Soil Borings ReportA EE
Jdy78,2079 Proiect 19-0705
Mr. Dale Willenbring
Laketown Homes, LLC
1535 Beachcomber Boulevard
Waconia, Minnesota 55387
Summary of Test Pit Observations and Fland Auger Borings, 5750 Minnewashta
Parkway, Chanhassen, Minnesota
Dear Mr. Willenbring:
We have compleed the bst pit observations and hand auger borings at the above referenced site in
Chanhasseo Minnesota. This leter provides a sumnary of our observations and results and preliminary
grading recommendations.
Background
I-aketown Homes, LLC is proposing to purchase the property at 67fl) Minnewashta Parkway and possibly
portions of the adioining propertie with the intent of constructing an approximate 5 lot residential
development. As part of their due diligence process, Iaketown Homes, LLC retained Haugo GeoTechnical
Services, LLC (HGTS) to observe the excavation of test pits and perform hand auger borings to evaluate
soil and groundwater conditions and provide an opinion as their suitability to support the proposed
reidential development.
Documents Provided
To aid in our evaluation we were provided 2{oncept Plans prepared by Campion Engineering Services,
Inc. One Concept Plan showed the locatiors of the test pits and hand auger borings overlain onto an aerial
photograph of the proiect area. This plan was not dated. The second Concept Plan, dated June 25,2019,
showed a layout of the proposed development and included existing topographic contours.
Procedures
The test pits were excavaEd on July 17, 2019 using a backhoe contracted by laketown Homes, LLC and
operated by others. The soils excavated from the test pits were visually and manually classified in general
accordance with ASTM D 2488, "Description and Idmtification of Soils (Visual-Manual Procedure)". Test
Pit logs identifying and describing the soil materials encountered in the test pits are attached following
this letter.
The hand auger borings were performed by HGTS using a ,l-inch diameEr bucket style hand auger. The
hand auger was advanced in 3 to Ginch increments to depts ranging from about 5 16 to 8 feet below the
ground surface. The hand auger was then withdrawn to obtain cuttings which were also classified in
general accordance with ASTM 2488, "Description and Identification of Soils (Visual/Manual
Procedures)" .
r 357O GlRovE ORtvE #ZZa, MAPLE G!RctVE, MN S53 r r
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Re:
Three (3) tet pits, designated TP-l thru TP-3, were observed and 3 hand auger borings, designabd FIAP-
1 thru FIAP-3 were performed on the proiect site.
The general soil profile consisted of vegetation and varying depths of clayey topsoil at the surface. The
topsoil consisted of lean clay that was black in color and iudged to be slightly organic to organic. The
topsoil ranged from abolutl l/z to 3lz f.er't in thickness.
Below the topsoil the test pits and borings generally encountered and approximate 2 to &foot layer of lean
clay ttrat transitioned to sandy lean clay at a depth of about 4 to 5 feet below the ground surface. Based
on the tuming resistance of the hand auger and by the thumb pressure required to indent or mold the soil,
we estimated the days had a medium to rather stiff consistency.
Groundwabr was observed in each hand auger and test pit at depths ranging from about % foot to 8 feet
below the ground surface but was mostly observed within 5 feet of the ground surface.
Preliminary Recommendations
The vegetation and topsoil are not suitable for foundation roadway or utility support and will need to be
removed and replaced with suitable compacted engineered fill.
The underlying clayey soils appear generally suitable for foundatioru roadway and utility support Based
on the reults of our observatioru, we recorunend removing all vegetatioq topsoil and soft clays, if
encountered, from below the propoeed building roadways, utilities and oversized areas. Table 1 below
sum-marizes the estimated excavation depths at the test pit and hand auger locations.
Table 1. Antici ated Gradi Excavation
*Excavation depths and elevations were rounded to the nearest 7z foot
Additional, imported fill required to attain sie grades may consist of any debris-free, non-organic mtreral
soil. We recommend that granular sand fill be used for ease in compaction and to provide a uniform
subgrade. Excavations for soil corrections are anticipated to extend to or below the groundwater table.
We recommend that fiIl or backfill placed in wet excavations or within 2 feet of the groundwater table
Anticipated
Excavation Elevation
(feet)*
Estimated
Ground Surface
Elevation (feet)
Test Pit
Number
9673-5TP.1 972
970 9709733T?-2
965"t-4 972 -969973
966 r/z1r/zHAP-1 970
966-963 967 lzHAP-2 2-5
966 9684FIAP.3
1357O GtRovE E!RI\/E #2?a, MaPLE GlRovEr MN 5Sg I I
Ground surface elevations at the test pit and hand auger locatiors were etinated based on topographic
information provided on the Concept Plan(s). The approximate test pit and hand auger locations are
shown on Figure 1, attached. The sketch was prepared by HGTS using an aerial image from Google Earth
as a base- The soil general terminology for soil decription and identification and dassification of soils for
engineering purpoces is also attached.
Observations and Results
Approximate
Groundwater
Elevation (feet)*
Anticipated
Excavation
Depth (feet).
969 - 967
9ffi Vz
968
970
TP.3
consist of granutrar soil (sand) with less than 5 percent passing the number 200 sieve and at least 50 percent
retained on the number zl0 sieve.
General
Soil borings with powered equipment (i.e. drill rig) were not performed as part of this evaluation and
because of that soil shength was estimated based on visual-manual procedures. In additioru the locations
and elevations of the test pits and hand auger borings were estimabd based on information provided on
the Concept Plans. The locations and elevations should therefore be considered approximate.
The analyses and recommendations presented in this report are based on data obtained from a limitd
number of hand auger borings and test pits. Variations can occur away from the borings and test pits, the
nature of which may not become apparent until additional exploration work is compleEd, or conskuction
is conducted. A reevaluation of the recommendations in this report should be made after performing on-
site observatioru during construction to note the characteristics of any variations. The variations may
result in additional foundation costs and it is suggested that a contingenry be provided for this purpose.
We made water level measuremmts in the hand auger borings and test pits at the time and under the
conditions stated on the hand auger boring and test pit logs. The data was inbrpreted in the text of this
report. The period of observation was relatively short and fluctuations in the groundwater level may
occur due to rainfall, flooding irrigation, spring thaw, drainago and other seasonal and annual factors
not evident at the time the observations were made. Design drawings and specificatioru and conshuction
planning should recognize the possibility of fluctuations.
Flaugo CoTechnical Services, LIC has used the degree of skill and care ordinarily exercised under sirrilar
circumstances by members of the profession currently practicing in dris locality. No warranty expressed
or implied is made.
Thank you for the opportunity to assist you on this project. If you have any questiors or need additional
infornration, please call Paul Gionfriddo at 672-2774785.
Sincerely,
Haugo C,eoTechnical Services, LLC.
I hereby certify that this plan, specfication or report was prepared by me or under my direct supervision
and that I am a duly licensed professiona-l engineer under the laws of the
State of Minnesota.
Paul Gionfriddo, P.E.
Senior Engineer
License Number 23093
Expires June 2020
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Attachments: Test Pit & Fland Auger I-ocation Sketch
Fland Auger Boring Logs FIAP-I duu HAP-3
Test Pit Iogs TP-1 Aru TP-3
Decriptive Terminology
1357O CiREVE DRI\/E #ZZa, MAPLE GiRovE, MN 553r r
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Haugo GeoTechnical SeMces, LLC
2825 Cedar Avenue South
Minneapolis, MN 55407
Soil Boring Localion Sketch
6760 Minncwashla Parkway
Chanhassen, Minnesota
Figr[e #: I
Drawn By: RD
lhrE: I/l7ll9
Scale: None
Project #: 194706
TP..3
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BORING NUMBER HAP.I
CUENT Dale Willenbrinq (Laketown )PROJECT XA E 6760 Minnewashta Parkway
PRG'ECT NUMBER 1$0706 PROJECT LOCATION Chanhassen. MN
DATE STARTEO 7/16i 19 C PLETED 7/16/19 GROUND ELEVATION 970 ft tl(}{-E SIZE inches
ORILUNG CONTRACTOR HGTS GROI,TD WATER I..EVELS:
Varnreor oruu c 3.50 n / Etu 966.s0 frDRlLLltlG METHOO Hand
LOGGEO BY PG CHECKED AY PG
I{OIES Ground surfuce ele\€tbos estimat€d.AFTER DRILU'{G _
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SPT N VAIUE
20 40 60 80
PL MC LL#
20 40 60 80
tr FTNES CONTET{I (%) tr
20 40 60 80
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Lean Clay, slightly OEanic to Oganic, black, vret. ffopsdl)
(CL) Lean Clay, grey io aboqt 3 12 h thon motd€d brown and
gr"y, ri/6t. (Allwium)
Bottom of borehole at 5.5 feet.
PAGE ,I OF 1
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MATERIAL OESCRIPTION
BORING NUMBER HAP-2
PAGE 1 OF ,I
anchesGROIJNDETEVANON 968ft IIOLE S:IE
GROUT{D WATER tEt/Elsi
v lr nre or ooluNc 0-50 fr / Elev 967.50 ft
PROJECT NAIIIE 6760 Minnewdshta Parkway
v arren muxe 0.50 fl / Etev 967.50 fi
Chanhassen, MN
AT Et{O OF I'flLUI{G _
PROJECT LOCANO{
)
CO PLETED 7/16/19
CHECXED BY PG
i{OTES Ground surface elevations estimated.
ffifu fiffffi{}}}Ht*
CLIENT Dale Wallenbrinq (Laketown
PROJECT NUMBER 190706
DATE STARTEO 7/16/19
DRILUNG CONTRACTOR HGTS
DRILLING MEfHOO Hand Auqer
LOGGED BY PG
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MATERIAL OESCRIPTION
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tr FTNES CONTENT (%) tr
20 ilo 60 80
5.0
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Lean Clay, slightly Organic to OEanic, black, v/at. (fopsoil)
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(CL) Lean Clay, grey, wet, estimated medaum to .athet stiff
(Alluvium)
,%,(CL) Sandy Lean Clay to Sandy Lean Clay, motded brown and
grey. ,r'ret, gslimatGd medium to raher stiff. (Glacial Till)
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BORING NUMBER HAP.3
PAGE 1 OF ,I
CUEi{T Dale Willenbrinq (Laketown )PRG,ECT NAflE 6760 Minnerashta Parkway
PROJECT NUMBER 1}0706 PROJECT LOCAI!Oi{Chanhassen. MN
DAIE STARTED 7/16/19 coiTPLETEO 7/16/19 GROUND ELEVANO+{ 970 ft HOLE SIZE inches
DRILUNG CONTRACTOR HGTS GNOUTI' WATEN IEVEIJS:
Yrrlror mluNc 1.80 n / Ebv 968.20 ftORILUNG METHOO Hand Auqer
LOGGED BY PG CIIECKED BY PG
NOTES Gmund surface elevations
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MATERIAL OESCRIPTION
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tr F|NES CONTENT (%) tr
20 ito 60 80
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Lean Clay. dEhly OEadc to Organic, black, v/st- Oop6dl)
,ru (CL) Lean Clay, grey, tf€t. (Alluvium)
(CL) Sandy Lean Clay, face Gravel, grey, Yret. (Ghcial Till)
(CL) Sandy Lean Clay, trace Gravd, gl€y, nJsl straining, rlBt
(GlacialTill)
Bottom of boroholo at 8.0 feet.
ATENDOFTNUJTG-
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TEST PlT NUMBER TP.l
PAGE 1 OF 1
CLIEi{T Dale Willenbrins (Laketown Homes)PRoTECT NA g 6760 Minnewashta Parkway
PROJECT NUMBER 190706 PROJECT LOCANO',I Chanhassen, MN
DATE STARTEO 7/16/19 cot{PLETEO 7/16/19 GROTJND ELEVANO+{ 972 fI TESTPITSIZE inches
EXCAVANON COI{TRACTOR HGTS GROI,}I) WATER ]ET'EUI:
Y lrl- or acevelor 5.oo n/ Ehv 967.mftEXCAVAnON METHOO Tesl Pit
LOGGED BY PG CHECKED BY PG AT END OF EXCAVANo.I -
NOTES Ground surface elevations ! lrren excavmol s.,to fi / Erev 966.60 fr
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MATERIAL DESCRIPTION
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20 40 60 80PL MC LL#20 ,O 60 80
tr FTNES CONTENT (%) tr
20 ,+0 60 80
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Lean Clay, slighuy Organic to Organic, black, $,8t. (Topsoil)
%
(CL) L€an Chy, gsy, rct, Glimat€d m€dium to r Er stitr
(Alluvium)
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7.5
(CL) Sandy Lean Clay
V modium to rather slifi.
motiod brorn and g.qy, !yet, es'limat€d
(Gladal Till)
Bottom ot test pit at 8.0 leet.
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2825 Cedar Ave Soirth
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TeleptEne: 6 |.2-729-2959
TEST PIT NUMBER TP-2
PAGE ,1 OF 1
CLlEl,lT Dale Willenbrina (Laketolyn Hqn€s)PRqTEGT l{AtrllE 6760 Minnerrashta Parkway
PRO'ECTNUIIIBER 194706 PROTECT LocATlOl{ Chanhassen, MN
OATE STARTED 7/16/19 CO PLETED 7/16i 19 GROI,ND ELEVATIOII 973 ft TEST PfiSIZE inches
EXCAVANON CO},ITRACTOR HGTS GROt,NO WATER LEVELSi
vrrlr c aclvm()t{ 3.oo fr / Erev 970.00 ftEXCAVATION iIETHOO Test Pit
LOGGEO BY PG CHECKEO BY PG AT END OF EXCAVATIO{ -
I{OTES Ground surface elevations estimated v lrrrn acavmott 8.oo ft / Erev 965.00 ft
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tr F|NES CONTENT (%) u
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(CL) Sandy Lean Clay, t-ace Gravel, mottl€d blown and gIBy,
waterbeadng, estimated Ether stifi. (Glacial 'I'ill)
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Botbm of tesl pit at 9.0 feet.
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MATERIAL OESCRIPTION
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2825 C€dar Aw South
Minneapdas, MN 55407
Tebphonsi 612-729295S
TEST PIT NUMBER TP.3
PAGE 1 OF 1
CUEI{T OaleWillenbrinq(Laketo.,n Hornes)PROTECT }{A E 6760 Minnewashta Parkway
PRO.JECT NU BER 19{706 PROJECTLOCATION Chanhassen MN
OATE STARTED 7/16/19 CON'PLETED 7/16/19 GROIJND EI.EVATION 973 ft TESTPITSIZE inches
EXCAVATION CONTRACTOR HGIS
EXCAVATIO{ HETHOO Test Pit
LOGGEO BY PG CHECKEO BY PG AT END OF EXCAVATIoI{ -
I{OTES Ground surface elevations
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A SPT N VALUE
20 40 60 80PL MC LLt-a-----20 40 60 80
tr F|NES CONTENT (%) O
20 ,+0 60 80
2.5
vl
Lean Clay, sluhtty Orcanic to OEanic, Uac*, wBr. ffopccil)
(CL) L€an Clay, blow!, u,et, estimated rather soi. (Alwium)
(SC€M) Silty Oa)rey Sand, trace Grawl, b.own and grBy, rBt
(Glacial fill)
V
10.0
Bottom of test pit at 12.0 feet.
GROI,IT' WATER IEVE-S:
vrrnr c gcevelor 8.m fr / Erev 965.00 ft
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MATERIAL OESCRIPTION
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Gtr Descriptive Terminology of Soil
"qffi
StandardO2,t8T-00
Classification of Soils for Engineering Purposes
(Unitied Soil Classiftcation System)
Cr ena for Aasigning Group Symbols and
Group I'lr,nes U3ing Lrboratory Tests '
Sorls Classification
Grorrp
Symtlol Gaoup l{ame !
o:c
:Eg
!53
iE:
o5
E
Gravel3
More lhan :O% of
coalse.hadion
elaine<l on
Clean Gr.veli
5.; oa less fines '
C.>aand1<q=. 3c l &ll-graded gravel c
C.< il and/or 1 > C.> 3 c GP P@dy graded Eavelc
Gravelr wilh Flner
More lhan 1 ?/o I'nes '
Fines cbssit as ML o.MH GM
Fiiea cla3srty as C[ o. CH GC Clayey g[3vd '"
Saarl3
50% 6 rE.e_of
coa6a traclirh
passeS
t{o. 1 lide
Clean Sand6
stl. (r less fir€s I
C.>6ardl SC. <3c t Ell{raded sand '
C,<6e,5rorl>C.>3c SP Poody graded send '
$rd3 wnh Finca
' Mo.e lhan 12% I
Fnes classify as ML or MH SM $[y seid 'r'
FrEs clessify as CL or CH SC Clryey sand rr'
!;
eEH:38FE;
:52Es
Sllts and Chys
L'qud rmit
less than 50
lrErgEna Pl > 7 aad dob on o. aboYe'A' lilE I
Pl < a or pbts bebf,'A' lne,
Organ,c Lnud lmii - ov€.0 df'€d < 075Lilub limii - nor dried
OL
OL
orO€ricdarkr-.
org€n€siitt'c
Sllt3 .nd cl.ys
Lhud Imn
50 or nrote
lnorcsnG Pl pbls on or above 'A' l,ae CH Fatday'''
Pl plots bebv, ?_ |lne EtaslEslt^'.
Oruanlc Ltui, limi - ovefl dried < 0.75L|qU6l,mrl - not dned
OH
OH
orFnic day r r.'
Orgeaa ! \'nq
Highly Org.nlc Soils Prjmarily organic matier dark rn color and organEodo(
0lo 1 8PF
2!o3BPF
4ro58PF
6bABPF
9 !o 12 BPf
t3lo t6 BPF
17lo30 8PF
over 30 APF
Drilllng taoirs
Slandard pen€tralim l.3r hrings y,!ra ad6ncDd by 3 ll.t' 0.6 tr4'
lO hoaor-sEm ar4grs unleas no€d oAterwise. Jethg w,el€r ras us€d
!o dea. oul auger pfur b samplino o.rt wherc indi:aEd on 1006.
Strnd.rd p€oerra0o.r Esr borhgs a.e de3€n8bd by tE p.€fix 'Sf
(Sph Tube). Al saird€s rc.e taten rflh tle st rlded 2'OO spliltrbe
sall$er. oc€pt wtEre no6
Pow€. auger boainos u/ete ad,anced by,r' o.6'dranEler cooliiiout
Iight sold-slern augErs. S.il dassificalins efi, srrab d€gtis were rn.
lH lio.n dishntcd sarples &rg€rcd b SE slrhce arld are, tlE.elo.e.
sonEwhat appoxirnaE Poilr arger bo.!€6 are desonaEd by ,E
p.etu'A '
tland eulEr norir!6 rre.e adraned mantary wi$ a 1 1n' d 3111'
drarlel€, al8er aid wer! limiled b 0le deph lrorn whin tt€ augs couts
be maoudly wi0r(,raym. Hand au9€. boriqE are indcaled by lhe prefr
'H.-
BPF: NurtErs irdr€te tlo{s per ,@l recor(tsd in sbndad penelrton
esl also k,rowi as 'N' value. The sempler lvas set 6' irto undisturt ed
sad belrfl the holdv-sl€rn aug€f. ortvmg resiltanaes rere th€fl carnEd
,or s€co.d and thnd 5' increrien6 and added to gel gPF l.,t€re llrst
diftered sBrifcantty. they a.e repo.ted b fie folb'rino lolm: 2r1 2 b, tc
secood and lhard 6'rncrenEnf!. espedivery
vU+l: WH indi:ates t,le aalnple, penaraled soi (,'a€, e/e€m ol hannet
and rc6s atco€, *ivir€ mt reqdred
WR: WR indiaates $e sanpler 9€net Eled so{ uardar weighl ol rods
abre: har'Iner w€tgln ar{ driving nol Qqured
Coirsistency of Cohesive Soils
TW rnalcales lhin-waied (undisturbed) lub€ sample
Panicb Size ldentification
8qjfrers - .
Cobblea .
Gravd
Coarse
Fic
Sdrd
CoaEe
ll€dim
slr ....... ..
t{o.4bl{o.10
No 10to No. a0
l{o. 40lo l{o. 2m
< No. 2()0, Pl<a d
<a{o. 2(D. Pl> a and
o{et 12'
3- lo 12'
3/4' to 3'
l{o 4 to 3/it'
Clay
Relative Oensity of
Cohesionless Soils
Loose .... ...
lredum densc
Oense ........
0io48Pf
5 to 10 B;,f
11 ro 30 aPF
31 b 50 BPF
over 5() BPF
60
50
Eo
ID!S30
t
A20
d
t0
7
a
o 0 10 t6 20 30 aO 50 BO 70 E0 90 l0O t10
Liqui.t l-ilrit (LL)
Labor.toiy T6fs
oc
s
SG
ca
gu
qp
lhr: AlliesE wqe run rr o€neral aa.o.darce wtrr apo.( t*ASIfa
sl,snabnk
oo
WD
C
LL
PL
PI
PZX)
w\',s
^$
.a,.9,t ,a
o\\
owu
C,\,
IIH o. OH
I
tr
/nt l, ot
I
dgtEt
Ory dansny. pc{
lvA densrty. d
Xrlurd nbrslrsecd cnl. %
Lifi'rd limit %
P|anic lilrn- %
Prasro'ry irdex, %
% pessing 20O s-ve
Org6nrc conEnl. %
Perceot ot satulatton, %
Spedfc g.avrly
ColEabn. F
Arlgb ol hlernd rri.rb.r
Undrfn€d compenive 3rrendn. psl
Pociel perElro.rEler st er€!h. tsf
SW
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