HomeMy WebLinkAboutGEO, Landslide Notice Letters - GEO General - 4/7/2014 I AN
11,Ads
'y+-
�:. s r�, � � - t•,�+r ,w ..+i,,w�+�' � iX�T £• ,,A.�,., ��a'. ,X+ ���,�., $.,.Y,.';$_ r.np `>� �� ,.A �>, e *: f t��.
nv'"r',s. ..-,<.r,4 .. ,P � ��.a, .. ;� �, .,. ,,^�t �-_ .>,C.',:5i� �'�'�&''�"i: '�,C+. :.;N°`y"S,:�ik�{l4 ¢¢.,,0'.,;''.47!7R 3P.,: r4- '�a+"^.^+::'4.�+ .Y"!>•t_"• s� ai r.�J ,.. �;�,A,}',
•.:�:i ..�.>�,.*•ri - xr� `S' "' r: ,'�°,�.:y, ;t.,i_ }L �i 3'}'s /}5 ,:�+,. " .�� ��i'. /� .�`.:�.. n+�- YG�r. 1,
_•... '-•i '�'. ,x � .h�'�+,{°s -_.,, iw �.'� ,.:s xR § „hw Skr '31. ;r. I
r wi
._ ,..,. ..:-.of�'4 kP,.�' :;' _. 5 _,,<f FpyS? •,4,;_'.,. F� ;.r. .�! x.- `; a 't+a„ ��* "i€. �,� .x,-,t�,;>r'v �E��1'; ���. M
.-� x, t. .1Fti'i`-. _+r ,, ,'3�'.,.'�,� -�,'&.. V, x,>•Y ry�; c �a Sf,iX':'<����'";� a'f�", ,t, �" "J.<� '�+� ilaro �'
.:,, §'.,z ,dd,r-' -v:. �. :'%,x >;' -x"�,. t ,, .. �:,_.r: ..r-�'c• ..>:,,a I` .fs T: *d ... r, - ,�v rr _4..t.-.s. .,a,3i, 33
>� OR
IN,
.... �.L 'k F". vi..Y,, ,.....,. 4 :..t. '�, pp\ ..,'�:P': Y,•X: t _" B 1�-- 4➢ -n^
�. l . ,cad✓". h, ,.`.. �, tf� ✓.,J7^ ^+IEii
,.., S
a+�r�, yy R k
.at. ,+� _ ... il :,.11 .i ..r4. . k � "5, {, r`i ,'1,^ 1•... .t,F
k.'i� "d��,. 1
Out &.
,l'�
�..!', 5,, kv�p.,A
,:e' ,i, � q Y,'? �,,. ;. , ,t b t '�M,jT l�: ..,,.,.. ,,.; ,.. ^=:Y: ,� :�,>, ., E;..Xn' 1:4 1'Y.eA.,�,�,,(( .^',`i .,• .,+I Y. ,F. 1�. ,�ui/
0...
c -
+- r #,.. .Y '" , ', :'t.'i z � � �V�< s Sr I•,,.,�1; - 't>a r��. ,�',r@I $ pp
s ..
arrt
-
,..
,�' �:.: ,a,. b: � ',4. :a.�y.a.�"� :,...1,.0 ,h t:'4°S,Y � ..^. A L< ,, .�. � :•�'�. y' .Mr' J'. '<`T+„ .'t,
�yi-� ,:: ;,i . _p �, y.,�l ,r *'��. . � ',`�^.., ,.. :-'s` .. .-. 'i= a '( t 'vf ,:s 4'�i' :`♦ }':�F: ,,yy
,,:,.
,.
�.
,..
r
,,.
.,+
F. Ka } ,, .n7 :rlvr,
i�
�'1
,)
„. L. ,, 3.:.'. I d`iv 4 .. tfa .'a•.m ��i ,.
.. ::.�
, wk $�',,r' ..... ,.. : ,. .:: ,,.$, •.,., , '...p�,K. .. . f , .,d^,, ....!n,,``r :h'�' . y }� ✓.±�� M Ft. ,.5�.'>, ,de. �'� -
,...:
.t " ;:s•~. , ,,:.3' ,�,. ... � v.,. n f' ,..... ,.,.r < 4r. .. i n fi. {..� -r I �' 'r,>� ?'�..'Tui,. '.{
.. ..«.,...e. M.
a...
r..•,,.. „,li'e:.:Y'i`,5,,., .. .:.�; � � ":. v ..:.. d „ . t .� '. :�.,. f '„) r7.. yy t1Fi, Fl*. � i'-y 1,t ,1,�:-.�IYII/ r°t &�.,•�. 1 �1�'�:
,.r,tr:.,> .-.. a< ,.,r°tP-'�' .. Ar.l .. .{.. :. � , ., r ... a: , .^,: ff :.. ✓f e°°" r{'S„ SXa:'++°""�. „*,ris '.I, e �'('�-,,.. <,.... .._. ,}r -..:<. , -::»_, ...w, .-., �- ..,., '..... r _.. ,:a, /,':,,. •' 'a. .. °•,.-,a..'t.. ,.}z pe Ma.r, ha�gti,##1':��4, i�.ar F*. .W �.,�,ti..rF` •' s'.4'S fwr�4,"�,
,
i ,r < ,c -. .,_.. �, ;.. .[ f a�b .« ��t ,4 >�./r c t;��+ar•Y�1=: S� `f}�f,�y x. x�, t `;+ '� Y�`r. �.#�^�:Frm u(�•'
g g
„ e
a v: v.ae... -�� ..:�. r.w. �'• c _ ..,� ^ V ,, '1S'8:1 ,ti a.x re. I r� +�'t;� a'�p m :�
'. - _ S.•. _ ,.,^z. . ...c v -... - `wo'.�k. ,,..,,: � /' vvt,;yL,.b;. '�',; -. .1� "-w�., � z,_, -it�
y
,;•;.'.x';'� 9'1r, .:. ,.,<. .S'" _. y,. :., �- :.,;., <. -......, .rr -:, lc ,1 t '.fit �. �� h. ��
,4
°3(:�,
^. u
r m
"f:Q �. iY' ry.�.. ,�H:'bY'�f ,i 4 ID« ,Y'.. `�t •�f>b' +j � a� M, R., �k `�j Y.,�-t
m�- F aJ�`�v✓ 'f. K.s'P" 'CN.t� (iN'�.. i
�a't � �:€�x k" >�, � r-*•�, '�!�� v ',� ,.l .fit;S.� �,r�S� �� � � �,X ,
gk€ s
'k, F.
-
>ayrir. wy'
, r
f�
R
h
f ,
- �"� �-�i a � ��� � ,�tcp..'-,wy-�;.yc�".. 5• a"��";- Bl $':.�. �,''' �,5�}P�, _,� .,•::. �4�+y�"✓i ���' 'g `,�3.
._E ua:.*9:';�, ` „ z ....,'M .-,.� t�`'��::�";4�'�AI &'�4�•:,.�.: � .r�.i"�:.�r", ,fi�:"`. i �f6.. S.����,.s:"s >c.d�"'S.u, .. ,. f ..:�'�� li'.`:s3.'� a'a:� „ �`
a
Z �
x
+. 94,•-.e. ei"c'@'a ,. r':•h -cj r �.�T:: " r;:.. , �,�:" �v i 2;. .Se '.�"' a x "' aT.
I,G �:,. ;v + � �. , ,., a,,. '. � ., ' K r „t4 s eg' .S' •», i.�s.<d, .. r � ,
r ,„w '`^a+�wdr- •.�:. r�:.:� +i. - `,`,„ r,., ,., ". :. ,'r ;:,;. ,a ,....,� - :r, ,fie v �,y•,.i'r r J.z :` ,� j ,�€:' *} :�:� t r '8°�€ !.
,. :>,e. a .: a ,.:.t ¢,,• .:' .';.,t i -,;<"' +' ,[ 1 ''f,'>� i k '! .^,zlt-;i3
�„# .,.. e ''.,' .. E a:,Q • ,., �; , ;; ,. :y;� ,i, � 1 t.::iM i i evv .1c'"j z" arw�'' *t f �$ s a, .x. - -
'+ •'-f'jxx ,� t N .f. a -d,' .. t�� r#: 4r�. f . '""' yx +'',+,;t.<ax r'
rr ,..., .,. .t;..'. / ?t '1 �;• r° .,�, t r
,"' -
'a.,ti .•r, b:::�t, ,....&., >,:.g I.��a .� x •.;.•,' v.' ,� .. ,,.- .r h,, t.r 3 � •tt..
'.-.'.-a. ....> .,v.;: � �,R?, �w ,..� ,.. ::t. ", ,. 'y„ .. ,f a .•a: - z^t r -'�•�T,#'
...,.,;,. �> $:. c* e>9a , ......i ,,.,.5. ;..: CST •p ..4' a c >F a:'i 'r.1C,r;.
„. '�,:•.ter -r'# ,.,.F': 'a, ,:: ..' „� ::�, d` - ,.'4' >` -. .,,,s,t�;,,> �.:..:
. h.:,. '��'.r£` r.:.' ..ry ^ s,. ,. ,✓..y.b,. `v w x' r� ej
t {{ ,.Y',.y�r „#1„fig n•�P r� .y: 9JP -...� Y Y--1.
-
'.+e
c, ¢,r'K,:- aF, ":k": .:s4..,,..i( > , ,' � J ,,.: 1 t.� t .. �.:J°a •. ,. ;.:,': ;,fa H�.s s u.. s,;:r .:L^, � 3 �f x,rz a •.3 .8�
> -'"`,:'.: .. � ';: C,x- ze, "x r,�
t
`•a 'a •s !.-.4-�} m 5.,L?il�9' s` S •f�� 4 'S,
ey-
tj
TKI..� s
.r "f t E#plN ]
r
,>
�^�y1(, •... ;:. -• �.� .«. .1�-:: •�, ,.. .,s
�•.. ..,,,_�.•.'�,,.,.:'. : gam. y f�. ..: i! .vr+.3z... .t. :.. .w ��-:W�,y�,,1�.. K�'', ,.<:... ;4�r:„ ... �LL"'•Y;µ �,:`£r- ✓ .���.,.. F TM'7'_ _e.m...'u.,;
"rt•\ `^a,i �:..a. ,e:ir �.T .. f4..r�.,L .- •", '... ''47-' G!psa.r `+c., _�ti4- ,... .,•3b„t w'' ,.:.�.d �, w. °"' r�t',y t�..'.-M ,�„^..'�+h"r i�'M. +T'..:;,'� ..e� ,��i.
.sr� �',,�'"�-. � ��!,• 1 )=,rjV.':T � y.%� .y,• ' y, E ,��+;� - fi V,•, z�Mk,',, LL1• ��,, r .k,..,.�,�„Y=`��" �`
1� 1
T ': Gyq:M4 c ! •44 t �x3. ♦ :>i+> t iLa $'" . '3;.Nn. �r
, v
-. - u T• �-. �"y � ''� '"j�� y`Y ['� tl',A -"�`���` -�,;4 'd � �./;�./"� � "-r"�'� ^`'4"a;:�'gp]•p` ,w �,�'SfS r .".ee�
a� q iz.. �}...y 's ,�,� � ,�'E•1$iK�'*rc,.F I •�.a— � 4 i♦v• ��, � A'y1�* Y��,ya.. �"F �t
r
,
y
�� -.. j� ;£G_ 1.�,�a�, ,�;• ,yr"`w� ,: �'`;r` �'.��� 'l't fig','=.., *�+�v. yz'e-. �' Yok -�a <: a .r+l ,>r��;� -�
w<:. ,. '�,�� .• a..' ,.. M` , ' .. � G�pp+pyyfgx�,;"� ;� �,:�t, ��•.'. a'.,� .4' Ita,: `,;.,,�'!-" ..� ,.., ',tea ��':
st>„":d►� ., Yu'i/.., ,; - r ♦ ,.! r k r ,�dGt'�: F k •j, Y/.
,
:°`.s. tqh, �. �, �`t,} '• I w'{7`�?� .:x.,qr �}�,,1 'r �`�#'ar. ���G�� �'�� �, Y'' 1"�' z `y--
.Y•-,�;,rye.+ ;. _, _ ���1; � .:,� ,,.. ',:. �-. r k�..,,,,, .!'. .hAt;.ra « '<.a.,�y'/ y�ry>'s �� �S"� �. �..:.,
ze
�F"+c`_a ,,•;� tl"ar: U'z rti-'. ?; f. yy�`{ / "�,,�- 1 A `.� ''.�{4r .tf r�'ti' "•r G,� „a i
,p a Y
� .� ... ,� r: ,.. ... �t,.. a �>'$ F:• P "i 1 �'F ��� t' ^G" 'j rv4 Tl ;e. mod°
.• ..���.� r . �,��;.-`. ,,,•�:'- =b+. ., a -,.. .urc 'dlfy`f' •��,t :9). Sfw3' t `;� .a� 1� ,� ar. '�
.._ d..., +v. V r .;,..! � ,::..�..,,,:..,_, ? i�"" `-- --•.crt :.x:�Airt l� ,�A r., g', s �` a .<r j" � -5� `.;i -€ _
:TF
_ yy
°a`Ir
! ,.7: .-.pa .. _
t# ,ry•A.*'1 �j :,,. t • :I.,g p f?� '+l �'. �� ��t�,, �. r,�.. v'i L-
y( • t, i•' J,`'�J= ,t �'.� a�,i 1 ;. ,l' z3 t � _ � �
,II.T''+ .:"h' .�. �.%�(lG'.` - 'I A T ,}� r:�.d(. y� 1 �nY,_ ��.
r�'Y-. �. �A e'O II.e>-'H'N j l'r �tia,, '�I 'IS. ':l. � � .�",e 1�r „ ..
k:)IF 1�' 'e � � 14•`
W'%_. r, ; `r�, :v'$,f•�Y 1;: r 4' �' -y'�'yrr G. i_,1 M' i�. , .I. "•�r �I• '� �;y ( } 3
r I�; �ti1+,'[.'::s 'e IN':��, �c ' ,.� 4 .•it "a't�'d 8 ^fs�� _ ->r�t, � _y S a •:Air ;'''t ��i. ��.('.. sk t. i
�
;�`+;�' vr„ K ,i { � e.' •a+i(�,.:.. x_.,.
•*A: �,..h t+ �+�1. � ,k•' ��` - 'dk;7 s"i�� •�1�.� �pG+`� n „>N. ' �.�,`- ..< '� ��. f w.. s. .y�".yS'' f� a._.
s.. t Y.">e1,�. � '1. rS`" •` �P :..,!r , ,Lt`'.:�'� t ��� ^R G '•�� ,i '�' \ '�"< � ..! ^�,uf�c,1 '"� ii n
dt
N,>� �a
r .� 3�• ,'.' 1`rl r .f,. ,,.€,� ti0'.,�'. t1`; Efti.1I1L4 � Y�.:r� k ,.+ : : �. ;,-, s:� � .�t q #a .t+'�, 71 ".z.1,. �1 �'
!' a ff ��"� .�' , � ,�'.• '' � rt++�^��+�,yF, � A. t��;;as�` � �� :�!'. � r o-.�, -°ip.•�t �� r �9�� �� i�` ^,�'G f � [,
f W'IY i't tx•N:S `1 y1 YG�, w:: , �i/ i" F ,4' Ar 7f1
FEW
A �
_�� iw 1` 'ly -� ':�r •�� -� /. ,>� �I r �qf luf�ll��`�e ",Y'
i
1
.f,t
! Y
'4
w
,er.IT, 4 ;`i��,{' ,
'�;.{+ ..� ^ I:.-C�._ �Y,.. �•:.��. C :7 " 1A�"ia'.Y1?h{ L. `..I 'C+`i.v� x�a* .Y.,. a�lr ng
..z. y7 t!t 4 .r .y d -•x` iA: �. ti'-' I yyy e i tdh
IV*
y� ' � 'x`� R;,' � ia;, - ..xA� •ya�w.�.
Ril
r
( F
r .ate"
:n
�'k� := .t`^tt� •i •.:..;r.w,m°rmf' >- ,.1�\' '? .�"'?k Y #".;
t.. .�'�,� ':''
��g�Yfn ,4. ,,'�. •.,:.v «,_.- / 3:r`�: s.'.'t.'. F.r. F°` ,:,:v}. '�"'- -:
All
.. ....o-.., .::.
w+ tip+ dr,a�f s ai`
.'.�
... y^i '.':'t ,,. : ,,,. ,.. �,..;t-.. /� .'� �•,.:', .. -� y,..::�� <".. ...•� %h �c ;`i�t ;.R; C .rig gym...e "v�e$ - Ia:i:- �?
«';� a< .,..'t�f;..t.;y. /. :�" ,,y..b ,� :.. �..,.., ..,t„ sa �n;aw +,, 1.do`e'> �z .•+w, � r x�, n;. �'��a
t' p .:5?i r}j�TMF.. 1",�`^ .'1 �ir ✓,ij,/':; '?��� .S`�..1_._!", � v L'.�", 4'n S �. -:.�' a�.n, e,�.•r.
� ....,� !F ,;.✓ �._ � `,..y„ ,. F.': s a=.� 3 t,a.,�. �t3J�r �`' r ,,ti�� .rf f
f �$
4.3
Ag
nr j§ yam; }t as
+ rp .:y5.
�Y r.%410
.
� i v` ,Y•"' :��`,' �C ,.� '� � gip}i��� R 1:
1111
6' t<
0 � `�Y• s� .. � +mot
r _
,
I
h
.'1 � akr °3+ ,�•:. .... 1 ^� Way ,`t.
r
,
f
- t by .�f2Tt
_- a I'F. -, ,� .•� ;t � � �..�1�� �F°� ��k �'`."
121079999999 121082302020
121071400060
121074100010
121085001001
121085003001 121085002005 121085002001
� 121085001002
J
a
121074100070 121085003002 1210850C 121085001003
a
W
fps t ��,•„�ss�
121085001005
121085003003
121085001006
O -
1210i41C10C22
121085002004 O 121082222222
121085003004 O
Q
� 121085001007
O
J
W
121074190021 121085003005 121089999999 121085001008
�1
S• •e: Esri, DgitadG;o•- eoE,y-, E rthstar �eo•rap ics, 1= '
121085003006 S =G', G`Rt3 ,and the CIS ser t�
lzibj -so-ozoa( - GAk.'tCy 5f't cbrtours
04/24/2014 08: 58 2069376805 DOUG GARVEV PAGE F1i05
iL$41�y,. I
a
Rf IMP
APR 0 7
2014
'A N. li
iLAIa
'r::':' ......... vS:`-iP' aa}y��i1.;1�? NV. CEDAR
426
FACSIMILE TRANSMITTAL 5HEE r
TO;AI.t.t;N 13ORDL'•N
COMPANY: PHONE.NUMBER;
Masons County
FAX NUMBER: DATE:
360-427.7798
RI'.:FTRA'r1 ;cov6 r0'Cnl,NO.OI'PAGliZ INCLUDING COVER:
5
rxoM POSITION'
D oug Ga1vey Sal es Associate,/Realtor
o m �
E7 URGENT I1 FOR REVIEW 0 PLEASE COMMENT 9 PLEASE REPLY ❑ PLEASIE RECYCLE
No)'J III/CC)M14t jI:?NT�S
Allen, I am sending this due a Slide that I had on my property at Pirates Pi. I understand�".
' that the neighbor,Maianna Ariens has contacted you and my contractor,Ron Phipps is
going to see you today. If you have any questions,call me at 206.850.8939.
�i
F
EVERGREEN REALTY NW
FAX. 253.838.0760; CELL. 206.850_5939
WWW.GARVEYGROUPHOMES.COM
04/24/2014 08:58 2069376805 DOUG GARVEY PAGE 02/05
Bradley-Noble Geotechnical Services
A Division of The Bradley Group, Inc.
PO Box 12267, Olympia WA 98508-2267
Phone 360-357-7983 - FAX 360-867-9307
17 July 2006
Mr. Doug Garvey
Danforth & Associates, Inc.
33313 1"Way South
Federal Way, Washington 98003
Subject: Geotechnical assessment of slopes and recommendations for site
development for a new single-family residence proposed to be
constructed Lot 6 of Block 2 Pirates Cove Development, Tax Parcel
Number 121085002006, Grapeview area of Mason County, Washington.
Dear Mr. Garvey:
As requested, we met with you at the above property in order to evaluate general slope
conditions and to discuss options for your proposed development of this property for a
new single-family residence. Our work consisted of a site visit, review of information
you provided us on the property, review of available geologic information, and
preparation of this report.
The property is located on the east side of Pirates Place, the access road to the
property. From our site observations and review of the information provided, this site
had previously been developed and a mobile home had been placed on this lot. At the
time of our visit the mobile home had been removed but an exterior fireplace and water
service were still on the site. The area of proposed development then is an existing
area of low relief between Pirates Place and top of slope. This level area has a width of
about 160 feet north-south along Pirates Place and a width of about 71 feet along the
north property line that tapers to about 25 feet along the south property line. The
information supplied indicates that this lot is owned by the downslope property owner,
the Davis's at 521 E Lombard Road South,
On the level area that was disturbed we find pioneering vegetation becoming
established. A few larger Douglas firs are found outside: of the area of previous
development in the level area. On the slope, we find a mixture of Douglas firs and
mixed deciduous trees with low-growing shrubs. Examining the larger Douglas firs we
noted that these trees were growing nearly vertically with no evidence that soil
movement has required the trees to adjust to growing out of vertical. This suggests
06071301
Page I of 4
.,x.,,k;+nm.J 'i, ,
_ '' ia "{ ,,�.y� ;^"r
NSF: t'4 ,51
0.4/24/2014 08: 58 2069376805 DOUG GARVEY PAGE 03/05
06071301
Page 2 of 4
that the slope has been stable for at least the past 40 to 50 years. No geomorphic
evidence of recent or past slope failure was observed on the slope. Existing slope angles
are in the I I to 17 degree range (20 to 30 percent slope) and vary slightly across the
slope. The ground cover obscures part of the slopes and there may be small areas with
maximum slope angles less than 22 degrees or 40% slope.
Natural slope angles forming the slope are significantly less than the angle of internal
friction of the soils forming the slope. In the 2003 International Building Code, the
current code that governs construction, slope angles of 2.1 (horizontal to vertical) 26
degrees or 50% of slope or less are considered to be stable. When slope angles are less
than the angle of internal friction of the soils forming the slope, slope stability is inferred.
We expect that during the development of this lot for the mobile home, that the site
was graded and side cast fill material placed at the top of the slope. You should not
place structures on this fiil.section as we doubt that it meets minimum code
requirements for compaction and keying to the slope.
Site geology is exposed in road cuts and there are soil exposures from other projects
that we have been involved with in the area. The Coastal Zone Atlas for Mason
County, map MA 13 presents information of area geology and an opinion on slope
stability. This area is mapped as Qvt, Vashon subglacial till. Slope stability in the project
area is indicated as being stable. Plate I of Water Supply Bulletin 29, Geology of
Southeastern Mason County, Washington by John B. Noble and Dee Molenaar maps the
project area also as Qvt, Vashon subglacial till. From previous work in the project area,
we typically find a thin layer of Vashon recessional outwash soils most likely as colluvium
mantling the till slopes. These soils vary from a few feet to perhaps as much as six feet
in thickness. They are typically silty, fine sands and silts though some coarser sands and
gravels are infrequently encountered.
The stability of the slope is due to being underlain by the Vashon subglacial till.
Subglacial till was deposited at the base of the advancing Vashon lobe of the Cordilleran
glacier as it advanced into the Puget Sound Lowland during the Fraser glaciation in late
Wisconsinan time. Subglacial till is a mixture of silt, sand, and small gravel. This soil unit
was overridden by the ice sheet, thought to have been from one half to one mile thick
in this area. The grain size distribution and loading by the ice sheet have created a soil
unit that is highly overconsolidated and due to grain size distribution has many
engineering properties similar to those of lean concrete. It is for all practical purposes
impermeable.
With the site underlain by surface soils of low permeability on top of soils that are
impermeable, placement of drain fields frequently requires special designs in this area.
As part of your feasibility study, consulting with a septic system designer familiar with
e�4/24/2014 08: 58 2069376805 DOUG GARVEY PAGE 04/05
06071301
Page 3 of 4
this area is prudent. Special design system in areas where the development envelop is
"tight" due to slopes and property lines can be expensive to construct and designating a
reserve area may be at best difficult_
From our field discussion, we understand that you are proposing to construct either a
one- or two-story, wood-frame residence supported on standard foundation systems.
An alternative discussed was the construction of a daylight basement under the
structure with wall heights less than six feet so that this is not habitable space but could
be used for storage. In our opinion, either method may be used at this site. The
construction of a daylight basement will result in excavation encountering subglacial till.
This soil unit can be difficult to excavate due to overconsolidation and cementing.
Excavated soils will need to be disposed of off site in an approved manner. Excavation
exposing subglacial till should expect to encounter seasonal flows of storm water
flowing downslope. During periods of heavy or prolonged rainfall, these volumes of
water may be large. Attention to perimeter and underslab drainage will be required to
ensure a dry storage space. Attention to waterproofing of the basement wall will also
be required. If this option is used, we do recommend that you consult us for
appropriate methods to ensure a dry storage space.
Collection and disposal of storm water from impervious surfaces must be addressed in
your development plans. We recommend that all storm water be collected into a
tightline system. To prevent concentrated flows of water over the slope which could
have a destabilizing influence on the soils of the slope and to prevent flow of water to
the downslope residence, we suggest that as part of the purchase, a drainage easement
be provided to you so that you can carry your storm water by tightline to the drain
ditch on Lombard Road for disposal. At the present time, storm water is flowing as a
dispersed sheet flow down slope.
As part of your site development, installation of erosion control along the top of slope
will be required. This is to prevent sift-laden water from leaving the construction site
and flowing down slope where it can smother vegetation growing on the slope and
cause damage to the downslope property owner. At a minimum, construction of a silt
fence to Mason County standards is recommended at the top of slope.
Vegetation growing on the slope aids in controlling sheet washing of soils. We have no
objection to pruning of major trees for view enhancement. The Mason County
Conservation District can advise you on suitable plants that are deep rooted and
drought resistant for additional planting on the slope.
Based on our site observations and research, we expect that a new residence can be
safely constructed at this site without risk of loss or damage due to earth movements.
Construction of a new residence must be in conformance with code requirements that
04/24/2014 08: 58 2069376805 DOUG GARVEY PAGE 05/05
06071301
Page 4 of 4
address site grading and backfrll around the structure. Protecting the slope from
concentrated surface flow of storm water from impervious surfaces will aid in ensuring
long-term slope stability by preventing the development of localized area of saturation
or erosion. We do not consider this lot is at any greater risk of mass wasting events
than are other existing residences constructed on this slope in the general project area.
We do not consider that the preparation of a geotechnical report is warranted for this
property based on slope stability history of the area.
If you have any additional questions, or if we may be of further assistance to you on this
property, please contact us at our Olympia office.
Cordially,
BRADLEY-NOBLE GEOTECHNCIAL SERVICES
of W a
David C. rong, L.E,G.
ice 11 z9
0
S@r7 Ge°�
DANID C. STR.Q.NG
°°a Tp MASON CC .4TY (360)427-9670 Shelton ext.352
DEPARTMENT OF COMMUNITY DEVELOPMENT (360)275-4467 Belfair ext. 352
BUILDING•PLANNING s FIRE MARSHAL (360)482-5269 Elma ext. 352
- Mason County Bldg. 111,426 West Cedar Street
rr a PO Box 279, Shelton, WA 98584 www.co.mason.wams
July 9, 2014
Douglas and Irene Garvey
8243 44th Ave. SW
Seattle WA 98136
NOTICE OF HAZARDOUS SITE CONDITIONS
PARCEL NUMBER: 12108-50-02006
SITE ADDRESS: E Pirates Pl. Grapeview
Dear Mr.and Mrs. Garvey,
This letter is regarding the conditions on your property resulting from an apparent violation of the
Mason County Resource Ordinance standards that continues to occur on the subject property.
The violations of the Mason County Resource Ordinance Landslide Hazard Areas Chapter
(17.0 1.100), included the removal of trees on the slopes during site preparation and septic system
installation,providing no on-site erosion control or site stabilization for these land disturbing
activities on the slopes that exceeds 45 percent(as noted in a submitted geotechnical study done
in 2008),and the need to provide vegetation growth that will help in site stabilization.
Unstable conditions remain on the steep slopes on your property, especially after continuous
surface disturbances from vegetation clearing and repeated surface flows during winter and spring
runoff. New slumping by subsidence near the road and continued sliding to the south and east
caused site damage and clean-up of nearby properties. These conditions(exposed slide faces,
greater subsurface drainage, and uncontrolled surface runoff)have grown worse and remain on
the property as the fall and winter seasons approach.
According to the Resource Ordinance Landslide Hazard Areas Chapter(17.01.100),a current
geotechnical report or amendment reflecting the now-present conditions(since mid-2008)on the
property must be prepared. Please provide a list of proposed activities(temporary and permanent
techniques), and a site plan, all detailing the actions which will stabilize site conditions to your
property and the properties to the north, east, and south. Some of these techniques are stated as
practices to be implemented in the 2008 geotechnical study. A qualified person,as defined in the
Mason County Resource Ordinance,must prepare this special report or amendment and set forth
the corrective stabilization and restoration actions. The study is provided to the landowner,and all
documents submitted to Mason County. A submitted Mason Environmental Permit serves as the
means to implement the corrective measures that may be approved. An application for the MEP
can be found at the Mason County website through the link provided:
http://www co mason wa us/forms/Community Dev/environmental permit.pdf
Due to the continuing unstable conditions following the initial violations (as described
above),you will now need to submit the following:
Garvey steep slopes letter July 2014
• Mason Environmental Permit-$630.00
• Geotechnical Report Review-$255.00
• Planning compliance fee- $255.00
It is very important that that you understand that you are responsible for addressing in a
timely manner these unstable conditions that continue on your property. You may comply
with addressing these concerns by submitting the geotechnical report or amendment that
evaluates the current conditions and presents the corrective measures that shall reduce
further damage to your property,nearby properties,and public road improvements.
Please provide as soon as possible,and by no later than Friday August 15,2014,the
Geotechnical Report amendment,the Mason Environmental Permit and site plans of
corrective measures,and the necessary fees.
If you have questions regarding this issue and the necessary permitting and compliance,please
contact me at(360)427-9670 ext.365, or by mail at 426 West Cedar St., Shelton WA 98584.
Thank you for anticipated cooperation.
Sincerely,
Allan Borden
Senior Planner
Garvey steep slopes letter July 2014
MASON COUNTY (360) 427-9670 Shelton ext.352
DEPARTMENT OF COMMUNITY DEVELOPMENT (360) 275-4467 Belfair ext. 352
BUILDING• PLANNING• FIRE MARSHAL (360) 482-5269 Elma ext. 352
Mason County Bldg. III, 426 West Cedar Street
PO Box 279, Shelton, WA 98584 www.co.masonma.us
August 29, 2014
Douglas and Irene Garvey
8243 44th Ave. SW
Seattle WA 98136
FOLLOW-UP LETTER TO ADDRESS
HAZARDOUS SITE CONDITIONS
PARCEL NUMBER: 12108-50-02006
SITE ADDRESS: E Pirates P1. Grapeview
Dear Mr. and Mrs. Garvey,
This letter is a follow-up regarding some proposed actions on your part to address the
conditions on your property which are causing erosion and slumping of banks and runoff
onto adjacent properties. A site visit was made with you and Mason County staff on July
18, 2014, following a letter prepared and sent to the address above. That letter discussed
the removal of trees on the slopes during site preparation and septic system installation,
providing no on-site erosion control or site stabilization for these land disturbing
activities on the slopes that exceeds 45 percent(as noted in a submitted geotechnical
study done in 2008), and the need to provide vegetation growth that will help in site
stabilization.
Unstable conditions remain on the steep slopes on your property, especially after
continuous surface disturbances from vegetation clearing and repeated surface flows
during winter and spring runoff. Continued sliding to the south and east caused site
damage and clean-up of nearby properties. These conditions (exposed slide faces, greater
subsurface drainage, and uncontrolled surface runoff)have grown worse and remain on
the property as the fall and winter seasons approach.
At the July 18, 2014 meeting,we discussed several actions that address the causes of
continued erosion. Runoff that crosses the property needs to be captured by ditching or
shallow curtain drain along the north property line and along west of the crest of the bank
in the middle and east half of your property. These curtain drains could be about 36
inches deep with a perforated piping in the lower area of drainage profile; the drain
alignment should be about 10 feet back from the crest of the bank to maintain stability
(see annotated site plan attached). Farther south on this alignment,the curtain drain with
perforated piping can be located more shallow in the profile, as the alignment transitions
to an underground pipe (not perforated)to convey the collected water downslope and
Garvey steep slopes followup letter Aug 2014
towards the Davis south property line heading to the east. The Davises are willing to
cooperate in this drainage and erosion control effort by allowing safe conveyance of the
runoff waters (as described above) in the drainage easement heading east towards the
county road.
Please include in your plans the stabilizing of the slope between your uphill property and
the Davis downhill property using courses of concrete block positioned to support several
portions of the slope and the drainage pipe located at the base of the short height block
walls. The portion of slope face where surface movement occurred in the Spring 2014 may
benefit from a cover on the surface using mulch, branches, or surface matting. The general
location of the walls and drain lines are shown on the drawing included.
Please have your contractor provide a list of proposed activities (temporary and
permanent techniques),and a site plan, all detailing the actions which will stabilize site
conditions and control surface and subsurface runoff on your property (and in turn protect
the properties to the north, east,and south). Some of these techniques are stated earlier in
this follow-up letter A submitted Mason Environmental Permit serves as the means to
implement the corrective measures that may be approved based upon your proposed
activities. An application for the MEP can be found in this letter.
Due to the continuing unstable conditions following the initial violations (as
described above),you will now need to submit the following:
• Mason Environmental Permit- $630.00
• Planning compliance fee- $255.00
It is very important that you understand that you are responsible to address in a
timely manner these unstable conditions that continue on the properties in the
vicinity. Please provide as soon as possible, and by no later than Tuesday
September 16,2014, the Mason Environmental Permit and site plans of corrective
measures,and the necessary fees.
If you have questions regarding this issue and the necessary permitting and compliance,
please contact me at(360)427-9670 ext. 365, or by mail at 426 West Cedar St., Shelton
WA 98584. Thank you for anticipated cooperation.
Sincerely,
Allan Borden
Senior Planner
Garvey steep slopes followup letter Aug 2014
W41 166f6rAwd
--_ -- _ Hof 5clevtsl�)
Cvv+aiY� � I
EAST PROPOSED SEPTICI
DRAINFIELD I 1 I
PIRATES � TOP OF
PLACE �- — — — -�p-��; SLOPE
I P�OPOSED SEPTI P 2� ° I
I SYSTEM � ° rTOPRESERVE AR�A L SLOPE
i TP.'I
NEAR-LEVEL
73%+ _II
II BASE OF
Z /o o _
STEEP SLOPE
I IPROPOSED I /
BUILDING L T LINE STAKE P
IFOOTPRINT
(APPROXIMATE) J
FILL SL ,3 0 � - 1doY t
►rle
1.5H:1V P I
-_\ 1 73%+ 1
PROPERTY R BOUNDARY S \�
N ARY ROCK 11
(APPROXIMATE) I PROPERTY BOUNDARY
I I DRIVEWAY / (APPROXIMATE)
0 5 10 15 20
I
ff SCALE:1 IN= 150 f�t
l I
( drain 0lgrir✓eo- 7t
s��el-
u
e
a
I I EXPLANATION
EAST PROPOSED SEPTICI r
a I DRAINFIELD I
PIRATES °
I TOP OF LANDSLIDE HEADSCARP
PLACE I- - - - P 21_ SLOPE I Y�
a I P�OPOSED SEPTI� I ° I y�
® SYSTEM I L� rTOPSLOPET SCARP
ITP 1 RESERVE ARIEA /
p A-3 BORING LOCATION
q NEAR•LEVEL ®TP•1 TEST PIT LOCATION
BASE OF 25%+ SLOPE INCLINATION AND
24% p STEEP SLOPE DOWNSLOPE DIRECTION
5"�
OSED
a ' I PROBUILDING y L T LINE STAKE P� CROSS-SECTION LOCATION
I PRINT
(APPROXIMATE) I I
FILL S A.3 0 20q
a 1.5H:1V I�
--1 73%±
PROPERTY r /
BOUNDARY ROCK PROPERTY BOUNDARY
(APPROXIMATE) I DRIVEWAY( / (APPROXIMATE)
III 0 5 10 1S 20
® KGNIRCRl1120
SCALE:1 IN-20 FT
9 r/
/ I � FIGURE 2•SKETCH SITE PLAN
Q PARCEL 121085002M
MASON COUNTY,WASHINGTON
a
KENNETH NEAL&ASSOCIATES
aCONSULTING ENGINEERING GEOLOGISTS
�jeCtzchtn.:CAt� Etn.vl.rov�v:�ewta.!°Di7t.tn,q✓e�RO�OI'NGi�f
February 8,2017
Marianna Ariens
PO Box 488
Allyn,Washington 98524
Myrna&Lynn Davis
521 E Lombard Road S.
Grapeview,Washington 98546
Reference: Geotechnical Evaluation for 100E Pirates Place and 521 E Lombard Road S. in
Grapeview, Washington
To Whom It May Concern,
Envirotech Engineering, PLLC (Envirotech) has completed a site visit on February 2, 2017 to the
referenced properties located at 100 E Pirates Place and 521 E Lombard Road S in Grapeview
Washington. These two properties are identified as lot 1 (Pirates Place) and lot 2 (Lombard Road),
respectively.
Landslides are apparent on a property that is adjacent to both lot 1 and lot 2. The property with the
landslides is located on Pirates Place, Mason County Tax Parcel 12108-50-02006, and identified as the
landslide parcel in this letter. Lot 1 is located adjacent to the north of the landslide parcel, and lot 2 is
located adjacent to the east of the landslide parcel.
The landslide parcel has a gentle slope near Pirates Place, and a descending slope of over 40%to the east.
The vertical relief of the slope appears to be greater than 20 feet. Past clearing has been done on the
landslide parcel, and currently has been overgrown with blackberry and other shrubs common in this area.
The landslide parcel has a mound septic system near the roadway, and an apparent curtain drain extending
through the center of the flatter area,and parallel to the top of slope.A deep seated landslide is evident on
this parcel due to the stepped land mass extending along the roadway and shared property- line along lot 1.
Leaning/ bowing trees on the descending slope is also an indication of possible earth movement. In
addition, the modular block located on lot 2 at the base of the slope has uplifted which substantiates the
rotational nature of a deep seated landslide. A secondary, smaller earth flow landslide was observed on
the steep slope near lot 1.
As previously mentioned, past clearing and site modifications have been completed on the landslide
parcel. It has been reported by the property owners of lot 1 and lot 2, that drainage issues, structural
settlement and landsliding occurred soon after land modification was completed on the landslide parcel.
Envirotech observed indications of structural settlement in both homes such as interior wall/ ceiling
cracking and window/door frame distortion.Erosion and drainage problems were also evident on lot 2.
�G hex q3.4•
czU.: 3�Q-roSJ-�G=
In conclusion,it is our opinion that the deep seated landslide on the landslide parcel has affected both lot
I and lot 2,and may continue to do so without mitigation.It is apparent that the area is within a dormant
landslide,and land modifications of the landslide parcel most likely re-activated a portion of this ancient
landslide or created a new hazard.Justifications are as follows.
Although design,construction and functionality of the existing curtain drain on the landslide parcel is not
known, it could be contributing to the earth movement. It is our opinion that the curtain drain should be
designed by an engineer, and inspected accordingly. Furthermore, if the curtain drain is not functioning
properly,excess groundwater could be accumulating near the top of slope and/or within the existing slip
plane of the landslide creating additional hazards.
Without mitigation, vegetation that has been removed on the property reduces slope stability of a pre-
existing unstable slope.By removing trees and other vegetation,the root strength is decreased over time,
thereby lowering the `apparent' cohesion of the soil. Transpiration is decreased, which results in
additional groundwater,increased pore water pressure and less cohesion/friction of the soil particles.All
of these factors reduce the stability of nearby slopes. In addition, stormwater runoff also increases, and,
--fewer-plants will create less aNsorptiori"of the force from W tial for
erosion hazards.
If you have any questions or need any further assistance,please contact Michael Staten at 360-275-9374.
Sincerely,
Envirotech Engineering
`G0 vpF%V Sys -1
45
SS�O\'ALY•�t
Michael Staten,P.E.
Project Director
Page 2of 2
' . .
May 18, 2017
Memo
Doug Garvey and I met with Loretta Swanson, a Public Works Manager for Mason County. Ms.
Swanson has advised the Pirate's Cove community on several occasions regarding storm water
and slide issues in the community.
Ms. Swanson provided us with 3 maps of the Pirate's Cove community. The first 2 maps,
created by the Washington State Department of Natural Resources, show that the Garvey lot,
the Ariens lot, and the Davis lot are all on a geological slide zone.
The V map, a Geology Map created by engineering firm, Landau Associates, also identifies
Pirates Cove as a Landslide Area.
The 4t" item that Ms. Swanson provided to us was a June 2013 report of Bahama Drive, in
Pirate's Cove. She said that, although the report was site specific, that the same summary
could be written for all of Pirate's Cove, to wit:
"The geotechnical reports (E3RA 2009 and All American Geotechnical 2011) conclude that
there is a layer of unconsolidated lacustrine (lakebed) silt and clay deposits that span across the
mapped landslide area and define the hummocky ground. These weak landslide deposits are
underlain by materials described as glacially consolidated sand and gravel."
This report and these words given to us by Ms. Swanson corroborates the testimony of David
Strong, Bradley-Noble Geotechnical Services, and Ron Phipps, Ron Phipps Construction —that
water is moving underground, on top of the subglacial till soil —the "compacted sand and gravel"
that the geotechnical firm, Landau and Associates, describes.
Regarding the Allan Borden letter of 2014: Loretta Swanson stated that, although it may sound
strange in more populated counties to have a Planner comment on a Public Works issue, in
Mason County, the Planning Department may be called on to do more things than a typical
planning department. She concurred that Allan Borden may have used the term "apparent
violation" in the 7/9/2014 letter for a good reason. The Planner was not a professional engineer
and, therefore, did not have the education required to site a "violation".
These maps and reports, and the accompanying words by Ms. Swanson, further substantiates
the fact that Mr Davis' water issues are chronic. He has experienced them before Doug Garvey
even set foot on his property that he acquired from Davis. And this is further substantiated by
eyewitness Ron Phipps Construction. We now can provide statements by no less than 5 expert
witnesses, along with maps and photos.
5/18/2017
Kelly Garvey
Evergreen Commercial Brokerage, Inc. 3231 Willamette Drive NE Lacey, WA 98516 Tel: 360.350-4848
DAVID GATES LAW
May 23, 2017
Paula Reeves
Mason County Department of Community Development
615 W Alder Street, Building#8
Shelton, WA 98584
Re: Potential Hazardous Site Conditions—Parcel #12108-50-02006
Mr. Reeves:
I spoke with you earlier this morning about the above-referenced parcel and the potential
hazardous site conditions that I believe exist on that parcel. I represent Marianna Ariens (parcel
#12108-50-02005) and Lynn &Myrna Davis (parcel#12108-50-02002). Ms. Ariens property is
adjacent to the Garvey property and the Davis' property is at the bottom of the slope of the
Garvey property. I have enclosed a letter from Allan Borden from the Mason County Department
of Community Development dated July 9, 2014 that was sent to the Garvey's (entitled Notice of
Hazardous Site Conditions). I have also enclosed a recent Geotechnical Evaluation conducted by
Envirotech Engineering dated February 8, 2017. Currently there is litigation involving these
parties in Mason County Superior Court that concerns the hazardous conditions on the Garvey
property and the impact on the Ariens and Davis properties.
I am providing you with this information because I believe that the hazardous site
conditions identified in the July 2014 letter still exist(and may actually have become worse with
the passage of time). I would request, on behalf of my clients, that there be a physical inspection
of the properties initiated by your office to determine whether the hazardous site conditions still
exist and there are violations of the Mason County Resource Ordinance Landslide Hazard Areas
Chapter.
10 NE Creelman Lane • Post Office Box 1865 • Belfair, WA 98528
Omm (360)275-9505 • Fax: (360)275-8398
If you have any questions of me on this matter,please to not hesitate to contact my office.
Thank you.
nicer y,
DAVI B. ATES
Encl:
10 NE Creelman Lane Post Office Box 1865 • Belfair, WA 98528
OFFICE: (360)275-9505 • FAx: (360)275-8398
RECEIVED
1UN 0 2 2017
May 30, 2017 g15 yv. Alder Street
Paula Reeves
Department of Community Development
Mason County
615 W. Alder Street, Building #8
Shelton, WA 98504
Dear Ms. Reeves:
I am in receipt of the letter sent to you last week from attorney David Gates. Please read the
memo that I have sent to Steven Bobman, attorney for Douglas Garvey, and the accompanying
information regarding DNR maps of Pirate's Cove, which were furnished to us during a meeting
with Loretta Swanson, Mason County Public Works.
Loretta Swanson, more than anyone else in the county, is familiar with the Geotechnical
problems of Pirate's Cove, that have existed over the last 14,000 years. To this day, Ms.
Swanson advises the Homeowner's Association, as well as works with other agencies to
address specific slides and general conditions. DNR maps delineate all of Pirate's Cove as a
Landslide Area.
Mr. Gates is on a fishing expedition in an attempt to find some snippet of information to support
the claim that my brother, Doug Garvey, has done something to cause cracks in the foundation
of his client, Mr. Davis. As they will discover, we have eyewitness testimony that his problems
existed well before Doug even started to install a septic system on the lot that he purchased
from Davis. We have a statement from a contractor who saw the issues that Davis has, during
the same year that he sold the property to Doug, several years before Doug did anything at all
to improve the land.
Moreover, hazardous site conditions were not identified, as Mr. Gates claims, on the July 2014
letter. When Doug's contractor started to clear the area to install a septic system, the plaintiff
neighbor called the county to talk to Planner, Allan Borden, to look at the site. Mr. Borden had
no geotechnical or hydrology training, so issued a letter to Doug stating that there was an
"apparent violation", and instructed Doug to put in a curtain drain. Doug immediately paid the
permit fee and had a licensed contractor put in the drain. It was inspected by the county and
approved.
This curtain drain was to be installed at the top of the slope when Doug started to clear the
property to build. One issue that had to be remedied: Plaintiff Davis, the prior owner of the lot,
had never given Doug the needed easement to connect the drain line so that the tight-line could
be connected to the drainage ditch, even though Doug had asked him for it.
I apologize for burdening you with all of this information. But Mr. Gates has requested that the
county conduct some sort of inspection to see whether"hazardous site conditions still exist".
Loretta Swanson has already answered this. She gave us the Landau Associates evaluation
report on the Bahama Drive Mile Post 0.092 Landslide. She stated that this report details
conditions for all of Pirate's Cove. Also, we have had it re-inspected by David Strong of
Bradley-Noble Geotechnical Engineering, the original engineering company hired in 2006.
It is not Doug's fault that (1) There was an ice age 14,000 years ago that created the subglacial
conditions, (2) water runs downhill, and (3) if you are at the bottom of a hill in a landslide area, it
would be a good idea to put your drain in, making sure that you dig beyond the subglacial till to
catch the underground stream of water. I have built 2 of my personal residences that had
similar situations. I dug my trench and diverted the water. That's what you do.
Sincerely,
Kelly Garvey
360.350-4848
cc: Doug Garvey
Steven Bobman, Attorney
Evergreen L' "'gl ecti mca►ty ivortnwest
Evergreen �81
Commerca Inc. �E
RealtPVK Commercial Brokerage, ,4TT i:.E WA
P.O. Box 1403
Sumner,WA 98390 '31 MAY 2017 PNI 8 T ""'�,,,•
RECEIVED
JUN 0 2 2017
e;�17 615 .Alder Sit
141
13it ",.;4 j1-
��� J� ��`,�'�,� � ,sj't it �� � iii" iii'i, ,ii:�i►,�
�;e=i��s:s�:�•.'=�����o `' ,'4" - kf iM'i't*11f i {�i 1 � i f�l �I ��i � �i �i�
eeotechw:ca� � Ewe✓�rov�.��e��to:!�ara�v�a Je °R�adr�a
February 8,2017
Marianna Ariens
PO Box 488
Allyn,Washington 98524
Myrna&Lynn Davis
521 E Lombard Road S.
Grapeview,Washington 98546
Reference: Geotechnical Evaluation for 100 E Pirates Place and 521 E Lombard Road S. in
Grapeview, Washington
To Whom It May Concern,
Envirotech Engineering, PLLC (Envirotech) has completed a site visit on February 2, 2017 to the
referenced properties located at 100 E Pirates Place and 521 E Lombard Road S in Grapeview
Washington. These two properties are identified as lot 1 (Pirates Place) and lot 2 (Lombard Road),
respectively.
Landslides are apparent on a property that is adjacent to both lot 1 and lot 2. The property with the
landslides is located on Pirates Place, Mason County Tax Parcel 12108-50-02006, and identified as the
landslide parcel in this letter. Lot 1 is located adjacent to the north of the landslide parcel, and lot 2 is
located adjacent to the east of the landslide parcel.
The landslide parcel has a gentle slope near Pirates Place, and a descending slope of over 40%to the east.
The vertical relief of the slope appears to be greater than 20 feet. Past clearing has been done on the
landslide parcel,and currently has been overgrown with blackberry and other shrubs common in this area.
The landslide parcel has a mound septic system near the roadway,and an apparent curtain drain extending
through the center of the flatter area,and parallel to the top of slope.A deep seated landslide is evident on
this parcel due to the stepped land mass extending along the roadway and shared property line along lot 1.
Leaning/ bowing trees on the descending slope is also an indication of possible earth movement. In
addition, the modular block located on lot 2 at the base of the slope has uplifted which substantiates the
rotational nature of a deep seated landslide. A secondary, smaller earth flow landslide was observed on
the steep slope near lot 1.
As previously mentioned, past clearing and site modifications have been completed on the landslide
parcel. It has been reported by the property owners of lot 1 and lot 2, that drainage issues, structural
settlement and landsliding occurred soon after land modification was completed on the landslide parcel.
Envirotech observed indications of structural settlement in both homes such as interior wall/ ceiling
cracking and window/door frame distortion.Erosion and drainage problems were also evident on lot 2.
VG'R,o1x q�4
vCL1"Z? "" .NQ$YI LYLr+tO Vim_-/JJ�F
C.eU: .310-& j--41G4_
In conclusion,it is our opinion that the deep seated landslide on the landslide parcel has affected both lot
I and lot 2,and may continue to do so without mitigation,It is apparent that the area is within a dormant
landslide,and land modifications of the landslide parcel most likely re-activated a portion of this ancient
landslide or created a new hazard.Justifications are as follows.
Although design,construction and functionality of the existing curtain drain on the landslide parcel is not
known, it could be contributing to the earth movement. It is our opinion that the curtain drain should be
designed by an engineer, and inspected accordingly. Furthermore, if the curtain drain is not functioning
properly,excess groundwater could be accumulating near the top of slope and/or within the existing slip
plane of the landslide creating additional hazards.
Without mitigation, vegetation that has been removed on the property reduces slope stability of a pre-
existing unstable slope.By removing trees and other vegetation,the root strength is decreased over time,
thereby lowering the `apparent' cohesion of the soil. Transpiration is decreased, which results in
additional groundwater,increased pore water pressure and less cohesion/friction of the soil particles.All
of these factors reduce the stability of nearby slopes. In addition, stormwater runoff also increases, and,
fewer-plants will create less-ab—sorption of the force from raindrops,-th reby'creattn`g the-potential for
erosion hazards.
If you have any questions or need any further assistance,please contact Michael Staten at 360-275-9374.
Sincerely,
Envirotech Engineering
PAL CLYDp ST
\'ASHi
O
10
�i. C/STERN r�,
ICE.
Michael Staten,P.E.
Project Director
Page 2of 2
RECE�v E�
joN 0 2 2017
May 30, 2017 615 W• Pdder Street
Paula Reeves
Department of Community Development
Mason County
615 W. Alder Street, Building #8
Shelton, WA 98504
Dear Ms. Reeves:
I am in receipt of the letter sent to you last week from attorney David Gates. Please read the
memo that I have sent to Steven Bobman, attorney for Douglas Garvey, and the accompanying
information regarding DNR maps of Pirate's Cove, which were furnished to us during a meeting
with Loretta Swanson, Mason County Public Works.
Loretta Swanson, more than anyone else in the county, is familiar with the Geotechnical
problems of Pirate's Cove, that have existed over the last 14,000 years. To this day, Ms.
Swanson advises the Homeowner's Association, as well as works with other agencies to
address specific slides and general conditions. DNR maps delineate all of Pirate's Cove as a
Landslide Area.
Mr. Gates is on a fishing expedition in an attempt to find some snippet of information to support
the claim that my brother, Doug Garvey, has done something to cause cracks in the foundation
of his client, Mr. Davis. As they will discover, we have eyewitness testimony that his problems
existed well before Doug even started to install a septic system on the lot that he purchased
from Davis. We have a statement from a contractor who saw the issues that Davis has, during
the same year that he sold the property to Doug, several years before Doug did anything at all
to improve the land.
Moreover, hazardous site conditions were not identified, as Mr. Gates claims, on the July 2014
letter. When Doug's contractor started to clear the area to install a septic system, the plaintiff
neighbor called the county to talk to Planner, Allan Borden, to look at the site. Mr. Borden had
no geotechnical or hydrology training, so issued a letter to Doug stating that there was an
"apparent violation", and instructed Doug to put in a curtain drain. Doug immediately paid the
permit fee and had a licensed contractor put in the drain. It was inspected by the county and
approved.
This curtain drain was to be installed at the top of the slope when Doug started to clear the
property to build. One issue that had to be remedied: Plaintiff Davis, the prior owner of the lot,
had never given Doug the needed easement to connect the drain line so that the tight-line could
be connected to the drainage ditch, even though Doug had asked him for it.
I apologize for burdening you with all of this information. But Mr. Gates has requested that the
county conduct some sort of inspection to see whether"hazardous site conditions still exist".
Loretta Swanson has already answered this. She gave us the Landau Associates evaluation
report on the Bahama Drive Mile Post 0.092 Landslide. She stated that this report details
conditions for all of Pirate's Cove. Also, we have had it re-inspected by David Strong of
Bradley-Noble Geotechnical Engineering, the original engineering company hired in 2006.
It is not Doug's fault that (1) There was an ice age 14,000 years ago that created the subglacial
conditions, (2) water runs downhill, and (3) if you are at the bottom of a hill in a landslide area, it
would be a good idea to put your drain in, making sure that you dig beyond the subglacial till to
catch the underground stream of water. I have built 2 of my personal residences that had
similar situations. I dug my trench and diverted the water. That's what you do.
Sincerely,
14&d4o�
Kelly Garvey
360.350-4848
cc: Doug Garvey
Steven Bobman, Attorney
Evergreen
May 18, 2017
Memo
Doug Garvey and I met with Loretta Swanson, a Public Works Manager for Mason County. Ms.
Swanson has advised the Pirate's Cove community on several occasions regarding storm water
and slide issues in the community.
Ms. Swanson provided us with 3 maps of the Pirate's Cove community. The first 2 maps,
created by the Washington State Department of Natural Resources, show that the Garvey lot,
the Ariens lot, and the Davis lot are all on a geological slide zone.
The 3rd map, a Geology Map created by engineering firm, Landau Associates, also identifies
Pirates Cove as a Landslide Area.
The 4th item that Ms. Swanson provided to us was a June 2013 report of Bahama Drive, in
Pirate's Cove. She said that, although the report was site specific, that the same summary
could be written for all of Pirate's Cove, to wit:
"The geotechnical reports (E3RA 2009 and All American Geotechnical 2011) conclude that
there is a layer of unconsolidated lacustrine (lakebed) silt and clay deposits that span across the
mapped landslide area and define the hummocky ground. These weak landslide deposits are
underlain by materials described as glacially consolidated sand and gravel."
This report and these words given to us by Ms. Swanson corroborates the testimony of David
Strong, Bradley-Noble Geotechnical Services, and Ron Phipps, Ron Phipps Construction —that
water is moving underground, on top of the subglacial till soil —the "compacted sand and gravel"
that the geotechnical firm, Landau and Associates, describes.
Regarding the Allan Borden letter of 2014: Loretta Swanson stated that, although it may sound
strange in more populated counties to have a Planner comment on a Public Works issue, in
Mason County, the Planning Department may be called on to do more things than a typical
planning department. She concurred that Allan Borden may have used the term "apparent
violation" in the 7/9/2014 letter for a good reason. The Planner was not a professional engineer
and, therefore, did not have the education required to site a "violation".
These maps and reports, and the accompanying words by Ms. Swanson, further substantiates
the fact that Mr Davis' water issues are chronic. He has experienced them before Doug Garvey
even set foot on his property that he acquired from Davis. And this is further substantiated by
eyewitness Ron Phipps Construction. We now can provide statements by no less than 5 expert
witnesses, along with maps and photos.
5/18/2017 4� Wwn�
Kelly Garvey
Evergreen Commercial Brokerage, Inc. 3231 Willamette Drive NE Lacey, WA 98516 Tel: 360.350-4848
GDAVID GATES LAW
ATTORNEYS I L .
May 23, 2017
Paula Reeves
Mason County Department of Community Development
615 W Alder Street, Building#8
Shelton, WA 98584
Re: Potential Hazardous Site Conditions—Parcel#12108-50-02006
Mr. Reeves:
I spoke with you earlier this morning about the above-referenced parcel and the potential
hazardous site conditions that I believe exist on that parcel. I represent Marianna Ariens(parcel
#12108-50-02005)and Lynn&Myrna Davis(parcel#12108-50-02002). Ms. Ariens property is
adjacent to the Garvey property and the Davis' property is at the bottom of the slope of the
Garvey property. I have enclosed a letter from Allan Borden from the Mason County Department
of Community Development dated July 9, 2014 that was sent to the Garvey's (entitled Notice of
Hazardous Site Conditions). I have also enclosed a recent Geotechnical Evaluation conducted by
Envirotech Engineering dated February 8, 2017. Currently there is litigation involving these
parties in Mason County Superior Court that concerns the hazardous conditions on the Garvey
property and the impact on the Ariens and Davis properties.
I am providing you with this information because I believe that the hazardous site
conditions identified in the July 2014 letter still exist(and may actually have become worse with
the passage of time). I would request, on behalf of my clients,that there be a physical inspection
of the properties initiated by your office to determine whether the hazardous site conditions still
exist and there are violations of the Mason County Resource Ordinance Landslide Hazard Areas
Chapter.
10 NE Creelmon Lane • Post Office Box 1865 • Belfair, WA 98528
OFFICE: (360)275-9505 • FAx: (360)275-8398
If you have any questions of me on this matter,please to not hesitate to contact my office.
Thank you.
nicer y,
DAVI B. ATES
Encl:
10 NE Creelmon Lane • Post Office Box 1865 • Belfair, WA 98528
OFFICE: (360)275-9505 • Fax: (360)275-8398
co
MASON CC .4TY (360)427-9670 Shelton ext.352
DEPARTMENT OF COMMUNITY DEVELOPMENT (360)275-4467 Belfair ext. 352
BUILDING•PLANNING•FIRE MARSHAL (360)482-5269 Elma ext. 352
Mason County Bldg. III,426 West Cedar Street
1854 PO Box 279, Shelton, WA 98584 www.co.mason.wa.us
July 9, 2014
Douglas and Irene Garvey
8243 44th Ave. SW
Seattle WA 98136
NOTICE OF HAZARDOUS SITE CONDITIONS
PARCEL NUMBER: 12108-50-02006
SITE ADDRESS: E Pirates Pl. Grapeview
Dear Mr. and Mrs. Garvey,
This letter is regarding the conditions on your property resulting from an apparent violation of the
Mason County Resource Ordinance standards that continues to occur on the subject property.
The violations of the Mason County Resource Ordinance Landslide Hazard Areas Chapter
(17.0 1.100), included the removal of trees on the slopes during site preparation and septic system
installation,providing no on-site erosion control or site stabilization for these land disturbing
activities on the slopes that exceeds 45 percent(as noted in a submitted geotechnical study done
in 2008), and the need to provide vegetation growth that will help in site stabilization.
Unstable conditions remain on the steep slopes on your property, especially after continuous
surface disturbances from vegetation clearing and repeated surface flows during winter and spring
runoff. New slumping by subsidence near the road and continued sliding to the south and east
caused site damage and clean-up of nearby properties. These conditions (exposed slide faces,
greater subsurface drainage, and uncontrolled surface runoff)have grown worse and remain on
the property as the fall and winter seasons approach.
According to the Resource Ordinance Landslide Hazard Areas Chapter(17.01.100),a current
geotechnical report or amendment reflecting the now-present conditions (since mid-2008)on the
property must be prepared. Please provide a list of proposed activities (temporary and permanent
techniques), and a site plan, all detailing the actions which will stabilize site conditions to your
property and the properties to the north, east, and south. Some of these techniques are stated as
practices to be implemented in the 2008 geotechnical study. A qualified person,as defined in the
Mason County Resource Ordinance,must prepare this special report or amendment and set forth
the corrective stabilization and restoration actions. The study is provided to the landowner,and all
documents submitted to Mason County. A submitted Mason Environmental Permit serves as the
means to implement the corrective measures that may be approved. An application for the MEP
can be found at the Mason County website through the link provided:
http://www.co.mason wa.us/forms/Community Dev/environmental permit.pdf
Due to the continuing unstable conditions following the initial violations (as described
above),you will now need to submit the following:
Garvey steep slopes letter July 2014
• Mason Environmental Permit- $630.00
• Geotechnical Report Review- $255.00
• Planning compliance fee- $255.00
It is very important that that you understand that you are responsible for addressing in a
timely manner these unstable conditions that continue on your property. You may comply
with addressing these concerns by submitting the geotechnical report or amendment that
evaluates the current conditions and presents the corrective measures that shall reduce
further damage to your property,nearby properties,and public road improvements.
Please provide as soon as possible,and by no later than Friday August 15,2014,the
Geotechnical Report amendment,the Mason Environmental Permit and site plans of
corrective measures,and the necessary fees.
If you have questions regarding this issue and the necessary permitting and compliance,please
contact me at(360)427-9670 ext. 365, or by mail at 426 West Cedar St., Shelton WA 98584.
Thank you for anticipated cooperation.
Sincerely,
.' Allan Borden
! Senior Planner
Garvey steep slopes letter July 2014
GEOTECHNICAL REPORT FOR RESIDENTIAL DEVELOPMENT
GARVEY PROPERTY
LOT 6 OF BLOCK 2, PIRATES COVE DEVELOPMENT
PARCEL NUMBER 121085002006
Near Grapeview, Mason County, Washington
i
for
Grobins Construction
and
Douglas and Irene Garvey
KENNETH NEAL & ASSOCIATES
CONSULTING ENGINEERING GEOLOGISTS
i
3314 Gibraltar Court SE, Olympia,WA 98501-3968
d Telephone: (360)352-5125 FAX: (360) 236-0201
e-mail: kengneal�*aoLcom
P
E
i
i
E
i
r+
Mason County
Department of Community Development
Submittal Checklist For a
Geotechnical Report
Instructions:
This checklist must be submitted with a Geotechnical Report and completed, signed, and
stamped by the licensed professional(s) who prepared the Geotechnical Report for review by
Mason County pursuant to the Mason County Resource Ordinance. If an item found to be not
applicable, the report should explain the basis for the conclusion.
(1) (a)A discussion of general geologic conditions in the vicinity of the proposed
development,
Located on page(s) 3-4
(b) A discussion of specific soil types
Located on page(s) 4
(c) A discussion of ground water conditions
Located on page(s) 5 (refer to"Drainage")
(d) A discussion of the upslope geomorphology
Located on page(s) 3
(e) A discussion of the location of upland waterbodies and wetlands
Located on page(s) 5 (refer to"Drainage")
(f) A discussion of history of landslide activity in the activity in the vicinity, as available in
the referenced maps and records
Located on page(s) 5
(2) A site plan which identifies the important development and geologic features.
Located on Map(s) Figure 2— Sketch Site Plan
(3) Locations and logs of exploratory holes or probes.
Located on Map(s) Figure 2 —Sketch Site Plan; logs in appendix
i
(4) The area of the proposed development, the boundaries of the hazard, and associated
buffers and setbacks shall be delineated (top, both sides, and toe) on a geologic map of
the site.
Located on Map(s) Figure 2 — Sketch Site Plan (note comment Page 7 second
paragraph)
(5) A minimum of one cross section at a scale which adequately depicts the subsurface
profile, and which incorporates the details of proposed grade changes.
Located on Map(s) Figure 3 — Cross-Section A-A'
(6) A description and results of slope stability analyses performed for both static and seismic
loading conditions. Analysis should examine worst case failures. The analysis should
include the Simplified Bishop's Method of Circles. The minimum static safety factor is 1.5,
the minimum seismic safety factor is 1.1,. and the quasi-static analysis coefficients should
be a value of 0.15.
Located on page(s) 5-6. graphs in appendix
7( ) (a) Appropriate restrictions on placement of drainage features
Located on page(s) 10-11
(b) Appropriate restrictions on placement of septic drain fields
Located on page(s) 7
(c) Appropriate restrictions on placement of compacted fills and footings
Located on page(s) 8-10
(d) Recommended buffers from the landslide hazard areas shoreline bluffs and the tops
of other slopes on the property.
Located on page(s) see No. 4 above
(e) Recommended setbacks from the landslide hazard areas shoreline bluffs and the
tops of other slopes on the property.
Located on page(s) See No. 4 above
(8) Recommendations for the preparation of a detailed clearing and grading plan which
specifically identifies vegetation to be removed, a schedule for vegetation removal and
replanting, and the method of vegetation removal.
Located on page(s) 8 (grading recommendations) —site has been cleared)
(9) Recommendations for the preparation of a detailed temporary erosion control plan
which identifies the specific mitigating measures to be implemented during construction
to protect the slope from erosion, landslides and harmful construction methods.
Located on page(s) 11
(10) An analysis of both on-site and off-site impacts of the proposed development.
Located on page(s) 6-7(no impacts on or off site)
(11) Specifications of final development conditions such as, vegetative management,
drainage, erosion control, and buffer widths.
Located on page(s) 7-11
(12) Recommendations for the preparation of structural mitigation or details of other
proposed mitigation.
Located on page(s)„ N/A—no impacts to be mitigated
(13) A site map drawn to scale showing the property boundaries, scale, north arrow, and the
location and nature of existing and proposed development on the site.
Located on Map(s) Figure 2 — Sketch Site Plan
I, Kenneth G. Neal, L.G., L.E.G., hereby certify under penalty of perjury that I am an
engineering geologist licensed in the State of Washington with special knowledge of the local
' conditions. I also certify that the Geotechnical Report, dated July 7, 2008, and entitled
"Geotechnical Report for Residential Construction, Garvey Property, Lot 6 of Block 2, Pirates
Cove Development Parcel Number 121085002006 Near Grapeview, Mason County,
Washington" meets all the requirements of the Mason County Resource Ordinance, Landslide
Hazard Section, is complete and true, that the assessment demonstrates conclusively that the
risks posed by the landslide hazard can be mitigated through the included geotechnical design
recommendations, and that all hazards are mitigated in such a manner as to prevent harm to
property and public health and safety.
i
°{ WaS6,
� r
i
1
ngineerirtg Geologist
- Y ` ed Gee
KENNETH G. NEAL
f
I
Disclaimer: Mason County does not certify the quality of the work done in this Geotechnical
Report.
C
KENNETH NEAL & ASSOCIATES
CONSULTING ENGINEERING GEOLOGISTS
3314 Gibraltar Court SE,Olympia,Washington 98501-3968
Telephone: (360)352-5125 Fax: (360)236-0201
e-mail: kengneal@aol.com
July 7,2006
Grobins Construction
Attention: Pete Grobins
P.O. Box 375
Vaughn,Washington 98394
Geotechnical Report for Residential Development
Garvey Property
Lot 6 of Block 2,Pirates Cove Development
Parcel Number 121085002006
Near Grapeview,Mason County,Washington
File Number 08-WAMA004
i
i
INTRODUCTION
' This letter summarizes our evaluation of slope stability characteristics and site suitability for
construction of a residence on Parcel Number 121085002006. The parcel is located along the east side of
East Pirates Place, in the northwest quarter of the southwest quarter of Section 8, Township 21 North,
Range 1 West,Willamette Meridian,near Grapeview,Mason County,Washington. The property location is
shown on the vicinity map,Figure 1.
Our services were requested by Pete Grobins of Grobins Construction, by acceptance of our
proposal dated June 3, 2008. Mr. Grobins provided us a copy of a sketch site plan showing the approximate
footprint of the house he proposes to build for the owners, Doug and Irene Garvey, and the proposed septic
system layout. The approximate locations of the proposed building footprint and septic system are shown
on the sketch site plan,Figure 2.
PURPOSE AND SCOPE
The purpose of our services is to conduct a detailed slope stability evaluation of the property, for
establishment of a safe buffer/setback distance for the proposed residence, and to provide recommendations
and design criteria for foundations, drainage, and erosion control. Our scope of services includes the
following specific tasks:
1. Review area geologic maps and reports, and air photos to develop a perspective on slope
characteristics and geologic processes.
Grobins Construction
July7,2008
Page 2
2. Measure a typical field-developed cross-section up the east-facing slope through the proposed
building site,to portray terrain and drainage characteristics,and the characteristics of on-site soils.
3. Develop a site plan showing slope inclinations, locations of slope movement and erosional
features,drainage characteristics,and the proposed sites for the residence and septic drain field.
4. Explore the site with a hand bucket auger and log the soils in the existing test pits to confirm
depths of various subsurface features, and to observe, test, and classify subsurface soils. One
hand auger boring was excavated.
5. Evaluate soil strength characteristics and analyze slope stability at the site to determine the likely
extent of future slope movement.
6. Develop recommendations regarding soil strength parameters for foundation support, site
treatment during and following construction,drainage and management of vegetation.
7. Prepare a letter report, outlining our conclusions and recommendations, plus illustrations, and
field test data.
METHODOLOGY
Kenneth Neal, L.G., L.E.G., Principal Engineering Geologist with our firm, briefly visited the site
on May 30, 2008. On June 12, 2008, Mr. Neal, and Robert Robertson, Engineering Technician with our
firm, measured a field-developed cross-section extending from the base of the steep slope along the east
periphery of the property through the proposed building footprint,and began constructing a sketch site plan.
On June 17,Mr.Neal briefly returned to the site,and sampled and classified soils in TP-2. On June
25,he returned to the site,completed the sketch site plan, logged the remaining test pit,examined soils over
the site by digging shallow hand excavations with a shovel,and excavated A-3 with an 8-inch diameter hand
bucket auger to a depth of 1.5 feet.
Slope relationships were measured using a cloth tape, hand clinometer and Brunton compass in
accordance with methodology outlined in Williamson,Neal and Larson(1991). While survey tools are used
to measure relationships with this system, the measurements used to develop the cross-section and site plan
are not of the precision and accuracy of a site survey prepared by a professional land surveyor, and should
not be used for that purpose. Stations along the cross-section are numbered from bottom to top of the slope
to facilitate computerized slope stability analyses. Elevations on Cross-Section A-A', Figure 3, are based on
an elevation of 61 feet at Traverse Point A30, measured with a Magellan geographic positioning system
device.
f
KENNETH NEAL&ASSOCIATES
CONSULTING ENGIKEMNG GEoLoGtsTs 3314 Gibraltar Court SE,Olympia,Washington 9MI-3968 (360)352-5125
1
d
:c
1
Grobins Construction
July7, 2008
Page 3
Soils were described and classified using the Unified Soil Classification System(American Society
for Testing and Materials(A.S.T.M.),2000). A chart describing this system is contained in the appendix.
The stability of the slope was analyzed using an integrated slope stability analysis program for
personal computers,XSTABL,Version 5.2, developed by Interactive Software Designs,Inc.
SITE CHARACTERISTICS
TOPOGRAPHY,VEGETATION AND DEVELOPMENT
There is approximately 15 feet of relief on the property, from an elevation of approximately 47 feet
above mean sea level (MSL) along the east property line, to an elevation of approximately 61 feet MSL at
base of the fill along East Pirates Place,based on our measurements.
The proposed building site is situated on a gently-sloping glacial terrace that has been excavated to
the current grade; the site is bounded to the east and southeast by a steep, approximately 20-foot high slope
that extends down onto the neighboring property to the east. The graded surface at and adjacent to the
proposed building site is nearly level, and is generally unvegetated except for weeds, low brush, blackcap,
and local grasses. The slope east and southeast of the building site drops at 20 to 25 percent, and then
steepens sharply to an inclination averaging 73 percent, with two short near-vertical slope segments. The
steep slope is vegetated with blackberry, low brush, and weeds. Portions of the slope, particularly near the
bottom below Traverse Point A-15, are mostly unvegetated. Typical topographic characteristics are shown
` on Cross-Section AW,Figure 3.
The site is currently undeveloped except for a rock driveway leading from East Pirates Place. Two
I� test pits were previously excavated at the north end of the site for septic system design.
3
A low fill was constructed downslope from East Pirates Place along the west periphery of the
property. The fill slope was constructed at 1.5H:1 V(horizontal:v_ertical),and is covered with lawn grasses.
GEOLOGIC CHARACTERISTICS
Area Geology
The project area is situated in the southern Puget Sound basin,a structural low between the Cascade
� P J g
and Olympic Mountain physiographic provinces. The Puget Sound region has been subjected to at least six
episodes of glaciations during the last two million years. The most recent glaciation, referred to as the
Vashon stade of the Fraser glaciations, stalled and began rapid melting about 12,000 years ago. The
glaciations left topography in the Puget Sound region characterized by north-south trending ridges and
troughs. The troughs, such as Pickering Passage, served as subglacial channels for southward-flowing
KENNETH NEAL&ASSOCIATES
CONSUL'nNG ENGINEERING GEOLOGISTS 3314 Gibraltar Court SE,Olympia,Washington 98501-3%8 (360)352-5125
I
3
Grobins Construction
July7,2008
Page 4
meltwater (Dragovich, Logan,Schasse, Walsh, Lingley, Norman, Gerstel, Lapen, Schuster, and Meyers,
2002).
The glaciers formed deposits in front of advancing ice, along the ice margins, during the retreat of
the ice front, and during interglacial periods. The majority of the deposits encountered within the project
area are interpreted to be advance deposits in both lake and stream environments. These deposits have
subsequently been overridden and compacted by the advancing Vashon ice sheet. Some of the capping silts,
sands, and gravels were likely deposited during Vashon glacial recession. Slope, fluvial, and shoreline
processes have shaped the land within the area over the 12,000 years since glacial retreat.
Seismicity
The southwest Washington area is seismically active. Low magnitude earthquakes occur nearly
every year within a 50-mile radius of the site. On April 13, 1949, the Olympia area experienced an
earthquake having a Richter Magnitude 7.1 (Rogers, Walsh, Kockelman and Priest, 1991) and, on
February 28, 2001, a Richter Magnitude 6.8 earthquake occurred near the same location. Recent studies
by Brian Atwater (1987) conclude that much larger (perhaps larger than magnitude 8) subduction-zone
earthquakes occur periodically along the Washington Coast; the last subduction-zone earthquake
occurred approximately 300 years ago.
I� Site Geology
I Soil Units. We designated one soil unit, SU-A, at this site. SU-A was encountered in the test pits
i
and beneath the disturbed zone in A-3. SU-A consists of gray-brown to dark brown SILT with fine gravel
and minor sand (ASTM: ML). SU-A is generally non-plastic soil, with local plastic zones with natural
moisture contents below the plastic limit. SU-A was dry to moist at the time of our field work, and is
medium dense to dense. SU-A is interpreted to be a glaciofluvial deposit.
In addition to the native soil deposits at the site,there is fill material that has been graded from the
disturbed area over the side of the slope, and fill materials along East Pirates Place that were placed there
during road construction and, possibly,grading of the neighboring lot to the north. The fill materials pushed
from the building site are similar to SU-A, but are loose to medium dense. The fill materials from road
construction and upslope grading were encountered along East Pirates Place and in TP-1,and consist of red-
brown silty fine SAND with sparse gravel (ASTM: SM). This fill material is a non-plastic soil that was
moist to dry, and is loose to medium dense.
KENNETH NEAL&ASSOCIATES
CONsmiiNG ENGvwxRwG GEOLOGISTS 3314 Gibraltar Court SE,Olympia,Washington 98501-3968 (360)352-5125
Grobins Construction
July7, 2008
Page 5
Surficial Geological Processes. The steep slope along the east periphery of the property is a
segment of the headscarp of a large, ancient landslide feature that extends parallel to Pirates Cove and the
Pickering Passage shoreline for approximately 1,000 feet. Movement appears to generally have been block
glide in soil(terminology after Varnes, 1979). This feature and other similar features to the south have not,
to our knowledge, been identified by the various state and federal geological agencies during mapping of
shoreline stability for the Coastal Zone Atlas or other publications.
We have not observed any recent movement within the landslide mass, except at the toe along
Pirates Cove while preparing a previous geotechnical report for slope stabilization following the 1996 flood
event. The small scarps we observed along the headscarp on this parcel are related to adjustments and local
movements in the fill materials that were pushed over the slope during grading. It appears that at least some
of this movement and erosion of the fill materials occurred during the December 2007 storm.
Drainage. There is no evidence of surface or subsurface drainage at or in the vicinity of the
proposed building site. The nearest surface drainage, a small, unnamed stream, is located approximately
500 feet west of the site. During our previous work in the area, we noted significant seepage along and a
short distance upslope from the Pirates Cove shoreline.
' SLOPE STABILITY ANALYSES
i ASSUMPTIONS
We analyzed the stability of the slope and the proposed building site, using Cross-Section A-A'
i as a model, with and without seismic loading. For purposes of analysis, we assumed both moist and
saturated soil conditions for the total soil mass.
Using the A.S.T.M. visual manual classifications, along with soil compactness and consistency
( measurements, strength values for slope stability analysis were derived from tables in USDA Forest
Service, 1994. We selected very conservative values for soil cohesion because of the variability in
plasticity across the site. The following values were used in our slope stability analyses:
i
i
KENNETH NEAL&ASSOCIATES
CONSULMG ENGINEERING GEOLOGISTS 3314 Gibraltar Court SE,Olympia,Washington 98501-3968 (360)352-5125
Grobins Construction
July7,2008
Page 6
TABLE I—SOIL STRENGTH VALUES FOR SLOPE STABILITY ANALYSIS
SOIL UNIT MOIST SATURATED COHESION ANGLE OF INTERNAL
DENSITY(PCF) DENSITY(PCF) (PSF) FRICTION(DEGREES)
SU-A(ML) 126 128 400 33
tFitl(ML) 108 110 50 27
PCF and PSF are abbreviations for pounds per cubic foot and pounds per square foot,respectively.
XSTABL and other slope stability programs calculate a FOS (factor of safety), which is the result
of dividing the total forces supporting the slope by the total forces that are tending to destabilize the slope.
If the FOS is greater than 1.00, the slope is considered stable; if the FOS is less than 1.00, the slope is
e considered to be unstable. A FOS of 1.00 indicates the slope is in perfect equilibrium.
We applied the seismic coefficient mandated by the Mason County Resource Ordinance
(MCRO), 0.15. We allowed the program to calculate the FOS for 2,500 potential shear surfaces during
each iteration. The graphs contained in the appendix each show the locations of the 10 weakest surfaces
analyzed within the slope segment selected for analysis,with the surface having the lowest FOS highlighted.
ANALYSES
We first analyzed the stability of the steep slope under static and moist soil conditions. Our model
calculated a FOS of 1.603 (refer to Graph GARVEYSM in the appendix). With the soils saturated, our
model calculated a FOS of 1.458 (refer to Graph GARVEYSW in the appendix).
' We then analyzed the stability of the building site, both under static conditions and earthquake
loading, while saturated. Our model calculated a FOS of 1.990 under static conditions (refer to Graph
GARVEYHS in the appendix). Under earthquake loading, our model calculated a FOS Of 1.432 (refer to
+ Graph GARVEYHE in the appendix).
I
i
CONCLUSIONS AND RECOMMENDATIONS
SUITABILITY OF SITE FOR RESIDENTIAL DEVELOPMENT
Suitability of Building Site
In our judgement, the surface of the glacial terrace in the vicinity of the proposed building site is
stable, and is suitable for construction of the addition. The medium dense SILT with fine sand and gravel
KENNETH NEAL&ASSOCIATES
iCONsuLT NG ENGINEERING GEOLOGISTS 3314 Gibraltar Court SE,Olympia,Washington 98501-3968 (360)352-5125
ti
Grobins Construction
July7, 2008
Page 7
underlying the site has more than sufficient strength for construction of the proposed reinforced concrete
foundations to support the structure. The approximate 10- to 15-foot distance the house will be set back
from the top of the steep slope will,in our judgment, provide more than adequate lateral foundation support.
For future planning, we do not recommend the construction of additional structures between the
house and the top of the steep slope; therefore,the downslope edge of the footing drain trench along the east
side of the house should be considered the recommended setback from the top of the slope.
SLOPE PROCESSES
Existing Site Conditions
In our judgment, the shallow slope movement features we observed along the steep slope (old
landslide headscarp)are specifically related to movement in uncompacted(sidecast)fill material. No recent
movement has occurred related to the larger feature downslope.
Effects of the Proposed Construction on Slope Processes
Slope movement and erosional processes will not be affected by the proposed residential
development as long as storm water runoff from the addition is managed as outlined below, and spoils from
the foundation excavation are disposed of away from the slope. The septic system will not, in our iudgment
affect slope stability if installed where shown on the drawing.
EARTHWORK
The site where the addition is to be constructed must be stripped of all organic debris, including
roots, loose soil and other deleterious materials. Soils may be excavated with conventional earth-moving
lequipment.
The native, undisturbed residual soils at this site classify as Type C according to Part N o
Chapter 296-155 WAC, Safety Standards for Construction Work. Accordingly, side slopes of temporary
excavations in undisturbed, native soils above the water table that are deeper than four feet should be no
steeper than 1.511:1 V(horizontal:v_ertical).
C
SEISNIIC CONSIDERATIONS
According to Table 1615,1.1 of the IBC (International Building Code), on-site soils fit the criteria
outlined for Site Class D (International Code Council, 2006). Seismically induced settlement of the
foundation soils may occur; however, such settlement will be minimal and will probably affect relatively
2
KENNETH NEAL&ASSOCIATES
CONSULTING ENGINEERING GEOLOGim 3314 Gibraltar Court SE,Olympia,Washington "501-3%8 (360)352-5125
.r
Grobins Construction
July7,2008
Page 8
large areas, so that differential settlements over the short foundation distances associated with this project
will likely be small.
Due to the compactness and lack of significant soil moisture in soils underlying the site, the site is
not, in our judgment,susceptible to liquefaction.
MATERIALS
Specifications
On-site soils are moisture-sensitive, and should be considered unsuitable for use as structural fill.
Soils imported for structural fills and backfill should have a maximum expansion potential of 1.5 percent as
exhibited on a sample compacted to 95 percent of maximum dry density as determined by the modified
Proctor (ASTM D1557) test at about two percent below optimum moisture content and saturated under a
surcharge of 100 PSF. Imported soils for use as structural fill shall conform to the gradation,as determined
by ASTM D422, presented in Table II. We recommend that materials proposed for use as structural fill,
gravel base and select materials be evaluated by our firm prior to use.
TABLE H—GRADATION REQUIREMENTS FOR STRUCTURAL FILL OR BACKFILL
U.S.STANDARD SIEVE PERCENT PASSING BY WEIGHT
3 inch 100
' %inch 50—100
l Number 4 25—65
Number 10
10-50
Number 40 0—20
Number 200 0—5(see note)
E NOTE: The percent passing the No. 200 sieve is based on the weight of the material passing the minus 3/<-
inch sieve.
If construction is performed during the wet season, a granular base or work blanket may be
required. Granular materials used as a work blanket shall conform to the gradation, as determined by
ASTM D422,shown on Table M.
KENNETH NEAL&ASSOCIATES
CONSULTING ENGPIEERING GEOLOGISTS 3314 Gibraltar Court SE,Olympia,Washington 98501-3968 (360)352 5125
1
Grobins Construction
July7,2008
Page 9
TABLE III—GRADATION REQUIREMENTS FOR WORK BLANKET
U.S.STANDARD SIEVE PERCENT PASSING BY WEIGHT
4 inch 100
Y4 inch 10 maximum
Number 200 5 maximum(see note)
NOTE: The percent passing the No. 200 sieve is based on the weight of the material passing the minus '/4-
inch sieve.
We recommend that materials proposed for use as a work blanket be evaluated for suitability by our
firm prior to use.
Placement and Compaction
All fill and backfill materials should be placed in relatively horizontal loose lifts not exceeding 10
inches in thickness and compacted to at least 95 percent of the modified Proctor(ASTM 1557) maximum
density at moisture contents within three percent of optimum. The specified compacted density and
I moisture content of each lift should be verified by testing prior to placement of subsequent lifts. Placement
on frozen ground should not be attempted.
FOUNDATION STRENGTH CHARACTERISTIC
The proposed house may be founded on continuous wall footings using a net allowable bearing
capacity of 2,000 PSF. Continuous wall footings shall be founded in the undisturbed, SILT with fine
SAND with gravel encountered at shallow depths at the site. Perimeter footings shall be founded at least
18 inches below finished grade for frost protection. The allowable bearing capacities may be increased
by one-third for wind and seismic loads.
SLABS-ON-GRADE
Slabs-on-grade shall be supported on a minimum four-inch thick, suitable, free-draining sand or
gravel base that follows gradation and compaction recommendations provided in this report. All concrete,
especially slabs-on-grade, shall be placed at minimum water-cement ratios on moistened surfaces and
properly cured to minimize shrinkage, cracking, warping, and curling. Any concrete exposed to weather
y
KENNETH NEAL&ASSOCIATES
CONsuLTiNG ENGINEERING GEOLOGIsTs 3314 Gibraltar Court SE,Olympia,Washington 98501-3968 (360)352-5125
5
a
0
Grobins Construction
July7,2008
Page 10
should have between four and six percent entrained air to reduce the effects of freeze-thaw cycles. Concrete
slabs should be allowed to cure adequately before subjecting them to full design loads.
If moisture-sensitive floor coverings are going to be placed on slabs-on-grade, or if damp concrete
floors are to be prevented (regardless of the presence or absence of floor covering), polyethylene sheeting
should be placed on the granular base to act as a vapor barrier. In addition,the floor covering should not be
placed until the concrete floor has cured sufficiently.
DRAINAGE
General
Good drainage is considered critical to the performance of earth-supported structures such as
foundations, slabs-on-grade, and pavements. Therefore,construction grades and final site grades should be
designed to prevent water from ponding in areas on or adjacent to footings, slabs-on-grade,and pavements.
Infiltration of water into foundation and utility excavations should be prevented during construction and
throughout the life of the project.
Where pavement does not immediately abut structures, slopes, with an outfall of at least 3 percent
for a minimum distance of 10 feet from exterior footings, should be provided.
Footing Drains
The foundations for the house should be constructed with a perimeter footing drain system that
consists of Schedule 40, 4-inch diameter perforated PVC (polyvinyl chloride) plastic pipe, surrounded by
tclean, uniform-graded, 3/4-inch minus gravel. The bottom of the perforated pipe should be positioned at
j least two to three inches below the base of the exterior footings,with the perforations pointed downward.
The gravel should be separated from the surrounding soil by filter fabric (Mirafi 140N or similar). e
collected water should be tightlined away from the building site. We understand the neighbor downslope
has agreed to allow a tightline to be constructed across his property to the existing drain system along East
i
Lombard Road South. Water shall not be discharged onto the steep slope east of the site.
Gutter Downspouts
Storm water from gutter downspouts and other surface drains should not be discharged into the
footing drain system to avoid introducing water into the area adjacent to the foundation, and to avoid
i
importing leaves and other foreign materials that could potential plug the footing drains and outlets. We
recommend that gutter downspouts be connected to a Schedule 40, 4-inch diameter non-perforated PVC
KENNETH NEAL&ASSOCIATES
CONSULTING ENGINEERING GEOLOGISTS 3314 Gibraltar Court SE,Olympia,Washington 98501-3968 (360)352-5125
OGrobins Construction
July7,2008
Page 11
plastic pipe tightline. Both the gutter tightline and the footing drains can be placed within the same
trench. The outlets from both the footing drains and surface drains can be connected downslope(and down-
gradient)of the footing drains to a common tightline that leads to the disposal site described above.
' The roof gutters and tightlines will need to be periodically monitored and maintained to ensure their
continued function.
EROSION PROTECTION
Although no significant erosion has recently occurred under existing conditions, the site will be
subjected to increased erosion should heavy or sustained rainfall occur following excavation and stockpiling
of soils. We recommend that a contingency erosion control plan be developed in anticipation of inclement
weather or construction delays. Temporary erosion control measures appropriate for the site include use of
silt fences reinforced with hay bales downslope from soil stockpiles and open excavations, and covering
exposed stockpiled soil with minimum 6-mil thick plastic sheeting. It will be necessary to monitor and
maintain temporary erosion protection measures over time to make sure the intended level of protection is
realized and to make adjustments as appropriate.
MANAGEMENT OF VEGETATION
We recommend that the existing timber, brush, and low ground cover along the slope north and
west of the site be left in place to maintain the current level of slope stability and to prevent surface erosion.
' LINUTATIONS
We have prepared this report for Grobins Construction for their use in planning, designing and
constructing a new house for Douglas and Irene Garvey on Tax Parcel Number 121085002006, located
along the east side of East Pirates Place, near Grapeview in Mason County, Washington. The data and
report can be provided to prospective contractors for design, bidding or estimating purposes,but our report,
i
I conclusions and interpretations should not be construed as a warranty of the subsurface conditions.
1 Our study, which included review of existing documents, a geologic reconnaissance, field
i measurement of cross-sectional and planimetric relationships adjacent to the building site, and logging of
subsurface explorations, was conducted to provide a geologic interpretation of site characteristics pertinent
to determination of stability of slopes, site suitability for grading and residential construction, and
development of recommendations regarding grading,foundation placement,and drainage.
KENNETH NEAL&ASSOCIATES
CONSULTING ENGINEERING GEoLoGisrs 3314 Gibraltar Court SE,Olympia,Washington 98501-3968 (360)352-5125
Grobins Construction
July7,2008
Page 12
For consistency in the interpretation of subsurface conditions and the application of design
recommendations, Kenneth Neal & Associates should be retained to provide geotechnical consultation and
construction monitoring services during earthwork and foundation construction,as needed.
Within the limitations of scope and schedule our services have been executed in accordance with
generally accepted practices in this area at the time the report was prepared. No other conditions,express or
implied,should be understood.
We trust this report meets your present needs. If there are questions concerning this report or we
can provide additional services,please call.
Very truly yours,
tie °� Wash% KENNETH NEAL&ASSOCIATES
a
� 07 CONSULTING ENGINEERING GEOLOGISTS
�i 1 DO
Kenneth G.Neal, LG,LEG
KENNETH G. NEAL Principal Engineering Geologist
Attachments
4 copies submitted
i
KENNETH NEAL&ASSOCIATES
t CONSULTQVG ENGINEERING GEOLOGim 3314 Gibraltar Court SE,Olympia,Washington 98501-3968 (360)352-5125
0 ;
a
e -
I
a j I EXPLANATION
EAST PROPOSED SEPTICI o
OI TOP OF PIRATES DRAINFIELD I .1 \ \ LANDSLIDE HEADSCARP
� }y
PLACE — — — --P�21 O a�SLOPE I PROPOSED SEPTI
I � I L� TOP OF '�� SCARP
P1 SYSTEM RESERVE AREA / STEEP SLOPE
a ITP•1 — — - _j I p A•3
A BORING LOCATION
NEAR-LEVEL
0 t$TP-1 TEST PIT LOCATION
l 73%±
BASE OF 25%+ SLOPE INCLINATION AND
a2 2 STEEP SLOPE E� DOWNSLOPE DIRECTION
I PROPOSED y T7.1
T LINE STAKE P1
a , BUILDING - P\/ CROSS-SECTION LOCATION
IFOOTPRINT I I
(APPROXIMATE) 41
a _ I /
FILL SI A-3 0 20%
a 1.5HAV
-. I 73%+
aPROPERTY 1 I / � �
BOUNDARY ROCK
a (APPROXIMATE) PROPERTY BOUNDARY
I
I DRIVEWAY / (APPROXIMATE)
0 5 10 15 20
® KGNIRCR W12101
SCALE:1 IN-20 FT
FIGURE 2•SKETCH SITE PLAN
a PARCEL 121OM20DO
MASON COUNTY,WASHINGTON
a
KENNETH NEAL 3 ASSOCIATES
acONBULnwG ENGINEENNG GEMOGSTS
10+50 10+00 SOIL AND ROCK UNIT DESCRIPTIONS
11+00 AND CLASSIFICATIONS
j I I I I I SU-A ML SILT WITH FINE GRAVEL;GRAY-BROWN TO
a DARK BROWN COLOR;MOIST(NPL TO
AZIMUTH 290° ` LOCALLY BPL),MEDIUM DENSE TO DENSE.
X A' ORIGIN:GLACIOFLUVIAL.
FILL ML SIMILAR TO SU-A ML;LOOSE TO MEDIUM
n°.. DENSE.
a FILL SM • FINE SILTY SAND WITH ISOLATED GRAVEL;
RED-BROWN COLOR;MOIST(NPL),LOOSE
TO MEDIUM DENSE.
PROPOSED UPSLOPE PROPOSED DOWNSLOPE — 70
c7 EDGE Of HOUSE DESIGNATIONS NPL,APL,AND BPL REFER TO NON-PLASTIC
EDGE OF HOUSE
FILL SM SOILS,AND NATURAL MOISTURE CONTENTS ABOVE AND
3
BELOW THE PLASTIC LIMIT,RESPECTIVELY.
> DISTURBED ZONE
A35 A30 C A22 Az1 — 80 SOIL CLASSIFICATIONS AFTERAMERICAN SOCIETY FOR TESTING
A20 FILL ML AND MATERIALS,2001.
�SU-A ML i6
— 50
\ 15
\\ 14 TRAIL w
\,
/A13 Al2
\ A10
— 30
KGNIRCR 6112108
I I i I I I I 10I 00
11+00 10+50 FIGURE 3-CROSS-SECTION A-A'
PARCEL 12108M2006
MASON COUNTY,WASHINGTON
KENNETH NEAL 8 ASSOCUITES
CONSULTING ENGINEERING GEOLOGISTS
10+50 10+00 SOIL AND ROCK UNIT DESCRIPTIONS
11+00 AND CLASSIFICATIONS
SU•A ML SILT WITH FINE GRAVEL;GRAY-BROWN TO
DARK BROWN COLOR;MOIST(NPL TO
AZIMUTH 290° LOCALLY SPL),MEDIUM DENSE TO DENSE.
A' ORIGIN:GLACIOFLUVIAL.
I FILL ML SIMILAR TO SU-A ML;LOOSE TO MEDIUM
DENSE.
FILL SM • FINE SILTY SAND WITH ISOLATED GRAVEL;
RED-BROWN COLOR;MOIST(NPL),LOOSE
TO MEDIUM DENSE.
PROPOSED UP6LOPE PROPOSED DOWNSLOPE - 10
EDGE OF HOUSE s EDGE OF HOUSE DESIGNATIONS NPL,APL,AND BPL REFER TO NON-PLASTIC
FILL SM fir/ SONS,AND NATURAL MOISTURE CONTENTS ABOVE AND
BELOW THE PLASTIC LIMIT,RESPECTIVELY.
DISTURBED ZONE
A3s q30 Ate A21 - 80 SOIL CLASSIFICATIONS AFTER AMERICAN SOCIETY FOR TESTING
A20 FILL ML AND MATERIALS,2001.
\SU-A ML 18\
\ J - 50
15
TRAIL
A13 Al2 — 40
\ tl I
\ A16
- 30
KGNIRCR 611210S
10I50 I I I I 10100
11+00 FIGURE 3•CROSS•SECTION A-A'
PARCEL 12108M2006
MASON COUNTY,WASHIMTON
r----;ENNETH NEAL R ASSOCIATES
CONSULTING ENGINEERING GEOLOGISTS
t
„ 11+00 10+50 10400 SOIL AND RO(
I I I I I I I I AND CI
' SU-A ML SILT W
AZIMUTH 290° DARK
LOCAL
A A' ORIGIN
I FILL ML SIMILA
DENSE
FILL SM . FINE SI
EAST RED-BI
C70—PIRATES PROPOSED UPSLOPE PROPOSED DOWNSLOPE _ 70 TO MEI PLACE EDGE OF HOUSE EDGE OF HOUSE DESIGNATIONS NPL,
A40 AN FILL SM SOILS,AND NATURAL
? DISTURBED ZONE BELOW THE PLASTIC
A30
A21 60 SOIL CLASSIFICATION
FILL ML — AND MATERIALS,200'
1 �' ib 1 SU-A ML �
30— � I — 50
� tb
Q 1 TRAIL
�1 �A13 Al2
40— — 40
\ All
30— — 30
KGNIR(
L I I 11I00 I I I I 10 50 I I I low
u
L
u
1.
10+50 10+00 SOIL AND RO(
I I I I I I I I I I I I AND Cl
SU-A ML SILT W
AZIMUTH 290° DARK
LOCAL
r A 1 QQ A' ORIGIN
1- I IF I FILL ML SIMILA
Sg� DENSE
FILL SM . FINE SI
EAST RED-BI
C
70--PIRATES PROPOSED UPSLOPE PROPOSED DOWNSLOPE TO MEI PLACE EDGE OF HOUSE EDGE OF HOUSE — 70
Ari FILL 9M DESIGNATIONS NPL,I
A40� 0 SOILS,AND NATURAL
? ASO DISTURBED ZONE BELOW THE PLASTIC
AY!
— 60 SOIL 1
A" FILL ML AND MATERIALS,200'
1
� 10
�t SU-AML
a ,0
� TRAIL
I, AU Al2 9
LL
1 \
\ A10
30
T
KGNIR(
L I I TT 00 I I I I goo I I I 10100
L
U
APPENDIX
Unified Soil Classification System Visual-Manual Procedure
Exploration Logs
Slope Stability Analyses Graphs
Mason County Checklist
i
I
i
i
i
KENNETH NEAL&ASSOCIATES
CONSULMNG ENGINEERING GEOLOGISTS 3314 Gibraltar Court SE,Olympia,Washington 98501-3968 (360)352-5125
UNIFIED SOIL CLASSIFICATION
INCLUDING IDENTIFICATION AND DESCRIPTION
FIELD IDENTIFICATION PROCEDURES GROUP
(excluding particles larger than 3 inches and basing fractions on estimated weights) SYMBOLS TYPICAL NAMES
COARSE-GRAINED GRAVELS(MORE THAN CLEAN GRAVELS Wide more In grain ala and substantial amounts of all interenedime rlms GW Wdl-Graded Crevel,Wean-Graded Gravel with Sad
SOILS(>54%LARGER 5055 OF THE COARSE (little or ue firm) Predominantly one AIM ar a M.St M dxu with some Intermediate stss mi,log CP Peorly-Graded Gravel,Poorly-Graded Gravel with Sad
THAN 02"SIEVE SIZI FRACTION IS LARGER GRAVELS WITH FINES New a nightly single M1w(ae proved—for MR,and MR below) GM Silly Gravel,Silly Grmd with Sad
THAN 04 SIEVE SIZE) (oppred ble—at) Monde nnw(are procedures fa CL and CH below) CC Clayey Grant,Clayey Gravel with Sound
FINE-GRAINED SANDS(MORE THAN CLEAN SANDS Wide male In grain else sod substantial amounts of all intermediae dace SW Well-Graded Sad,Wen-Graded Sad with Gravel �
SOILS(>50% 50 A OF THE COARSE (little or am Row) Predomilutay one mice or a mage of sirs with age Intermediate a—adnlog SP Poorly Graded Some,Pwirly-Graded Sand with Craw
SMALLER THAN N200 FRACTION IS SMALLER SANDS WITH Pp ES News w sightly platte Ran(lee proved—far ML ued MR below) SM Silly Sued.Silly Sad with Gravel
SIEVE SIZE THAN 04 SIEVE SIZE) (appredable.mount) Plastic Row(aw placed.—for CL ame CH below) SC Clayey Sued,Clayey Sad with Gravel
IDENTIFICATION PROCEDURES ON FRACTION SMALLER THAN N40 SIEVE SIZE
DRYSTR[NGTH DII.ATENCY TOUGHNESS GROUP TYPICAL14AMILS
(CRUSHING (REACTION TO (CONSISTENCY NEAR SYMIOLS
CHARACTERISTICS) SHAKING) PLASTICLIMIT)
None to Slight Rapid Is Slow man, ML SIN,Silt with Sad.Slit with Grenl,Sad Sift.Sandy SIR with Gravel,
Grawiy Silt,Gmnly Silt with Sad
FINE-GRAINED SILTS AND CLAYS Medium to High None m Very Slow Medium CL Eta Clay,Lea a.,with Send,I..Our with Greed,Sandy I.—
Clay.Sandy tan Clay with Grovel.G—villy Lea Clay.GmvNly Lea
Clay with Sad
SOILS (Lipid limit leas than 50) Sight to Median Slaw Slight OL Organic Sell,Organic Soll with Sued.Orpok Sell with Gravel.Sandy
Organk Sol,Sandy Organk Sell witb Gravel,G,—Ily Orp.k S.0,
GraMly Orpok Sell with Send
(.SQ%SMALLER SILTS AND CLAYS Slight 1.Median Slow to Name Slight to Medium MR Elastic SRN,Elntk Silt with Sued,Elastic SIR with Gravel.Sandy El.stk
5411.sandy n.ak SIN with Gravel,Gravelly thank SIN.Granny Eleak
SIR with$sod
THAN 0200 (Llq.ld EtW gnaw,than 50) High to Yery High Name High CH Fat Clay,Pa Clay with Sad,Pat Clay with G—d.Sandy gel Clay,
Sandy Fa Cloy with Gravel,Greveay Fa Clay,Grawdly Pa Clay with
Sued
SIEVE SIZE) Media.to High Nont ro Very Slow Slight 1.Median OR Organic Sell,Organic Sell with Sad.Org.ak 3.0 with Cmni,Sandy
Organic Solt.Sandy Orgak SW with Graved.Gravelly Orpwk Sol,
Grady Orpwk SW with Sued
HIGHLY ORGANIC SOILS Reality ideotined by color,odor,spongy foul and frequently by Rbram,lertan PT Pest
(after American Society for Testing and Materials,2000)
KENNEM NEAL&ASSOCIATES
CONSULTING ENGINEERING GEOLOGISTS 3314 Gibraltar Ct.SE,Olympia,Washington 98501-3968 (360)352-5125
PROJECT NAME Garvey Residence TEST PIT NUMBER TP-1
LOCATION Cross-Section A-A',Sta. 11+00,25.0 ft. rh!ht
DATE EXPLORED 06/25/08
TYPE OF EQUIPMENT excavation already open MONITORED BY Kenneth G.Neal
ELEVATION AT TOP OF TEST PIT(approx.) 61 feet
DEPTH(Feet) UNIFIED SOIL DESCRIPTION REMARKS
CLASSIFICATION*
0.0 to 2.4 SM Fine silty SAND with Minimal organics
isolated gravel;red-brown
' color;moist(NPL),loose.
Origin: fill
2.4 to 4.3 ML SILT with fine sand;gray- Weathered surface is gray
brown color;most to dry
(NPL),loose to medium
dense.
Origin: Glaciofluvial.
4.3 to 6.3 ML SILT with gravel;gray No free water observed in
brown color;moist(NPL), test pit. Test pit walls
medium dense. remained stable since site
Origin: Glaciofluvial was originally excavated.
1
1
t Unified Soil Classification,Visual Manual Procedure(American Society for Testing and Materials,2000)
Designations APL,BPL,and NPL refer to natural soil moisture contents above and below the plastic limit,
and non-plastic soils,respectively.
i
KENNETH NEAL&ASSOCIATES
CONSULTING ENGINEERING GEOLOGISTS 3314 Gibraltar Court SE,Olympia,Washington 9&%1-3968 (360)352-5125
t
f
PROJECT NAME Garvey Residence TEST PIT NUMBER TP-2
LOCATION Cross-Section A-A',Sta. 10+85,38.0 ft right
DATE EXPLORED 06/25/08
TYPE OF EQUIPMENT_excavation already open MONITORED BY Kenneth G.Neal
ELEVATION AT TOP OF TEST PIT(approx.) 61 feet
DEPTH(Feet) UNIFIED SOIL DESCRIPTION REMARKS
CLASSIFICATION*
0.0 to 0.6 Organic materials Grass roots in a matrix of
dark brown silt
0.6 to 1.5 ML SILT with gravel;brown Weathered surface is gray
color;most to dry(NPL),
loose to medium dense.
Origin: Glaciofluvial.
1.5 to 4.5 ML SILT with fine gravel;gray No free water observed in
brown color;moist(NPL), test pit. Test pit walls
medium dense. remained stable since site
Origin: Glaciofluvial was originally excavated.
Unified Soil Classification,Visual Manual Procedure(American Society for Testing and Materials,2000)
Designations APL,BPL,and NPL refer to natural soil moisture contents above and below the plastic limit,
and non-plastic soils,respectively.
' KENNETH NEAL&ASSOCIATES
CONSULTING ENGINEERING GEOLOGISTS 3314 Gibraltar Court SE,Olympia,Washington 98501-3968 (360)352-5125