D City box number t.,ffd'-- - fir<-~ · D ~cover page withe following info: 1 Company (author) name ~eportDate ~roject name D Company's job number _.Q--City DCLU project number (7-digit number) J;Ycity Permit number (6-digit number) ~Kroll map index number (3-digit number, w?/E,W,N,S) ,Ja'Greenlabel • 4 Site address (may be on 1 51 or 2°d page of text) D ecutive Summary an.ct associated figures Table of Contents D Project Location Plan/Map or Vicinity Map Site Plans, Boring Location Plans, or Exploration Plans . D Survey D Geologic Maps X . - D Fill or Peat Thickness Maps and Contour Maps Boring Logs D Geology Text (if no logs) D Soil Classification Key/Boring Log Key D Probe Logs D Test Pit Logs D Monitoring Well Logs D Cone Penetrometer Logs D Shear Wave Velocity Measurements D Groundwater Maps D GW Elevation Tables/Data D Soils Lab Testing (Geotechnical) Summary Tables ?-Gr~ses/Hydrometer Analyses D Atterberg Limits D Strength tests: Triaxial, Unconfined, Direct Shear D Organic Content D 14 C or Radiocarbon Testing D Other _____________ _ D Soil Chemical Analytical Testing Summary Tables 0 Water/Groundwater Chemical Analytical Summary Tables 0 Comments _______________ _ 0 Date Copied f J{ -C(j By M 2/9/99
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D City box number t.,ffd'-- - fir<-~ · D ~cover page withe following info:
1 ~ Company (author) name
~eportDate
~roject name D Company's job number
_.Q--City DCLU project number (7-digit number)
J;Ycity Permit number (6-digit number)
~Kroll map index number (3-digit number, w?/E,W,N,S)
,Ja'Greenlabel •
4 Site address (may be on 151 or 2°d page of text)
D ecutive Summary an.ct associated figures
Table of Contents
D Project Location Plan/Map or Vicinity Map
Site Plans, Boring Location Plans, or Exploration Plans
. D Survey
D Geologic Maps X . -
D Fill or Peat Thickness Maps and Contour Maps
Boring Logs
D Geology Text (if no logs)
D Soil Classification Key/Boring Log Key
D Probe Logs
D Test Pit Logs
D Monitoring Well Logs
D Cone Penetrometer Logs
D Shear Wave Velocity Measurements
D Groundwater Maps
D GW Elevation Tables/Data
D Soils Lab Testing (Geotechnical) Summary Tables
?-Gr~ses/Hydrometer Analyses
D Atterberg Limits
D Strength tests: Triaxial, Unconfined, Direct Shear
D Organic Content
D 14C or Radiocarbon Testing D Other _____________ _
D Soil Chemical Analytical Testing Summary Tables
0 Water/Groundwater Chemical Analytical Summary Tables 0 Comments _______________ _
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February 5, 1997
Phil and Natalie Morrell 10022 51stAve. SW Seattle, WA. 98146
Re: Plan Review for 10022 51st Avenue SW
Dear Phil and Natalie:
Mark T. Otten, P .E . Engineering Consultant
3029 NE 182nd Street Seattle, WA. 98155
(206) 365-9266 Fax (206) 365-9973
I have reviewed the foundation, earthwork, retaining wall, and sitework portions of the plans and specifications for your new residence at 10022 51st Avenue SW. The plans and specifications are in conformance with my Geotechnical Engineering Report dated December 6, 1996.
In view of the recent landslide activity in the Puget Sound Region, I reviewed the slope stability aspects in detail. As described in the Geotechnical Report, the existing slope on your property is 20 to 25 percent. I have observed several landslides in recent weeks, but they have been on property where the slope angles are 50 to 100 percent. Slopes of 20 to 25 >, percent have been stable, as expected based on the stability analysis of the existing slope on
1
•
your property.
As described in the Slope Stability Section of the Geotechnical Report, the slope stability on your property will be increased with the construction of your new residence. The increase would be a result of (a) removal of the softest silt soil near the existing ground surface, (b) construction of a reinforced concrete wall on the east side of the lower level, (c) installation of basement wall perimeter drains and ( d) installation of a new subsurface infiltration trenches east of the new residence.
If you or the architect have any questions about the Geotechnical Report, please feel free to contact me.
Notes: (1) Soil descriotions and stratum iines are interpretive and actual changes may be gradual.
(2) Soil consistencies based on qualitative assessment of auger resistance and sample observations in the auger bucket. (3) Groundwater depths based on observations at time of drilling and will change with time.
= 10
- 12
Pl 25% (CL).
-- --·----------------------- -------------- ------------ -------Sample and Test Key.
(Street elev.) Date Drilled: April 19, 1996 Drilled By: Otten Engineering Drilling Method: Hand Auger Sampling Method: Auger bucket Logged By: Mark Otten
r--I Visuai Description
Gravel at surface.
Soft, wet, blue-gray, slighly sandy silt with gravel.
Groundwater at approximately 2 ft.
Lenses of black silt with organics
'.Depth Water Contents I
i (feet) 20 40 -··---·-·--l----··--···-- - - -------------- .. ~-·
~2 -+····-······-·----.------.-·-··--- ----
1 .
' -·-:-,
------;,..._
Loose. wet, gray. fine sand.
Soft, wet brown, organic silt, with pieces of timber in silty sand matrix.
Medium stiff, wet. blue-gray clayey silt.
Bottom of boring 8 ft. 6 in.
, __ S-1
6
-s S-2
'- 12
Notes: ( 1) Soil descriptions and straturr Imes are t
interpretive and actual changes may be gradual. I (2) Soil consistencies based on qualitative assessment of auger ',
Notes 60
(3) Groundwater depths based on observations at : resistance and sample observations in the auger bucket. L_' time of drilling and will change with time. -~---· :-------------------,-
Sample and Test Key. FIGUREA-2 Sheet 1 of 1
•.
• PROJECT: Date Drilled: April 19, 1996 Drilled By: Otten Engineering Drilling Method: Hand Auger Samp1ing Method: Auger bucket Logged By: Mark Otten
Visuai Description
Soil at surface. Soft. wet. red-brown mottled. very silti fine sand, with trace organics. / - - - - - -______ ./ Soft. wet, black. organic silt, with rcrten wood pieces.
' 4 ··- - - - - - - - - - - - - -: Groundwater at approximately 4.5 ft.
!
II
Soft wet, blue-gray, fine sandy siit to silty, fine sand.
Graces to medium stiff
Bottom of boring 8 ft '.J ,n.
Notes: (1) Sod descriptions and srratu,.., lines are I interpretive and actual changes may oe gradual.
1
1
(2) Soil consistencies based on quaiitative assessment of auger
I resistance and sample observations in the auger bucket. (3) Groundwater depths based on observations at
I time of drilling and will change with time. l I Sample and Test Key.
6
S-1 ' -- 8
= 10
• 33
SZ ATD -
GS sandy silt
FIGURE A-3 Sheet 1 of 1
C
f \.._
•. ;,-PR_O_J_E_C_T_: ----, BORING LOG HA-4--l Date Drilled: April 19, 1996 Drilled By: Otten Engineering Drilling Method: Hand Auger
Sampling Method: Auger bucket Logged By: Mark Otten
Visual Description
Gravel at surface. Loose, damp, brown, gravel.(fill)
·--- - -----------Groundwater at approximately 3.5 ft
Soft, wet, blue-gray, ciyaey silt.
Soft to medium stiff, wet, blue-gray, slighly sandy silt to silty, fine sand, with small wood pieces.
Bottom of boring 7 ft. 0 in.
Noies: (1) Soil descrioiions and s,ratum lines are interpretive and actual changes may be gradual.
(2) Soil consistencies based on qualitative assessment of auger resistance and sample observations in the auger bucket. (3) Groundwater depths based on observations at time of drilling and will change with time.
Sample and Test Key.
1 Approximate Surface Elevation: 31.0 Feet
( about 8 feet above street)
:oepth
: (feet)
l.--2
4
i '
6
-s
:- 12
S-1
i I
I i
I I
I
Water Contents
20 40 60 Notes
SZ: ATD ~~~-~~~-~~~-
FIGURE A-4 Sheet 1 of 1
•.
SIil LEITER OF TRANSMITTAL
TO:
SUBJECT:
Mark Otten 3029 NE 182nd Seattle, Washington 98155
Morrell project
Date: 4/30/96 Job No.: J-902
RE: Sample ID No. HA-1 S-2, HA· 1 S-3, HA-2 S-1, HA-2 S-2 and HA-3 S-1
Remarks: Samples were tested in general accordance with ASTM D-2216, ASTM D-1140, ASTM D-4318 and ASTM D-422. Please call if you have any questions regarding this submittal or presentation of the data. Thank you.
Best Regards,
SOIL TECHNOLOGY. INC.
•'
Exploration Number
HA-1
HA-1
HA-2 -·
HA-2
HA-3
Morrell Project Project No. 9622
Table 1: Moisture Contents
Sample Number Depth
(ft)
S-2 6'4"
S-3 10'10" --S-1 4'0"
S-2 8'0"
S-1 7'6"
'Moisture Content analysis performed following ASTM D 2216 methodology.