, IN
Legend:'
-n� - approximate test \ \ \�
pit location
Note:
Adapted from an unsealed, undated J i++ \
drawing provided by Better
Builders Construction.
NO SCALE
Ct.
j\
Q\
'N\
-
1 + A
+
O 4-
U
OPEN -arFIC1,
\ �- _
CONFLPEN1',E ROOM
� _OR 4
F, I C
QQ
V & S
.M11. E T
KIR
IV
WALLACE KUHL
CAP OKIZU LODGE BUILDING.
WKA NO: 4173.01
Er ASSOCIATES, INC
GEOTECIINICAL ENGINEERING.
GEOLOGIC & ENVIRONMENTAL SERVICES
DRAWN BY: HLA
CHECKED BY: TJC
Zink Road
Lake Oroville, Butte County, California
DATE: 7/99
PLATE NO: 3
J
+
LOAD!Nr
DOIK
. .....
TPI
.14, N
TP4
ENTP V
X
G E
Ct.
j\
Q\
'N\
-
1 + A
+
O 4-
U
OPEN -arFIC1,
\ �- _
CONFLPEN1',E ROOM
� _OR 4
F, I C
QQ
V & S
.M11. E T
KIR
IV
WALLACE KUHL
CAP OKIZU LODGE BUILDING.
WKA NO: 4173.01
Er ASSOCIATES, INC
GEOTECIINICAL ENGINEERING.
GEOLOGIC & ENVIRONMENTAL SERVICES
DRAWN BY: HLA
CHECKED BY: TJC
Zink Road
Lake Oroville, Butte County, California
DATE: 7/99
PLATE NO: 3
J
m m m m m m m m m m m m m m m m m m
:�
DEPTH
>O
c
0
(feet)
>
0
SAMPLER
SAMPLE
.z
NUMBER
9
>
-4
BLOW
Z >
0)rn
COUNT
�4 0
00
DRY UNIT
>
0)
WT. (PCF)
Z�o
L4
MOISTURE
io
iv.
CONTENT (%)
OTHER
m
TESTS
USCS
(D
................. . ..... . . ................
......................
..............................
GRAPHIC
.................................................................
...........o................
......
...............................................
.................
............
LOG.........
.......................................... ........................................
............................. ................... .................. ...........
. . .
. .
.
0
cn F-
03
<.
0
-1
0 rti
>
Nm
OJ
N
c:
(D
cl-
r- rri
0 X
fi
27
r-
9-;
fi
l<
0 0 Z
G) >
(D
;0
0
0
cn
rrl <
>
0
0
:3 0 Ln
5-9
5. C)
0
U)
0
co m 71
0-
m
ono
a
— (D 3
0
- -1
1
go
:3
LN
m
LO
(D
00-0
0-0
:r 0
m
:3
=r C
(D Z3
0
0 41 —1
;0
3- CD A
0-
-
CD
m
x
(D
(D
rri
U)
0
n
CD
L0 0
('a
'0
X
—a
0 C)
0
zr 67 CL
CD 0 (D
LO
0
0
0
0
0
< g
(D
Z
a
T o
C)
0
cn :r CD
-0 a
—°°
0 0
Z)
—0
(D
3
0
°3
9 D
* (n
!�,w 0
0
(D
03rt
NO
:3
0
(D =3
M a
En
0
*
2
z
M
0 CD zn
CD CD T
rt LQ Z3
1
(D
E: E 0, I
- n
3
X
m
700
a::j
(D
a
� U)
CD l<
Z3
0
CD (D
-a ZO
0
cn
>
X
0 >
V) X
>
0
:3 1
1
0-
2-
(D
(D
a C40
(D
0
:m 2:
0
>
>
:3 :3
u)
00
a-
Ul m
00
m
m
CL
0
C
(D
(z) 0
0 (a.
U)
CD
. a- zy-
—
mm
0
0
Go >CO
c: C-)
0
. .
4h.
n
m
7\ = -i
4h.
%0
mo (n
-+ m "
CA
0
r-4
O
(D
m
Of
��
w�
v
TEST PIT NUMBER: TP2
BACKHOE/BUCKET SIZE:
F^
_jw
3Z
zv
0r
w�
cn
=0
DATE EXCAVATED: 4/22/99
CASE 580 BACKHOE/
w w
�
� �
o o
(w
H
� w
U)
a of
LOGGED BY: DRG
24" WIDE BUCKET
O�
Q
N
NZ
COU
Qf
pZ
OI -
:20
SOIL DESCRIPTION AND REMARKS
0—
silty fine to medium sand
SMBrown,
SM
::
Light reddish -brown, fine to coarse sand
TP2-1I
8/6"
84
22.8
"decomposed granite"
roots
®TP2-2I
reddish -brown, moist, very silty
23/6"
94
22.9
micaceous
5
®
TP2-3I
14/6"
88
16.4
10
NOTES:
1. This to depicts conditions only at the
test pit location, see Plate No. 3, and
only on the date of field exploration.
2. Ground water was not encountered
in the excavation.
3. For an explanation of the symbols used
in the test pit log, see Plate No. 8.
+ 4. Samples obtained with a 10 -Ib, hand
operated slide hammer. Blow counts do
not correspond to Standard Penetration
15
Test blowcounts.
O
CAMP OKIZU LODGE BUILDING
WKA NO: 4173.01
Zink Road
DATE: 7/99
WALLACE KUHL & ASSOCIATES, INC.
r
Y, Lake Oroville, Butte Count California
PLATE NO: 5
GEOTECHNICAL ENGINBERING
1,
L
L
�—�
WK
v
TEST PIT NUMBER: TP3
BACKHOE/BUCKET SIZE:
�^
J
W OfJW
�Z
zv
d
Z)
w�
cn
=�
DATE EXCAVATED: 4/22/99
CASE 580 BACKHOE/
w w
of o=
D
-(n
w
2: In
as of
LOGGED BY: DRG
24" WIDE BUCKET
(n
vaiz
0 u
��-
oz
0E -
'
��
�o
U
SOIL DESCRIPTION AND REMARKS
0
Dark brown, silty fine to medium sand
SM
SM
::
Light reddish -brown, moist, micaceous, silty fine to
coarse sand
TP3-1I
18/6"
100
18.8
5
®
TP3-2I
8/6"
83
17.4
10
NOTES:
1. This log depicts conditions only at the
test pit location, see Plate No. 3, and
only on the date of field exploration.
2. Ground water was not encountered
in the excavation.
3. For an explanation of the symbols used !
in the test pit log, see Plate No. 8.
* 4. Samples obtained with a 10 -Ib, hand
operated slide hammer. Blow counts do
not correspond to Standard Penetration
15
Test blowcounts.
®CAMP
OKIZU LODGE BUILDING
I
WKA N0: 4173.01
NNq
Zink Road
DATE: 7199
WALLACE SUHL & ASSOCIATES, INC.
Lake Orovllle, Butte County, California
PLATE NO: 6
GEOTECHNICAL ENGINEERING
>
SAMPLER
-0
SAMPLE
z C
NUMBER
BLOW
DRY UNIT
p
MOISTURE
OTHER
TESTS
co
m
m
in CL
00 co
5.0
LA
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
J
APPENDICES
INK
WALLACE • KUHL
&ASSOCIATES INC.
APPENDIX A
r
4
INS.
WALLACE • KUHL
Er ASSOCIATES INC.
APPENDIX A
A. GENERAL INFORMATION
Wallace Kuhl & Associates (WKA) performed a geotechnical engineering investigation
of the site for. the planned Camp Okizu Lodge Building, located off Zink Road near Lake
Oroville in Butte County, California. Mr. Tim McPartland authorized WKA in writing
on April 21, 1999. Authorization was for the investigation described in our proposal
letter dated March 30, 1999, sent to our client ATM Engineering, whose mailing address
is 2941 Sunrise Blvd., Suite 105, Rancho Cordova, California 95742; telephone (916)
859-7300; facsimile (916) 859-7304.
The project general contractor is Better Builders Construction, whose mailing address is
5263 Royal Oaks Drive, Oroville, California 95965; telephone (530) 589-2574.,
In performing this investigation, we made reference to an unscaled site plan, prepared by
Better Builders Construction, dated March 22, 1999, and to a set of building sections,
dated March 15, 1999, prepared by Schmidt, Copeland, Parker Stevens Architects. .
B FIELD EXPLORATION
Four exploratory test pits were excavated at the approximate locations indicated on Plate
No. 3. Test pits were excavated at the site on April 22, 1999 utilizing a Case 580
backhoe equipped with a 24 -inch wide bucket. The maximum depth penetrated by the
test pits was approximately 10 feet. We recovered relatively undisturbed soil samples
with a 127inch long, 2Y4 -inch O.D., 2 -inch I.D. sampler driven by a 10 -pound hand -
operated slide hammer. The samples were retained in clean, 2 -inch diameter by 6 -inch
long, thin-walled brass tubes contained mithin the sampler.
Immediately after recovery, afield engineer classified the soil and the ends of the tubes
were sealed with plastic caps to preserve the natural moisture content. The samples were
taken to our laboratory for soil classification and selection of samples for testing.
C. LABORATORY TESTING
We performed testing on selected undisturbed soil samples to determine dry unit weight
(ASTM D2937), natural moisture content (ASTM D4643), and triaxial compression
(ASTM D4767). The results of the moisture content and dry unit weight tests are
included on the boring logs at the depth each sample was obtained. The results of the
triaxial compression test is presented on Plate No. Al.
�:t
WALLACE •KUHL
Reayded pope. & ASSOCIATES INC.
WALLACE • KUHL
&ASSOCIATES INC.
n
LI
1
APPENDIX B
1
EARTHWORK. SPECIFICATIONS
CAMP OKIZU LODGE BUILDING
'
Zink Road
Lake Oroville, Butte County, California
1
WKA No. 4173.01
General Description
This item shall include all clearing and grubbing, preparation of land to be filled, spreading,
icompaction observation and testing of the fill-, and all subsidiary work necessary to complete the
grading of the building areas to conform with the lines, grades and slopes as shown on the
1 accepted plans. A Geotechnical Engineering Report has been prepared for this project by
Wallace -Kuhl & Associates, Inc. of West Sacramento, California, dated July 21, 1999. In the
1 event that a discrepancy arises between the contents'of theses ecifications and the
p Y specifications
' recommendations of the Geotechnical Engineering Report, the Geotechnical Report shall govern.
1 Cleariniz, Grubbing and Preparing -Building Areas
1 All trees to be removed, stumps, root systems within two feet (2') of original or final grade
(whichever is lower), and any loose and/or saturated materials shall be removed and disposed of
' so as to leave the areas that have been disturbed with a neat and finished appearance, free from
unsightly.debris. Depressions resulting from the removal of the above items shall be cleaned out
1 to firm, undisturbed soil and backfilled with suitable materials in accordance with these
specifications.
Vegetable matter shall be removed from the surfaces upon which fill is to be placed. The
1 subsurface shall then be plowed or scarified to a depth of at least twelve inches 12" , until the
p ( )
surface is free from ruts, hummocks or other uneven features which would tend to prevent
1
WALLACE • KUHL
Recycled paper 6 ASSOCIATES INC.
r
1
Page B2
uniform compaction by the equipment to be used. Minor quantities of vegetation may be
incorporated into the upper soils, provided a uniform compactable mixture can be achieved
which is free of.clumps, layers or pockets of vegetation.
After the foundation for the fill within the building pad has been cleared, plowed, or scarified, it
shall be disced or bladed until uniform and free from large clods, brought to at least the optimum
moisture content and compacted to not less than ninety percent (90%) of the maximum dry
density as determined by the ASTM D1557 Compaction Test..
Materials
Proposed fill material shall be free from vegetable matter and other unsuitable substances and
shall be approved by the Geotechnical Engineer. Clods, rocks, hard lumps or cobbles exceeding
four inches (4") shall be removed from any fill supporting the buildings. Imported fill material
shall have a plasticity index not exceeding fifteen (15), shall be of maximum one -inch (1 ")
particle size and shall be tested and approved by the Geotechnical Engineer prior to use.
' Placing, Spreading and Compacting Fill Material
' The selected fill material shall be placed in layers which when compacted shall not exceed six
inches (6") in thickness. Each layer shall be spread evenly and shall be thoroughly mixed during
' the spreading to promote uniformity of material in each layer..
' When the moisture content of the fill material is less than optimum moisture, water shall be
added until the proper moisture content is achieved.
INK
' WALLACE • KUHL
Recycled paper 6 ASSOCIATES INC.
1
' Page B3
' When the moisture content of the. fill materials is too high to permit the specified compaction to
be attained, the fill material shall be aerated by blading or other methods until the moisture
' content is satisfactory.
After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to
not less than ninety percent (90%) of the maximum dry density as determined by the ASTM
D1557 Compaction Test. Compaction shall be undertaken with equipment capable of achieving
the specified density and shall be accomplished while the fill material is at the required moisture
content. Each layer shall be compacted over its entire area until the desired density has been
obtained.
Structural Backfill ()Yalls and Trenches)
Building exterior walls and utility trench excavations shall be filled with native granular soils or
select non -expansive soils of less than one inch (1 ") in maximum particle size and Plasticity
Index of fifteen (15) or less.
Backfill shall be placed in lifts of no more than six inches (6") in compacted thickness. Each lift
shall be compacted to at least ninety percent (90%) compaction, as defined by ASTM D155T
Field Density Tests
Field density tests shall be made by the Geotechnical Engineer or his representative after
compaction of each layer of fill. Where compaction equipment has disturbed the surface to. a
depth of several inches, density tests shall be taken in the. compacted material below the
disturbed surface. Additional layers. of the fill shall not be spread until the field density tests
indicate that the specified density hasbeen obtained.
1
WALLACE • KUHL
Recycled paper Fr ASSOCIATES INC.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
' Page B4
' Final Subgrade Prgparation
The upper six inches (6") of all final building pad subgrades shall be uniformly and firmly
compacted to the satisfaction of the Geotechnical Engineer or his representative, regardless of
whether final subgrade elevation is attained by filling, excavation or is left at existing grade.
' Testin>?
' Observation and testing by the Geotechnical Engineer or his representative shall be provided
during all filling and compacting operations. The grading contractor shall.give at least twenty-
four (24) hours notice prior to beginning such operations to allow proper scheduling of the work.
Seasonal Limits
' Fill materials shall not be placed, spread or rolled during unfavorable weather conditions. When
the work is interrupted by heavy rains, fill operations shall not be resumed until field tests
indicate that the moisture content and density of the fill are satisfactory.
L,
1
' WALLACE • KLIHL
Recycled paper 6ASSOCIATES INC.