HomeMy WebLinkAboutF Street Geotechnical Design Report - 2000r_"
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GEOTECHNICAL
DESIGN REPORT
F Street Im'Proaemcnts Proiect
. Port TOwnsend' Washirygton
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Prepared for:. SvR Design CoryrPanY- L008 Western Avenue, Suite 301
Seattle, Washing$on 98104
Prepared by:Myers Biodynamics, Inc'
Rolling Bay Mercantile Building
]-L254 Sunrise Drive
Bainbridgb Island, Washington 98110
December 15,2000
Project No. 00855-5
RSLLINGBAyMERCAN.TILEBUILDINS 1I114SUw'STSSORM BAINBRIDGSISLAND WA 98110 (206) 842-6073 @ '
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FStreet00855-5 .
December 15,2000
Table of Contents
TABI.,E OF CONTEITTS
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SITE DESCRIPTION
PROJECT DESCRIPTION..
SITE INVESTIGATION
' Roadway Surface Pavement Conditions
Pavement Thickness l.
Roadway Subsur-face Conditions
Soil
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Groundwater. . . . . .
Infiltr.ation Trench Are a'Sub surface' Cpnditions
Soil
Grouridwater
bon INTTLTAATION CHARACTERISTICS AND RECOMMENDATI9NS.
GEOTECHNI.CAL ROADWAY RECOMMENDATIONS.".. ....:.,..'"
Site Preparation......... J...
.l . Structural Fili.
Site Soil Suit'ability for Reuse as Slructural Fill..
Pavement Consideration's . .
: Rockely Qonsiderations i.......':........,'....:..:'
Structural Retaining Walls
RECOMMENDATIONS FOR ADDITiONEI SERVICE
CLOSURE
t,.FIG.URES:
Figure 1 - Vicinity MaP .
11lgo"" 2-.1 - Site and Exploration Pian (Blaine Street to Matchline- Sta. 10+80)
Figure 2,2: Site and Exploration Plan (Matchline Sta. 10+80 io 21+60)
Figure 2.3 - Site and Exploration Plan (Matchiine Sia. 21+60 to 32+40)
Figure 2.4 - Site and Exploration Plan (Matchline Sta. 32+40 to.43+20)
FiSurc 2.5 - Site and Exploration Plan (Matchline Sta. 43+20 to Hastings Avenue)
.Figur e 2.6 - Site'and Exploration Plan (Infiltration Trench Subbasin Areas'3 and 5)
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-, General RockerY Detail
APPENDICES:
Apppntlix A - Fielcl. Exploration Fiogram
Appendix B - Laboratory Testing
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Biodgnamics inc.
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geotechnical md environmental science md engineedng
December 15,2000
Mr. Tom von Schrader, P.E.
Mr. Jeff Lamoureux, P.E.
SvR Design Company
1008 Western Avenue, Suite 301
Seattle, Washington 98104
Re Geotechnical Design Report
F Street hnprovements Project
Port Townsend, Washington
Dear Mr. von Schrader:
This 'report presents the results of our geotechnical investigations and design
recommendations for the .proposed F Street Improvements Prbject in Port Townsend,Washington. The City of Port Townsend project involves roadway, pedestrian, andstormwater management improvements to the existihg F Street roadway alignment. Our
scope of our work included project coordination, information review, site uiility check,
observation of existing pavement conditions, subsulface explorations, laboratory testing,
engineering analyses,' and preparation of this report. Our work was conducted in general
accordance with our subconsultant agreement executed November 6, 2000.
-SITE DESCRIPTTON
The F Street Improvements project alignment incorporates approximately l mile of road.way
oriented from east to west in Port Townserld, Washington. The F Street project extends from
Blaine Street to Hastings Avenue on the east and west ends of the alignment, respectively. Thegeneral project location is shown on the Vicinity Map, Figure 1.
The project site is an existing two-lane, asphalt roadway with occasional iidewalks and
undergroun'd utiliti'es. Local topography gently drops from the east and west to a broad, north-
south oriented valley crossing the project site just east of San Juan Avenue. The project
alignment has a maximum elevation of 140 feet near the east end of F Street at Tyler, Street(Road Survey Station 2+00). The F Sheet alignment 'crosses the broad valley east of theinteisection with San Juan Avenue (approximate Station ib+00) with the lowest roadway.elevation at approximately 14 feet. West of Sair Juan Avende, the project alignment againincreases in elevation tg 90 feet at the west end of the project alignment (Station b1;00).
Property topography adjacent to the roadway alignment is generaily within sevdral feet of theexisting roadway grade. Localiy, areas of greater roadway cut and fill have resulted in
adjacent site grades of 5 to 7 feet above or below existing roadway grade. The Site andExpioration Plan, Figures 2.7 through 2.6, shows the general roadway alignment
configuration and site topography.I
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ROLLING BAY MERCANTILE BUILDING 11254 SUNRISE DRiVE, BAINBRIDGE ISLAND WA 98110 (206)842-6073 @
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PROJECT DESCRIPIION"t
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The proposed rpad.way improvements include localized road grade adjustments and
,urrrri*.ing of the exisiing tiaffic lanes. Roadway improvements will aiso include widening
to accomm-odate bike ianes and sidewalks aiong the length of the alignment. Minor cut and
fi1l of 2.ln 4 feet will be required along the alignment to accommodate the proposed
podifications. At several locations, cuts of 6 tn 7 feet wiil be required for the proposed
widening. Retaining walls qr rockeries wili be utili.zed to support proposed euts and fills.
Stormwater collection and routing to stormwater infiltration trench areas are planned for the
improvements project. T\po locations have been proposed for ttre infiltration areas. The first
indltration area, ihentified as Subbasin Area 3, is located north of the roadway at approximate
Station BZ+20. The infiltraticin trench is approximately 500 feet long as shown on Figure 2'6.
The second infiItration area, identifipd 'as Subbasin Area 5, is located north of the F Street
alignment at approximate Station 41+L5, east of the intersection rvith McNeil Street.' The
Suf,basin Arca S infiltration trench is approximateiy 200 feet long, as shown in Figure 2.6.
SITE II{VESTIGATION
The project site was ilvestigated by conducting a reconnaissance of the existing roadway
aiignmgnt to observe surface pavement conditiqns. We also copducted -a total of thirteen
boi"ing'explorations, B-1 through B-13, arlvanced through the existlng roadrvay or within the
propo-sed infiltration areas to investigate subsirrface. conditions. Borings 8-L through B-4, B-8,
b-tZ, and B-18 were advanced within the roadway aiignrnent. BolinS-9 B-5 through B-7 agrd B-
9 through B-11'were advanced within proposed. infiltration Subbas.in Areas 3 and 5. Soil
samples were obtained from the loring gxplorations and delivered to an anElytical iaboratory
for further glassification and selective testing. Exploration logs for the individual borings
and laboratory test results for selected samples are presented in Appendix A and Appendix B,
respectively.
Roadwav Surface Pavement Ciinditions
Site surface paveinent conditions were observed and documented on NoYember _2, November 3,
and Decernber 5, 2Q00. In general, pavement sirrface conditions observed indicated no
significant pavement distress along the project roadway alignment. One localized pavement
di-stress ur"u *u, observed and consisted of cracked pavement ("alligator cracking") ,in the
outboard wheei path of the eastbouncl lane, just west of Albert Street (Station 8+50)' The
approximate']ocition of observeci pavement'distress,is_'shown on Figure 2.1. Exposirres of the
pavement eclge were observed along the margin of the roadrvay- alignment where shoulder
soils were disturbed and eroded by traffic and stormwater runoff. Generall!, the pavement
margins were intact at the time of our site observations and showed no sign- of significant
distress or cracking
Pavement Thicknesq
At all of the roadway boring locations, explorations were advanced through tlre existing
pavement surface. Asphalt pavement thicknesses and subgtade cond.itions for the boring
locations are summarized irrTable 1. Pavement.thickness encountered within the borings
varied. from 2-'j/2 inches tD 4-ll2 inches. Observation of the paverlent at the time of drilling
indicated the asphalt is relatively weak and easi"Iy penelrhted. Observations_ also indicated
that some pavement thictriuresses may be the result of successive layers and .build-up of asphalt
emulsion/crushecl roch applications instead of the more typical nsphalt concrete pavement.
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TABI,E 1
--l -- -SUMMARY OF E)(ISTING PA\mI\{EI',{TAT BoRING LOCATIONS. F STREET IMPRO\ZEMET'ITS PROJECT
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* pavement may be compo.sbd .of sucbessive applications of asplalt emulsiop and crushed rcc\.
Roadwav. Subsut'face Conditions
'Roadway subsurface conditions were explored by advqncing seven boringS, 8-L through B-4,
B-8, B-1i, and.B-lb through the paveiriettt rtth" approiimatg locations shown 9n the Site and
Exploratio)r Ptan (Figureq 2.1 through 2.5). \
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Boring
Errploratio.n
Nuniber
ApproxRoail
SurpeyStbtion
Approximdte'Boring
Localion
P4vement Section:
AsphaltPavement UnderlYrqg
Thiclmess * Mat€rial
B-1 2+95 ' ,centeq of
eastbound. Iane
2-1l2 ipches
weah, easily
penetrated
No Base
Material
B:2 12+60 center of
ea,stboind lane-
3-112 inches
weak, easily
penetrated"
No Base
Mciterio,l
B-3 20+13 centbrline of
.roaclway
4-114 inches
weak,- easily
penetrated'
No Base
Material
B-4 27+8.9 , center of .'
eastbound. lane
3 hrches'
weah,' easily
penetrated
No Ba:st
IVlaterial
B-8 35+4 /.center of'
eastbouttd lane
3 inches
weak, easily
penetrated'
' No Base
Material
B-12 42-F47 , center of
westbgvnd lahe
4 inches
weak, easily
penetrated
No Base
Material
B-73,48+13 cdnter'of
westbound, Iane
3"1-/2 inches
weak, easily
penetrated
-No Base
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Soil. Site soil composition observed in the roadway boring pxplorations and immediately
below the pavement surface was typically granular. soils generally consisted of loose .to
medium. dense, gravelly silty' ruird, g"u,r"ily sand, to silty sandy gravel. Some of the
p.""-""t sobgraie goiis appearuu*oik"d and were interpreted as fill' A! -depth il tr:
,oudway borings, similar granular soil conditions. were generally present with occasional
sandy ,ilt tuy"tu encountered at depth (borings B-1, B-8, and B-12).
' Groundwater. Groundwater was observed. within only one of the roadway borings, boring B-8,
ut.; auptft of approxim ately 7 -Il2 feet below the existing sit'e grade. Boring B-8 was located i.n
the.iow-lying portion of tire alignment" The elevation.of the groundwater in boring B.8 i|
approximatJly consistent with the surface water elevation within lhe open,water.wetiand
located south of the project alignment. Groqndwater'at this location,,as.well as elsewhere
along the roadway aiignment,, *ltt tit uty vary with the season, precipitation events, and/or
othei on-site ancl off-site influences'
Subsurface eonditions along proposed infiltration lrench u,uui ' w"'e investigated by
.onJuc6tig a total of six boring 6x$lorations. Borings B-5 tirrough B-7 were advanced across
the proposed infiltration trench no*h of th" approximate rbadway Station 32+20 (Subbasin Area
ii "'r .iio*n oti Figqre 2.6. ' Borings B-9 through B-1.1 were advanced across the proposed
infiltration trench north of the approximate roadway Station 41+15 within Subbasin Area 5'
Soil. Subsurface soil cond.itions' rvithin Subbasin Area 3 generall.y consisted of granular soils
-ot gi"g from fine sapd to gravelly sancl to sandy gravel with varying r4inor silt content'
Ho#"rr[", within two of the ihree borings, silt and ciay intelbeds or layers were observed. In
the central boring, 8-6, two thin (1 to 2 inches thick) silt interbeds were observed near the base
of the exploration. The north boring.(B-7) also encountered approximately 7-l/2 fdet of'sandy
clay soii at4-Il2 to6foot depth. Based on the orientation,of laminations observed in the soil
sample (40 degrees from hoiizontal), we inteipret this layer is a discontinuous piece of sandy
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"tuy^wiitrin tile overlying and underlying gravelty slightly silty-sand. ,Soils graded to
sUgfrtiy sandy silt at dlpth in boring R-7. However, the soil in B-T.transitioned to clean sand at
.Ure bottom of the boring. Due. to a lack of continuity between the silt and clay layers in the
borings of Subbasin Atea.3, it-is likely that the ciay and silt layers encountered in the
exploiations are discontinuous'
Within. Subbasin Area 5, prnio*inantly granular soils were also observed. However, silt
content within tfre soils *u, g"tr"tully greater than that observed in Subbasin Area 3' Soiis
generally consisted of gravelly silty Band with some gravelly sa1d. .1nd. saldV gravel soils at
iepthinbgring,;B-9andB-ff. Inallthree borings advanced in Subbasin Area 5, a sandy silt
laler was enco-untered at a depth of b to 6-L/2 feet belorv the existing site grade. The silt layer
was 1 to 1-I/2feet thick in borings B-9 and B-11 at the south and north ends 'of Subbasin Area 5,
respectively. In boring B-fO (irithe center of thb infiltration area), the silt extended from 6foot
depth to the bottom of bhe boring at 10 foot depth.
Groundwater. No groundwater was observed in the borings in Subbasin Area 3 (borings. B-5,
8-6, d"d B.r). Ho*uuur, soil staining was observed in boring 8-6 below 7-U2 foot depth which
likely is iqdicative of prior seasonal groundwater. The groundwater could be occurring as
',perihed" ground.watei on tnp of the silt interbeds encountered in boring 8-6' Perched
grolndwater occurs where infiltrating water encounters a less permeable soii' and
accu'mulales or rnounds on top of the less permeable soil. layer'
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A minor ground.water condition was also encountered in boring B-1_1,, in Subbasin Area 5' at a
depth of ipproximat ely 6-l/2 feet below the existing site grade. Very moist to wet,' slightly
gravelly *"dio. sani soil was noted just above'the bontact with a slightly sandy'.clayey .silt
iuy"r. hhe wet soil conditions were also.interpreted. as perched groundwater at this location.
lVtltu the other boring locations-in Subbasin Area 5 (borings B-9 and B-10) exhibited silt
layers, no groundwatei'was observed during drilling. The absence of p'erched groundwater
may be the result of discontinuous silt layers and/or the lack of significant precipitation
"u"rrt, prior to the time of our explorations. We anticipate that groundw,ater conditions will
,rury uJros the proposed infiltralion areas depending on thp season) precipitati'6n, and other
on-site and off-site environmental influencet.
.
Groundwater monitoring wells were irrstalled in boriirgs B'5 anci B-? in Subbasin Area 3 ancl
in borings B-9 and g-1f in Subbasin Area 5. The wells were rneasured at the time 'of
installation on November 2 and Novemier 3, 2000 and approximately one month after drilling
on December 5, 2000. Measurements indicated dry condil,ions to the botbom of the wells at
depths of 9-712 to 10 feet.
SOIL INFILTRATION CHARACTERISTICS AND RECOMMENDATIONS
The presence of silt layers within the primarily gganular soils across the two proposed
infiltiation areas can create seasonal, perched groundwater conditions in the site soil
profiles. During wet weather, surface water infiltrates relatively rapidly down through more
permeable gru.rrrl"" soils.. When a silt layeg is encbunterecl, ternporary perched groundwater
conditions can occur. Some of the perched gloundwater will move lalerally and where silt
layers are discontinuous, infrltrate rapidly into acljacent granular soils' Soil mottling and
staining can lre an indicator of seasonal, perched groundwater conditions. No significant soil
staining or mottling was noted in the boring explorations conducted,in the infrltration arcjas,
except lor soil stain--ing encountered in borihg 8-6 in the central portion of Subbasin Area 3'
The.soil.textural classifiaation .typically utilized for evaluation of soil infiltrdtion capacities
is the United States Department'of Agriculture (USDA) textural classification. ' The USDA
textural classificatiott. ior the majority of granular site soils is a gravelly sand and sandy
gravel, sand., loamy sand, and sandy loam. The silt layers generally classify as a silt loani.
i6e siie granular soil classifications were correlated with infrltration rates presented irr the
Washinglon State Depaltment.of Ecoigrgy (WSDOE) Draft Stormwater Management Manual
for Western Washingtol. The WSDOE infiltration rates. for stormwater infiltration systems
i"ai.ul" u "urgu of f d io 0.25 inphes per hour for the gtut,!lat site soils as shown in Table 2.
The presence of silt layers, the variability of soil t;pes, ancl itu,lies of soil infiltration rates
indicate a potential for large variation in actual infiltration trtincir capacities. Fbr design
pu{poses, we recommend. the lowest (WSDOE) granular soil infiltration rate for the
encountered soils be utilized for each of the tpo Subbasin Areas. A value of 1'B ilches per hour
is recommenclecl for estimating infiltration capacity in Subbasin Area 3. In this proposed
infiltration area, borilgs encountered sand arid gravel soils (10 inches/hour) and fine sand
(1;8-inches/hour). Whiie hvo of the three borings showed silt or clay layers, the! appeared
discontinuous./
In Subbasin Area 5, a rate of 0.25 inches/hour is recomntended to reflect the,lowest infiltration
capacity associated with the granular soils encountered in the area. Soils ranged from
slightly gravelly silty sand (USDA plassification: sandy loam) to gravelly silty fine sand
(sandy loarn) to slightly silty gravely sand (gravelly sand) with correlated inJiitiaticjn rates
ranging from 0.25 to 0.6 to 10 inches per hour, respectively.' Due to.the pr"esence of a continuous
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siltlayerbeginning at 5 to 6-1/2feet, below the existing site grade, the overlying soil should be
assessed fo1 stormwater storage capacity or additional design msasures should be
implemented to avoid overwhelming the infiltration .trench capacity. To avoid'introduced
stormwater perching on top of the silt layer, we recommend that.penetrations bb rhade through
the bottom of tn" infiitration trench and underlying the silt layer to allow vertical migration of
infiltrating stormwater a ininimum of l.foot below the silt layer within Subbasin Area 5.. The
bottom of the silt. layer was approximat6ly 6 feet below the existing site grade in boring B-9, 8
feet below the existing site grade in B-l-1, and greater than 1,0 feet telow the existing siie grade
in boring B:10. Such penetrations couid be constructed 'as sand drains consisting of arr
augered hole extending ihrough the silt layer and backfilled wlth clean, free-draining sand.
At-the center of the in{iltration basin in boring B-1-0, the bottom of tlre sil! layer was not
penetrated. Provisions should bp made within the contract documents or further
lnvestigations should be conducted before consiruction lvork to determine the depth required to
penetrate the siit layer in'the central portion of the infiltration trehch of Subbasin Area 5.
TAEI,E 2
INFII,TRATION ITATES BASED-ON USDA SOIL TrEXTU'RAL CI,A'SS, F STREET IMPROVEMEI{TS PROJECT
Infiltrhtion Ratez'a GerotechnicalReport
Textural blass (USDA)r incheultoui: SoiIDescripti"4{-
Sandy Gravel and
Gravclly Sand :
Sand
Firie Sand
Loamy Sand
Sandy Loam
10 Sandy Gravel aird Gravelly
Saircl
Sand
Fine Sand
, Silty to Slightly Silty Sand
:
Silty to Very Silty Sand
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r United States Departrneht of Agr-iculture soil texpural classificaLion system.
2 Infiltration values based on the Washington State Deparbmelt of Ecology (V/SDOE)
"Draft Stormwatbr Management Manual for Western Washington". '
3 Geotechnicai'errgineering soil classification used in this report. See boring logs and Key '
to Soii Explorations Logs in Appendix A.
{ IrIo correciion or safety factor ailplie$ to plesented values. i
Due to the variai:le infiltration rates cf site scils and presence of silt layers, \ re recorRmend the
,lowest infiltration rate associabecl wibh the granular soils 'encountered at each proposed
infiltration.area. If necessary to avoid b*ceeding trench capacity, penetration of the apparent
continuous silt layer in Subbasin Area 5 shouid also be incorporated into the project design'
Fieicl,infiltration testing could be considered for'site-specific infiltration irrformatiorr in the
proposed trench areas io provide additional site information for use in selecting'desigii
infiltration values. As previously described, further investigation of the center cf Subbasin
Area 5 should be performe<lbefore construction activities commence i,o detelmine Che probable
depth requirecl to penetrate llrc silt iayer. Alternatively,'unit costb,should be presented in the
bid documents for-sand drain instaiiation to,allow for potentially variatile sand drain depths'
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As recommend.ed in the WSDOE Draft Stormwater Management, Manual,' a suitable safety
factor should be incorporated into the design to account fcir eventual ciogging; siltation, or other
factors effectlng the stormwater trench p6rformance. Construction iequirements to preverit
- sedimentation ir t6" facility until vegetation is established should also be incorporated into the
. project plans and construction sc'hedule.
Folloying construction, we r',ecommend that infiltration swales be periodically- monitq.ld .Q;;-. ttiu i"nttration capacity under field performance conditions. This should include
, monitoring of both the gr;ndwater levels anld swale surface water dissipiation rades (if any
surface water is presenl; during and following peak storm events. It ryhy be possible to retain
the existing *oniti.itrg well-locdtio_1s in the swale aiignmQnt for reuse'as 'long'-term
. groundwrtu" *ooitoririg locations. If reuse of the wells is desired., they- should be glearly
i;;in"J i" the field prior to bonstruction. Protection of the wells should also be ciearly
indicated in the contraci documents. New monuments and PVC riser pipes-may berequired to
facilithte future rnonitoring. Altern'atively, the wells should be properly abandoned by a
licensed'well driller prior to commencement of site earthwork activities ancl ,new monitoring
well locationq instalfud in..accordance with WSDOE standards. '
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GEOTECHMCAL ROADWAY RECOMMENDATIONS
Site Preparation
Geotechnical engineering recbmmenclations for the proposed roadwa-y contained in this report
are based on the proposJcl.roadway improvement t'ians and traffic inforrnation provided to our
office and the subsuJace conditioni o6served during our field investigations. If project plans
;h;;;;; . rigift""t period of time passes prior ta construction, we shoirlcl be cdntacted and
retained. to de,termin" th" oppropriateness of the recommendations presented in this report'
The following recommendalionJ are presentg'd fqr site preparation, structural fi1l, site soil
'suitability for reuse as structural fiil, and pavement consideratibns for the proposed F Street
hnprovements Project
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Roadway improvements will include grade changes along portions of the existing alignment
and :wijeni.g to accommodate bicycle lanes and sidewalks. The existing alignment
widening will require cut and fill sections up to 7'f'eet in height. For site subgrade soil
pr"pur.tiorr, *,e "".om*end removal of existing pavement and other structures in the proposed
widlning or road.way -grading areas prior to excavation to the qew proposed subgrade
elevatioi. Whbie "oud*"y gru.lu changes wiil 'not occur, existing pavement tiray remain for
pavement overlay or be removed for a new pavement section (reference Pauement
bonsi4erapiohs). If organic soils or soft/Wet silt or ciay soils are exposed at the subgrade
elevation, ihey slrolld be removed and replaced by structural fill. Ali subgrade soils should be
compacted to a firm,'non-yielding condition br removed and replaced by structurai fill prior to
pavgment section installation.
After excavation to the proposed pavement section subgrade . elevation, we recommend proof-
rolling the exposecl uolgruA" soil surface with a fully loaded, l-O-yard dump truck or other
similar heavy construction equipment. Aieas of soft, loose, or yielding soil should be
compacted to a firm, non.yielding condi(ion. If compaction of the subgrade soils does not
turoit in a firrn condition,-tlre soiis should be moisture conditioned and recompact-ed -or the
soils should be removed. and'replaced with structural fill. Firm, non-yielding subgrade.soil
sudaces should be protected from clisturbance prior to pavement section construction'
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Some of the site soiis contain a sufficient percentage of fines (soii particles passing the U'S'
No. 200 sieve) to be susceptible to disturbance by site construction traffic when wdtted. If
.onrtr".tion occurs durini Wet weather, care. should be taken to protect the subgrade soil
surface from pondirrg .rr.iu." water. Additionally, construction traffic should be avoided if
the soil surface becomes wetted'
Structural Fill
We recommend fiil placed within the roadway improvements area be placed as structural fill.
Structural fill shouid consist of a well-graded, granular soii m'aterial and be at a moisture
content to bllow for proper conr,pdction. Structura! fili should be placed in 10 to 12-inc! lqose lift
thicknesses. Structuril fiil shoutd be limitecl ,to 6 to 8-inch, loose lifts rvheire hand operated
equipme4t is used for compaction. Each lift shouLd be com,pacted to at least 95 percent of the
,nu*i-,r. dry density as defined by ASTM D-1557 (Modi{ierl Pioctor). For fill greatei than 2
feet below the pavement section subgrade elevation, we recommend compaction to at ieast 92
percent of the maximum dry density (ASTM D-1557).
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If constructic,n and frll placement occur during wet weather conditioni or if fill is placed on
wet subgrade soil conditions, we recommend that structural fili material consist of an
importeJ, well-gracled sand, and gravel with less than 5 percent fines. Such a material could
consist of "Gravel Borrow" as presentecl in Section 9-03.14(1) of the Washington State
. Department of Transportation (WSDOT) Standard Specilications for Road, Bridge, and
Municipal Construction (Standard Specifications). Howevet, the gradaticin shouid be
moilifred so that a maximum 5 percent by weight of the material passei; thg U.S- No. 200 sieve
as based on the tnirrus 3/4-inch fraction.
Site Soil Suitabiliiy for Reuse as Structural Fill
The suitability of excavated site soils for reu-se as simctural fiil depends on the gradation and
moi(ture contlnt of the soil when it is piacdd. As the arnount of fines isoil palticles passing the
U.S. No. 200 sieve) increases, the soil becomes more sensitive to small changes in mQisture
content and compaction levels become more difficult bo achievb. Soiis conbaining greater than
bpercent fines are moisture sensitive and cannot bo consistently cornpacted to a,firm,.non-
yietaing condition when the water content varies by more than 2 to 3 percent of ihe optimum
moisture content. The opLimum moisture cpntent is that moisture conterit which results in tlie
greatest soil compacteci dry depsity for a given compactiol effort'
The existing site soils observed, in the road.way boring expiorations were generally granular,
consisting of titty to slightly siLty gravelly sand, sandt or sand ancl gravel' Based on
laboratory testing. firres content ranges frorn' approximately 4 tn 24 percent in lhupledominaltiy g-rarrular soils. The laboratory tests indicate a porti.on of the site granular
soils are'*oi*irri" sensitive (greater thair 5 percent fines) and strould he utilized as structural
fill only during periods of extended clry,we?rther when the moisture coni,ent_can be controlled
ancl whbre placecl on a relatively firm, dly subgrade. Silt and clay interbeds encountered in
the exploraiions, if errco1rntered at subgrade elevatioh, are, not suitable fbr leuse'as structural
fili during periods,of wet weather
Depending on the tinie of construction, excavated site soils may be, above or below the optimum
moisture content. During the boring explolations, site soil sarnples lvere observed to be
generally in a rngisi condition which is typically suitable for compaction. However,
Iepending on the soil moiEture condition during construction; site scils'rnay require moisture
rooditiotring plior to.or cluring placement as structural fill. This couid j.nclucle ad'ding_water
to soils below the optimuin *oirt,r." condition (in a dry conditioh) or spreading and drying
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December 15,2000
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soils which are above the optimum moisture conciition (in a wet condition). If wet weather
construction is anticipated or is required to meet the project constluction schedule, we
recommend structural fill consist of an imported well-gradecl sand and gravel w'ith less than 5
percent fines, as previously recommended'
Pavement C gnsiclerations
Recomlndndations fo( pavement design were developed bgsed-on estimated soil subgrade CBR
values of 20to30. These values wersselected based on the results of published correlations of
subgrade poil types and CBR values, The subgrade soil CBR values assume site soil subgrade
preparation and structural fill recommendations occur as previously presented.
Based on thb traffic information provided to our office and a design assumption of no
signifrcant heavy truck traffic (except occasional fire and trash collection vehicles) and CBR
,ru1o"r, a pavemerlt section of 3 inches of asphait concrete pavernent over 4 inches of' crushed
surfacing-is recommended for new roadway pavement.section areas. Asphalt concrete
paveinent should conform io WSDOT Standard Specification Section 9-03.8, "Aggregate for.
,{sphalt Ooncrete" (Glass B). Crushed surficing ,shoulcl conform to Section 9-03.9(3) for
"Crushed Surfacing" (Base Course or Top Course). Crushed surfacing should be compacted to
a firm, non-yieldirrg condition prior to placement of asphait paveiment.
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Where existing,pavem.ent areas will not'be subject to grade alterations, we recommend an
asphait concretJ pavement overlay of 2-inches on top of the existing pavement surface. W e
have assumed the existing weak asphalt surfacing will provide similar perfor:mance to an
asphalt treateci base. Prior to overlay, we recommend any areas of observed pavement distress
be:repaired. by excavation and replacement with a full depth of asphalt concrete patch or the
pavemdnt section as previously recomntended, At the time pf our site observatipns, the only
area of observed pavement distress was at approximate Station 8+50 as shown on Figure 2.1. '
Rockerv Consideration s
Dug to the granular nature of existipg soils in the area, we anticipate that rockeries could be
utilized foi the majority of cuts and fills "proposed along the project alignment- Because
rockeries a1e hot structural retaining walls, we recomlnend no rockeries be utilized where an
existing structure\is located within a 1H:1V (1 horizontal to l vertical) projection up from the
base of the back side of thq wall.' Where existing structures are present within a lH:1V
projection from the back side of the wall, we recdmmend a structural retaining wail be utilized
as recommended below.
Where rockeries are utilized, we recommend the base of the rockery be founded within
medium dense or denser, native granular soils. We also recommend that if subgrade soils
are disturbed during rockery construction, or ifloose or sofi soils are encountered, they shoiild
be removed to expose medium dense or d.enser native site soils. Alternatively, the unsuitable
soils could be removed and replacdd by structurai fill.
Important considerations in rockery construction include the following: 1) th,e rockery' must
have a firm foundation; 2) the rocks must be sound ahd have a minimum lvidtll of 18 to 36
inches with larger rocks placed at the base; 3) the maximum slcpe of the rockery should not
exceed 1H:6V; 4) a filter material should be placed behind tlre rockcry to prevent the loss of
material from between the rocks; 5) drainage material should be placecl behincl the rockery to
prevent build-up ofhydtostatic, pressuies; and 6) the backfilt behjnd the rockery should be
well-compqcted to ieduce potential settlement'
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December 15,200b
page 10of11l
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A rockery detail shown on Figure 3 presents a typical design wit\ w'all height and minimum
rock dimensions. Slopes behind the rockeries should be cpt at least 18-inch'es and backfilied
by WSDOT Standarci ^Specification 9-13.7(2), "Backfili for Rock Wall" to provide adequate
drainage behind the ro&eries. A suitable filter fabric shouid be placed behlreen the rock and
the natural site soils. The backfill could be capped at the gtound surface with a minimum -of 1
i;;;;;"p*iifol r"t*g"tation. We recommutrd thut perforated or slottecl drain pip-e be instalied
at the base of the ro.kury backfiIl. The pipe should be a minimum of 4 inches in diameter, or as
r"q"ltaj and hydraulicaily sized by the projeeircivil engineer. Specified drain pipe material
'should be ofsufficient strength to support backlill overburden pressures'
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Lateral pressures for structural retaining walis backfrlleci on one side will depend on the
amgunt of lateral movement permitted a! the top of the wali during backfrlling operations. W e
recommend brrbgrade walls which are free to yield at least 0.001 times the height of the wall
during backfiilirlg (active conditions) be designed based on an equivalent fluid density of 35
pound"s per cubic ioot (pcg. Walls which are structurally restrained against yielding during
fackfilling (at-rest conclitions) should be designed for an equivalent fluid density of 55 pcf.
To account for lateral loacling associated with a structure located within a IH:IV projection up
from the base of the wall, we recommend applying a factor of 0.3 to the vertical load and
appiying the results uniformly aiong the backside of the wall. To aocount'for traffic loading,
- we recommelcl an equivalent 2 foot soil height be'assumecl behind the wali. -The recommended
values'assume a horizontal backfill with no build-up of hydr:ostatic forces behind the wall'
Subglacle walls shoukl be backfilled in accorclance with the recommenrlations presented in th9
Strictural ltill section of this report. We recommend that only 1i6;ht-rveight, hand operated
compaction eqlipment be aliowecl to operate within 2tD 3 feet of subgrade rvalls' 'Drainage
shoritd be provijed behind the walls to prevent tlre build-up of hyclrostatic pressure. . W e
recommeld footing drains consist of d perforated PVC pipe surrounded by 6 inches of drail
gravei. The pipe lnd drain gravel should be surrounclecl by filter firbric with a l2-inch
irini*u* ouurlup. Waiis sftouta be backfilled with clean, free-draining- sand and gravel
placed within 18 inches,of the wall. We recornmenci-fre.e,draining-:lT-f and gravel conform to
WSOOT Standarci Specitication 9-A3.!2(?) "Gravel Backfill for Walls". Alternati-vely, a
synthetic geocomposilq ctrainage rnaterial could be utilized behind the vralis. Wail drhinage
.j,aterial siould connect |ydraulica[y to the drain gravel surrounding footing drain pipes.
Lateral load,s may be resisted by a combination of fr:iction qlong the base of ftlunclations- and by
passive soil resistance. We recommend wali foundations on granular structural fiil or site
soils be designecl using a coefficient of base friction qf 0.4. Passive soil resistance ilray be
calculated based on trn equivalent fluid density of 220 pcf. The passivc value inclucles a factor
. of safety of 2,0 to iimit deformation required to- fuliy mobilize passivs resistance. The passive
resistalce value assurhes a horizontai grounci ,lrrft." beyond the footing' We recotnmen8.
ignoring passive resistance for the upper 12 inches of soil unless coverecl by pavement.
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RECOIUI/ryNDATIONS FOR ADQITIONAL SERVICE
We r:ecommencl th)t our firm be retained to review those por.'tions of the plans and
specificatiols that perbain to site subgrade preparation, earthrvork, and pavement section to
determine whether they are consisbent with the recommendations presented in thLis report. W e
also recommend that a representative'from our firm provide rnonitoring and consultation
during construction to confirm that the conditions encounterecl are 'consistent rn'ith tliose
indicaied by our expioratibns ancl to provide expedient recommenclatioirs should conditions be
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Myenp Biodynamics, Inc.
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December 15,2000
page 1L of11
revealed. during construction which"differ from,those anticipated. Specifically,. these should
i;.I";;,t at a mlnimum: 1) subgrade soil proof-rolling; 2) soil compaction and earthwork;
and 3) other geotechnical project issues.
CITOSURE
This report was prepared for the exclusive use of SvR Design Company and other project design
tbam members for- specific application to the proposed F Street Improvements project as
described he/ein. ttre data and report should be provided to prospective,dontractors'for their
information but the report, conclusions, and interpretations should not be construed as a
warranty of subsurface conditions.
Within the limitations of scope, schedule, and budget this report was prepared in accordance
;lli ;;""rally accepted geotechnical_ engineering principles and practices in the area at the
time this report *u.'p"upLed. No other warranty, either express or implied, is made' The
conclusions-and recornrnendations are based on" our understanding of the project as described
in this report and on-site conditions as obsi:rved at the time of our explorations'
If project plans change from those described in this report, we should tre contacted and retained
to review the changei- iorrditionr. We should.also be contacted and retained to review our
;;;; tf' rl irr";" ri . substantial lapse of time bet#een submission of this report and the start of
construction; 2)-conditions have changed due to natursl causes or construction operations at
the site; or.d) conditions appear different from thqse described in our report. The purpose of the
review is to determine'the 4pplicability of the concluFions and recomrnendations considering
the time lapse and/ot ctrangea conciitions.
,-^-+,,ni+i' {^ ^-^.,idA rrmr rxri*h opntrrchnie tiCeS fOf thg FWe appreciate the opportunity to provid6 you with geotechnical englneering ser\
Streeiimprouu*urrtr-project. Please contact our office at your convenience should you have
urry qo"rliorrs o. tuqoite additional services.
Sincerely 'Yours,
MYERS BIODYNAMICS, INC
N. Myers, P.E
Principal Geotechnicai'Engineer
JNM/saf
Attachments
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Note:
Not to Scale
Vicinity Map based on "F Street/San Juan
Avenue, CiU of Port Townsend, Preliminary
30% PS&E Submiftal", Sheet No. C0.1, SvR
Design Company, 09/25/00.
Mgers
Biodgnamics inc.
lsldd, Washlnglon 98110r",TELr Flolt 2061812-3797
VICINITY MAP
F Street lmprovements Proiect
Bainbridge lsland, Washington
FIGURE NO I
PROJECT NO 00855-5
DATEDecember 2000
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Preliminarv 30% PS&E Submittal", Sheet No.
D es i g n Colm p a ny, 09/25/00.
City
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00855-5
2000DATEDecember
SITE AND EXPLORATION PLAN
(BLAINE STREET TO MATCHLINE STA 10+80)
GEOTECHNICAL DESIGN REPORT
F Street lmProvements Proiect
Port Townsend, Washingtonr""
Mgers
Biodgnamics inc.
Rolllng Bdy M€rcantlls Bulldlng' 11254 Suntlso DrivE
Balnbrldge lsland, washlnglon 9811 0
TEL: 206/842-6073 Fl\t<t 2061s42-37s7
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a B-1 Boring Exploration Location
Approximate Scale:
1 inch = 50 feet
02550 Note: Site Plan based on "F Street/San Juan Avenue,
Preliminary 30% PS&E Submittal", Sheet No.
Desi g n Co mpany, 09/25/00.
City of Port Townsend,
Cl.3 and Cl.4, SvRF Street road centerline suruey position 5+00
(500 feet from Blaine Street/F Street intersection)
B-3
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MgersBiodgnamlcs inc.
Bolllng Bay M€rcsntlle Bulldlng' 11254 Sunrlss orlvo
Bainbrldge l6land, Washlnglon 981t0
TEL: 206/842-6073 FAx'. 2OGl812-3797r""GEOTECHNICAL DESIGN REPORT
F Street lmprovements Proiect
Port Townsend, Washington
SITE AND EXPLORATION PLAN
(MATCHLINE STA 10+80 TO 21+60)
FIGURE NO
2.2
PROJECT NO
00855-5
DATEDecember 2000
--)i-IS:"* *.*1*_ -. _ _-_.Cherry Streetr l]1'"i+,ii.\{i- - -{:ir '- : .-Street'r "'1.IIIdi'>:r,i,rrj FijlsnIr:eRoseI'\27+OOqs*$p{)N,Jl1s*frge$!$STA\--..r21+60i,"TCHLINEMATCHLINE STA$$i-L:Ft l-rf;MA''$HfrSF#{"b)a"fifii{"t.*$iiiRose{\ltsCherrYStreetrl$Itr{51;{.e.*--,- - r*_sITl*L+\=s$u)!ib.oo5es\o(D+Nqeg,Guo* t$:$.***fi*;: * .****!igfi!IStreeture{:f*fr s*Fets aHs:+ Fd,\ig/\*{dtxt$ irtn}sffi*sshItl/s*s$s$ldHt*It,ISTA 32+40ss *il*NEi gr".t\d *MATCHLINE+l1"rji{;{"*"-iH,{Ffis^$ls,ti s'frcl#fs'\f,"elag1$.isxrfto$s€tlL!,);{'i/,$i{\*'sEs1i;T"fi4:P;'&RFil!h4i.t-maomtrzlobo=.Qrnxtioilor*ooA)oLt-rts'doxlrIoo$PAIooluOtqoeo(DQ\(r)Edd-c'S p* =.4)\)!D !sasE Hg:s o\ootf,so CD*Nfr98e$s$=f,\s's)q6=}L(D<o(d3Fo9q\otq3"!o-f,!d''-9S(,)CDQi.gGT'8gSEsdsB.;8N]\'o6+Qddpo\-\Sa;$E+=l=.oQotui+oaooo(noo[""-(')oosf($STA 27+00TCHLINEMAIctmzoNt,ooo(tlgIt('loooo3croNooo^,4==D: ni-to>-7tof,*-tu35+trt'>o-td-2Su*r-Bbaom_o- llJo"qFi== o-lo +o*7<==5l (,oH>EOF-od s<J mFE qO.+A,Jo v,-=a19d l9b'm- 9.!"aL.,I{#Fggtr=EEg HE;:qts 6*gE dlg@-d r;9 i ii6l rrt6n ns;O3. lrql:n
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LEGEND:
a B-1 Boring ExPloration Location
F Street road centerline survey position 5+00
(500 feet from Blaine Street/F Street intersection)
Note:Site Ptan based on "F Street/San Juan Avenue, City of Port Townsend,
Pretiminary 30% PS&E Submittal", Sheet No. Cl.9 and C|.10, SvR
Design Company, 09/25/00.
Street
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Mgers
Biodgnamics inc.
Rolling Bay M6roanlile Euliding '11254 Suntis€ Drivo
Balnbridge lsland, Washlnglon s8t10
7 Et 2061A42-6073 F Ax'. 2OG lg42-97 97r""GEOTECHNICAL DESIGN REPORT
F Street lmprovements Proiect
Port Townsend, Washington
SITE AND EXPLORATION PLAN
(MATCHLINE STA 43+20 TO HASTINGS AVENUE)
FIGURE NO
2.5
PFIOJECT NO
00855-5
DATEDecember 2000
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18" min
max. backslope grade
1'min. Topsoil or granular soil
Provide erosion control until
revegetated.1
2
1
Existing firm, native soils
6
Filter fabric
H
Excavation cut slope as required for
stability during construction, if fill -
overbuild using structural fill and
excavate back for rockery construction.
finished
grade
Drainage material, Backfillfor Rock Wall
Stand ard Specifi cati o ns 9- I 3.7 (2 )
12" min.
min. 4" dia. perforated or slotted
drain pipe, sloped to drain to a
su itabl e di sch a rge I ocation
Place base rock on dense
native undisturbed
soils or structural fill
Rockery
height
in feet(H)
Minimum
base rock
size
Schematic - Not to scale
*"
Mgers
Blodgnamics inc.
Rolllng Bay M.rcanlllo Eulldlng ' 11254 Sunrlse Driv€
Balnbrldgo lsland, Washlngton e8110
TEL: 206/8!t2-6073 FAJ{: 2OA|U2-3797
GENERAL ROCKERY DETAIL
F Street lmprovements Proiect
Port Townsend, Washington
FIGURE NO
3
PROJECT NO 00855-5
DATEDecember 2000
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December 15,2000
Appendix A
. APPENDD(A
FMLD E)(PLOBATION PROGRAM
Subsurface conditions for the project site were explored by'advancing thirteen bprings, B-1
through B-13, at the approximaie locations shgwq on the Site and Exploration Plan, Figure 1.
Borings 8-L through B-4, B-8, B:12, and B-13 were. advanced tlrough the existing roadway
;;;;;;"t , B;;;r B-5 through B-? and B-e tdrough B-11 were advanced- in proposed
stormwater infiltration. areas. Subsurface conditions observed it tJt" explorations are
presented on the logs attached to this appendix as Figures A-1 through ,A.-13. The borings were .
drilled on November 2 and November 3, 2000 to depths of 9-1/2 to 11 feet below the existing site
grade. I
The exploratioris were located in the field by taping or pacing relative to existing physical
features. The approximate ground. surface elevations presented on the logs were interpolated
from topographic information obtained from "F Street/San Juan_Avenue, City of Port
towtt"und, Pieliminary 30 Percent PS&E .Submittal", SvR Design Company, September 25,
2000. The locations and efevations of the explorations should be consideredz accurate !o th".
degree implied by the method used.
A geologist from Myers Biodynamics was present throughout the fielci rvork'ki observe the
u*ploruilorrs, obtain s,oil samples, and to p""pur" field logs of the explorati.ons. Soils were -
classified in general accordance rvith ASTM D-2488 "Standard Practice for Description and
Identification of Soils.(Visu'al-iVlanual Procedure)". and the Key to l'ioil Exploration Logs
presented in this appendix. The exploration logs presented in this airpendix represent our
interpretations of thb contents of the field logs and the results of laboratory testing' Soil
rr111pi*u obtained flom the proposed infiltration are&siw€l'e also,classified in accordance with
criteria sdt forth by the.U.S. Deirartment of Agriculture (USDA) for correlation with published
soil infiltration rates.
Boring explorations ivere drilled'with a trailer-mounted, holiow-stern' auger drill rig.
, Sampling was performed through the holiow stem of the auger using Stanclard Penetration
'Test methQds. Standard Penetration Tests (SPT) were.taken with a split-spoon sapPler
driven into the soii a distance of 1"8 inches with a 140 pound hamrher freeli falling from a
heightof 30inches. Blowsfor each 6inches of penetration are shown on theboring lbgs. The
nnmb"r of blows required to drive tlre,samples the last'.l2 inches is termgd the iStandard
Penetration Resistance, 'Ihis resistance provideB a qualitative meastlt:e of the relative density
of cohesioniess soils and consistency of cohesive soils. Soil samples were generally obtained
at2-'l-/2 foot sample intervals.in the roadway borings and conlinuous sampling (below 2 foot
depth) was obtained from the Qqrings ip the proposed infiltration,. areas. Representative
portions of the split:spoon samplbs were placed in plastic jars, sealed, and transported to our
offic,e foq further evaluation and selective iabotatory testing.
Groundwater conditions'or evidence of soii staining and rnottiing were noted during thefield
explorations and presented on theboring logs..The gtoundwater level atthe,time of drilling
(afpl is shown on the boring logs. Groundwater was encountere{ at approximately 7'U2 foot'
depth in boring B-8. Perched groundwater was noted in boring B-11 at approximately 6-U2 foot
depth in the form of wet granular soil above a less permeable silt layer.
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December 15,2000
Appqndix.A .
t
Groundwater obserfation wells were installed in borings P.-5,P.-7, B-9, and B-lL located in ,
il."il.;d infiltra.tion areas.. Groundwater observation.wells were installed as L-inch diameter
;i#; fvi pipe. 'After placing the PVC, a filter material of silica dand was placed around. and
above the sloited pipe. The nppJ" pprtion of the pipe (non-slotted) was backfilled with bentonite
;de q;h mon*m"nt iryst-aUei'at the groutra surfacd. The general well'coastruction is
;h;; on the boring logs.- Groundwater level measurements taken within-the observation
ffii;;;r""lt""tjy one month after well ,installation are ires'ented on the.boring logs and
indicate dry conditions in all tbe monitoring:wetls'
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Myers Biodynamics, Inc.
Coarse-Grained
Soil Density
Fine-Grained
Soil Consistency SPT*
Well-oraded oravels andGW grav;l-sand hirtures, tittle
or no fines
^ ^ Poorly grcded gravels and(;)l gravel-iand mixtures, liftle
or no lines
ev 3l!AnXZl,3:,, 0,, o u," "26 Clayey gmvels,vv gravel-sand-clay mixtures
sw y;tx:i[i!31;:,1ii : :1,"
fines
^^ Poorly graded sands andl)f gravelly sands, little or no
fines
sM ;j,#;3:"'sand-sitt
ei Clayey sands, sand-clay9v mixtures
lnoroanic silts. veru fineML sanis, rock fl6ur, 6ilty or
clayey line sands
lnoryanic clays of low to,^l medium plasticity, gnveilyvL clays, sandy clays, silty
clays, lean clays
n r Oroanic silts and oroanic\)L siliy clays of tow plisticity
lnoroanic silts. micaceousMH aiatimaceous ftne sand or
silty soils, elastic silts
6;y1 lnorganic clays of highvt t plasticity,fatclays
oH ?Wr?'#r'"ormedium
D+ Peat, muck and other1 t highly organic soils
Key to Soil Exploration Logs
Sample Descriptions consist of the following:
Minor constituents, major constifuents; density or
consistency, color, moisture, and additional comments
including trace constituents. Soil classification is based
on visual field soil sample observations and laboratory
results on selected samples, where indicated on the
logs. Soil classification is based on grain size, plastic-
ity, color, density/consistency, and moisture. Visual-
manual methods of ASTM D2488 were used as an
identification guide.
Soil Density and Consistency
Soil density/consistency in borings is related to the
Standard Penetration Zesr (SPT) as shown below. Soil
density/consistency estimates in test pits are based on
visual observation and presented parenthetically on the
soil logs.
Unified Soil Classilication System
Highly Organic Soils
Observation Well Symbols
is):.s
-o)!Nq:
Sg
EIoc(n :-
Eg,=GG\
bi.Q
*E{o3Eotr
sPr*
o
E.d
GCcocN
tzEo.ef,icss8ErfIDtr.=o
Sr
dr .S
ER
E
VeryLoose 0-4 VerySoftLoose 4-10 Soft
Medium Dense 10-30 Medium Stiff
Dense 30-50 Stifl
Very Dense >50 Very Stiff
Hard
*Standard Penetration Test measured in blows per foot
Minor Constituents Estimated Percentage
0-2
2-4
4-8
8-15
15-30
>30
Trace*
Slightly (Silty, Sandy, etc.)
Clayey, Silty, Sandy, GravellY
Very (SiW Sandy, etc.)
-Not identified as a Minor Constituent
0-5%
5-12%
12-30%
30-50%
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5014"
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ATD V
s-1
s-2
Bentonite
seal
Grcund Water Level:
date of reading
ATD: At Time of Drilling
Sand pack and well
screen or hydrotip
Boring Symbols
Moisture
Dry Lifile to no perceptible moisture
";::,!!' Some perceptibte moisture, probabty betow optimum
Molst Moisture content probably near optimum
ni[|" Much perceptibte moisture, probably above optimum
wet Visible free water
Laboratory Test Sym bol s
MC Maisture ContentGS Grain Size classificationAL Afterberg LimitsPP Pocket Penetrometer (compressive strength in TSF)
TV Toruane (shear strength in TSF)
CN ConsolidationTUU TiaxialUnconsolidatedUndrainedTCU TriaxialConsolidated UndrainedTCD Tria,xialConsolidatedDrainedQU Unconfined CompressionDS Direct ShearK PermeabilityCBR Califomia Bearing RatioMD Moisture Density CurueN Nutients
P = Sampler pushed *No sample recovery
Test Pit Symbols
S-t Sample number Grab Sample (iar or bag)
9 Ground Water seepage
g Ground Water level obsetved in test pit excavation
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Biodgnamics inc.
Rolllng Bay Mercantllo Bullding . 11254 Sunriso Drlve
Bainbrldge lslend, Washlnglon 98'110
f EL. 2oala42-6073 F li<t 2061842-5797
s-3
2.0'dia. Split Spoon
Sampler (SPT)
3.25'dia. Split Barrel
Ring Sampler
3.0'dia. Thin Wall
Tube SamplerP
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tocatiois 'ahd nay Slso chande over tine. This log is a simplilied inteerclation ol lne aclual concttttons'
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Rolling Bay Mercantile Bldg.
11254 Sunrise Drive
Bainbridge lsland, WA 98110
FAX: (206) 842-3797
DATE DRILLEDNov- 2.2000
ELEVATION (FT)
141 +l-
Hnrrr A_1 SH
1
OF
1
PROJECT NO
00855-5
F Street lmprovements Proiect
Port Townsend, Wash i ngton
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2-1/2-inches Asphalt Concrete Pavement (AC?) - easily penetrated, over
dark brown, Slightly Gravelly Silty SAND (cuttings)
Stightty Gravetty Slightty Silty SAND; loose, brown, moist, dark brown in upper
2-inches of sample
5
Stightty Gravelly Silty SAND; very dense, gray brown, moist
Sandy SILT hard, gray, moist, trace gravel
Fine to Medium $AND; dense, brown, moist, trace silt, zones of coarser sand
and fine gravel
hard drilling
SAND;very dense, brown, slightly moist
10
15
20
GS
6
I
136
131
126
121
s-1
a
s-2
b
s-3
s-4
50/5"
2
4
5
10
25
42
15
24
24
Bottom of Boring at 11 foot dePth
* il1or"ol='amrcs inc-
'7 MB BUS: (206) 842-607s
rjl\f'rL L .-t*.' i - t-IwoTIzoFoowIN$*$s3*'AE\oQePk-8a$$€E98-os.fdEJo6=.s-d*os$e.siFdi-'!o3*s*60Boo'5fQ{d.Fis5CE;aiila{Eed6lkE'H$Eg,EqBE urBgOJ\TJCDIt!tII-Jrl* s*dG 3R=6 *;:BE5.gl\) _ =-\* KE F< -agn€5 =.(oq'@d1(oOoImE'-IZrOFzo!.)l\)ooomrmI6za4s@+tDEPTH, FTELEVATIONSAMPLESB[-OWS/6""Tl8s--to{oO'r+R=-!JE3Jt_o.6<3seo==a-t5!F_0.YOJO,4OBSERVATIONWELLMOISTURECONTENT o/oOTHER TESTSsl5(bBsz.F5qa_o(n{Desi\sd55JoG.v,G'J(r)q€o\AIoo(/,oaG'OJ+qo(,)\qsoo\.oo_-'3g=U6ea-oJ(')JDQN\od€f,iod'g(ooN6\=gaFo_o(')JDboEf,:Jo6'oilI(/)q(/)es{oo-c3o_(D3('J{Dbd€f,io6a-<o tf,pj* m+\8cd. ESd -u-(r-tRB ei[tzr<- +CDO=oi3zou'r^q)s$J-OQ5g)+-So3;!)ox'o$:otogo6\too)a\)@CDcl)C^)@Ao)Cl)cl).1$ sl\)Jluc)s tu(os{ co r\)(O{O)('I-oBoo5oao=-5Qq){{o'oo-(D'a('ltuoIIoc!mINo-oT!!ocmo-lzooo@('r('rI(Jr
F Street lmprovements Proiect
Port Townsend, Washington
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DESCRIPTION
4-1/4-inches Asphatt concrete Pave-meryt (ACP):easily penetrated, ou.er .
brown, iei e idietti Sitty SAND to Sitty Sa)ndy GRAVEL, trace cobbles (cuttings)
Gravelly Slightty Silty SAND; dense, brown, moist, massive
rough drilling, gravel and cobbles
grades to Silty Sandy GRAVEL; very dense, gray brown, slightly moist
grades to Stightly Sitty Sandy GRAVEL; very dense, brown, moist
grades te Sandy GRAVEL;very dense, brown, moist, few cobbles10
15
20
3
eol
8521
Bol
75L
s-1
s-2
s-3
s-4
50/5"
27
32
27
14
19
28
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BORING LOG B.3 This tog applies only to boting location at lhe time ol dtilting. .subsurface conditions mav dillet at othet
iiAtiofri |ha mav dtso cnanje overl)ii6."miliog isi iiiptiilea inbryrctation ol the aitual conditions'
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Rolling Bay Mercantile Bldg.
11254 Sunrise Drive
Bainbridge lsland, WA 98110
FAX: (206)842-3797
DATE DFILLEDNov- 2.2000
ELEVATION (FT)
95-112 +l-
FIGURE A-3 SH
1
OF
1
PROJECT NO
00855-5* 11ffi;"rnicsinc.'7 MB BUS: (206) 842'6073
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BORING LOG B-4 This log applies only to boring location at the lime ol dtilling. Subsudace conditions may dillet at other
tocatiois ahd nay also chande over time. This log is a sinlplilied interpretation of the a;lual conditions.
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Rolling Bay Mercantile Bldg.
11254 Sunrise Drive
Bainbridge lsland, WA 98110
FAX: (206) 842-3797
DATE DRILLEDNov,2- 2OOO
ELEVATION (FT)
bb +/-
FIGURE A-4 SH
1
OF
1
PFOJECT NO
00855-5
F Street lmprovements Project
Port Townsend, Washington
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DESCRIPTION
S-inches Asphalt Concrete Pavement (ACP) - easily penetrated, aver
brown, Gravelly Silty SAND (cuttings)
Gravelly SAND; medium dense, brown, slightly moist, trace silt
grades to Very Sandy GRAVEL; dense, gray brown, moist, trace silt
grades to Sandy Fine GRAVEL; dense, gray brown, slightly moist, trace silt
no sampler recovery, grab sample obtained from cuttings (S-4)
Sandy Fine GRAVEL; brown, moist
15
20
51
41
46
36
2 GS
s-1
s-2
s-3
s-4
26
28
21
6I
12
7
14
21
11
14
15
tL f,tgers
lf Eiodgnamics inc.
'7 MB BUS: (206) 842-607s
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BORING LOG B-5 This too apDlies onlv to botino tocation at the time ol driling. Subsudac€ conditions may dilfer at..olher
ioiatiois 'ahd nay also chanje over tine. This log is a simplitied inleqratalion ot the actuat conotttons.
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Rolling Bay Mercantile Bldg.
11254 Sunrise Drive
Bainbridge lsland, WA 98110
Ff,X: (206) 842-3797
DATE DRILLEDNov- 3- 2O0O
ELEVATION (FT)
22 +l-
norrr A_s SH
1
OF
1
PROJECT NO
00855-5
J
F Street lmprovements Proiect
Port Townsend, Washington
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Fine SAND; Ioose, brown, moist, trace silt, trace gravel and coarse sand
(USDA Classification: SAND)
Verv Sandv GRAVEL; dense, gray brown, slightly moist, trace silt
USDA Ctassification: Sandy GRAVEL)
becomes very dense, gray, slightly moist, trace silt
becomes slightlY moist, trace silt
DESCRIPTION
Turt Grass/TOPSOIL over
10
15
20
GS
GS
3
2
s-1
s-2
s-3
s-4
13
24
29
2S
5
6
4
3
2
2
3
5
10
17
17
20
Bottom of Boring at 10 foot dePth
Groundwater Level 12/5/00: dry
17
12
7
2
* Itlor:l=.'-mics inc-
'7 MB BUS: (206) 842-607s
I,f'rI'ltL,f:kE'EHEEE OEg\IJ@rrnItIIIJrl* gr4c +R5'I3;'*R€55l\) - =--:* SE Fo F3$=b 3.(otD@d-: (ooDEPTH, FTELEVATIONSAMPLESBLOWS/6'ERSs:sS.SdN *.=gs;^ =.b(/i=.2A:F*dsart.>RBB5;eHSRSve\$*sof,si=o'Jocl)Q-= FG.r:J*Ost<-*.R:-_,o gtsdo€o-{$:S'H.E(D<s.98.oN$q56\=ts,\}*s93os5a-Q€d,=! !)\aoIFa_of,v,JDQN=Bdsv,G.=-f,oG.!*QO.tsRBq(D :JdEeQo-ilq\bUJ\ai:5s\=(nzUeo5(/)JDQN\scisqG.\=lo6'too(tFO(D sisISEEq*=ig c,)Sq=osNZ59-\ Q-\ogFUsdd$s=(')\q€o{I=!f,EAf,bd8d;Nq)EI+oJ-oci:.oSOeEoRQS.$so>A${9qs3fo!-PosQi(/)OrPq.o-e€a$-{oJtri6*.r trtci mt(/)po9:E-o(,){€6.+z=U)q)=\aaF;:l(noirsNc)Fio6'.Tl8s--FIO-{Oo- r+R=-Jfr3F5-<Jsqa=5a-a=!F_d.YO-rO+OBSERVATIONWELLMOISTUBECONTENT %OTHER TESTSf\)(Jl5N) CDooOv)ooh Cr)G)U)5(o5(oata6@u)io 6 <'$!, l^tu(tt\)J otp::G)luolu <(ootolUJJJo (t co ct)lElJJJoco-.lA(Jtoboo5otro=Qq){oI{*l=6oo_(bb(}rN)oJITDoEzoFoowICDR=j!i d'$c--S*AEQeEk--8e$qEG=oEg-o556EsFd'=.s-8*-obg6=€9a-!aa. b.€*ooGoo'550e.*Fi3iEc3e':d6'Cddc,{1TC'-:o1rof,10i.tNoom-r{6za4N)5+i!otmICDo-oa!Togmo{zooooOr(JtI('r
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BORING LOG 8.7 This too aoDlies onlv to botino location at the time ol dtitling. Subsurfacs condilio-ns may dillat at..other
iocatiois 'aha nay also chanie over time, This log is a simplilied intepretalion ot tne actuat condnons.
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.J Rolling Bay Mercantile Bldg.
11254 Sunrise Drive
Bainbridge lsland, WA 98110
FAX: (206) 842-3797
OATE DRILLEDNov- 2- 2OO0
ELEVATION (FI)
27 +l-
FIGUBE A-7 SH
1
OF
1
PROJECT NO
00855-5
I
I
F Street lmprovements Proiect
Port Townsend, Washington
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stiff,brodark fewmediumtostiffmoist,WD,
DESCRIPTION
Grasses/TOPSOIL
5
Gravetty SAND; loose, brown, m9i9!,lrpce organics, trace silt
(TJSDA- Classification: G ravelly SAND)
Verv Sandv CLAY; hard, brown, moist, trace organics, thickly laminated at 40
de{rees t6 horizontal (USDA Classification: LOAM)
Gravelty Slightly Silty SAND; dense, gray brown, moist
grading to Stightty Sandy SILT;very stiff, gray brown, moist
SAND at base of samPler
10
15
20
12
12
3 GS
GS,
AL
17
12
22
7
a
s-1
b
s-2
s-3
s-4
3
4
4
5
4
12
20
22
12
14
18
23
6
12
14
24
Bottom of Boring at 10 foot dePth
Groundwater Level 12/5/00: dry
--l
* ltlffifl-micsinc.
'7 MB BUS: (206) B4z-607s
I
BORING LOG 8.8 This loo aDDlies onlv to botino location al the time of drillins. Subsuiace condilions may diller at other
tocatiohs 'ahd may atso chanie over time. This log is a sinplilied interpretation ol the actual conditions.
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Biodgnamics inc.
BUS: (206) 842-6073
Rolling Bay Mercantile Bldg.
11254 Sunrise Drive
Bainbridge lsland, WA 98110
FAX: (206) 842-3797
DATE DRILLEDNov 2- ?OOO
ELEVATION (FT)
14 +l-
FIGURE A-8 SH
1
OF
1
PROJECT NO
00855-5
E
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F Street lrnprovements Project
Port Townsend, Washin gton
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/ura,oo
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:EFoDESCRIPTION
3-inches Asphalt Concrete Pavement (ACP) - easily penetrated, over
FILL: Slightly Gravelly Slightly Silty SAND;loose, brown, moist
I
4
1
-6
a
s-1
b
a
s-2
b
a
s-3
b
s-4
b
4
4
2
2
3
1
7
14
4250/z',
4
24
22
12
18
14
Slightly Sandy Gravelly SILT medium stiff, dark brown to black, moist, with trace
organic fragments and debris (HISTORIC TOPSOIL)
grades to Sandy SILT; soft
Silty SAND; loose, dark brown, moist, trace gravel, trace roots, thin dark brown
interbeds with trace organics
grades to Stightly ]itty!,," S4!9:,"!,ut d"n:::_go! 9_"n,t:t ATD V
Very Silty Fine SAND; medium dense, gray green to brown, moist, trace
clay, tra6e fine roots, stained and mottled, Gravelly SAND in bottom of
sampler
no recovery
5
t
10 T
Bottom of Boring at 10-1/2 foot depth
15
20
r-.
tlrrrIatLt-EoEzol-oowt(0$*Ea'faig-6,9o3a3R€,6eE-s3dssd6=s--d--o$goSs-s'bYFqqb.s*60Go=oo5s.3:d:!Eia8$dPFs*t!HHFc,Fq;ittAJEg^-.r JwrtnUtIIIJn* B:dc dR='6 3o?,$ E=.9* SE F= -49$€6 =.(oC!@d+(oootnEz-of;soS.,NooomrmE5za-lt\){+>DEPTH, FTELEVATIONSAMPLESBLOWS/6"eoooao:.aS)(o{No'oao'b5oo'(/)ooa)(oI{tu\d-oCn AC,)3 b,o-.a bl= \s<g Rsfigs1-- cJY$<d 6'G)q nN3 r5:l $'<v)o S(.rJ- \bS cDZ.qi !u:s z:5 sQI9\:o-3(Do:E$aqi\oci€3o6'a(d'oNox.-(/)(d'\=CDS)\qoC,)O)\acnt--il(ttSTsciE:{o6'sooo3o(/)5a{o6'ec/)Uo!)CI'a.=to!)oIC,)q)f,\a|-o!Psxol-.o1.3e$(o.B==ooi(D\=(/)\q66Y(/)qCDaUoov,JDo.$*o-dEio6'j*^OYmdU,(')()6'7(e* T'o{q6szzgCnt(D.Tl8e--rr+ o-{Oo'r+R=-JE:)-J-o.b<3ffea=50II5!9AYoJO+odcfa-Eq)o\r-oo{Nao-Pa-aOBSERVATIONWELLMOISTURECONTENT %OTHER TESTS-.t5O)ooo(r) o--tN){t\)t\)@u)5('5cnN)9)a)(nro-(n(np r-.IO)Cl)Yo too)('G)J5(Ioot\)o3octmI(0o7oT!t0omo{zooo@('r(,rI(Jr
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I
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I
BORING LOG B-11 This loo aDDlles onlv to botino tocation at the lime ol dtitting. Subsuiace conditions may dilfet at..olher
iociidi{^ha na| 6tso chande ovet time. This log is a sinpliliad inteprctation ol the actual conditbns.
1
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Rolling Bay Mercantile Bldg.
11254 Sunrise Drive
Bainbridge lsland, WA 98110
FAX: (206) 842-37e7
DATE DFILLEDNov. 3.2000
ELEVATION (FT)
25 +l-
nnrrtr_11 SH
1
OF
1
PROJECT NO
00855-5
F Street lmprovements Proiect
Port Townsend, Washington
oFa
IJJ
Gul
!Fo
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GUJJaJ!ouJo=
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iEoo
=c)
aul
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=a
-@
a
=o
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l-lr
Fo-ulcl
zo
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lrJ
UJ
F\L|JTOPSOIL: S1LT very stiff, black, moist, trace sand, charcoal and metal
fragments
becomes Slightly SandY
(USDA CtasEifiiation: Sitt LOAM)
DESCRIPTION
Grass
5 Sliqhttv Sittv Gravetlv SAND; dense, brown, moist
U"SOA Ctassificatioh: G ravelly SAN D)
v ellyM e d i y m ;9 A t l2; v B ry lglpS, b!cv/-n, v gry m o i st t o w et
Stiqhtlv Sandv Clavev SILT; hard, brown, slightly moist
U"SoA Ctasiificatioi: Silt L2AM)
recoVdry, SdmBlerdrifing on cobb|e
GRAVEL and COBBLES (cuttings), grab sample (S-4)
ATDto
Gra
Sandy
no recovery, drill to 10 foot dePth
't0
15
20
18
19
5
GS
(,D
GS
15
10
20
5
s-1
s-2
s-3
s-4
a
a
b
b
36
40
17
50/6',
o
17
20
29
7
I
10
1'7
Bottom of Boring at 10 foot dePth
Groundwater Level 12/5/00: dry
* Itl"":'f'"mics inc.
'7 MB BUS:(206) B4z-607s
F Street lmprovements Project
Port Townsend, Washi ngton
zotr
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=(oa
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lr
Fo
Lrlo DESCRIPTION
4-inches Asphalt Concrete Pavement (ACP) - easily penetrated, over
FILL: Slightly Gravely SAND; loose, dark brown to brown, moist
TOPSOIL: Slightly Gravelly Slightly Sandy SILT stiff, dark brown to black, moist,
fine organics
5
grades to Gravelly SAND; medium dense, brawn, moist
Slightly Gravelly Sandy SILT very stiff, gray green to brown, moist, mottled
Fine SAND;loose, brown, moist
10
15
20
4
b
15
ssl
28L
2sL
18L
s-2
a
s-3
b
s-4
a
s-1
b
2
J
6
4
4
4
61
o
6't0
Bottom of Boring at 10 foot depth
I
I BORING LOG B'12 i:;:rgfl::t'1";:i'!,:g'"fr:;xg;":#i"ii,-#'n|!fs"LT't:i$i,,i:if;,gfr,nf:,ilfl"L?E{x,,";ril;;,iil"{
l
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Rolling Bay Mercantile Bldg.
11254 Sunrise Drive
Bainbridge lsland, WA 98110
FAX:(206) 842-3797
OATE DBILLEDNov- 2- 2OOO
ELEVATTON (Fr)
38-112 +l-
,,ourh-12 SH
1
OF
1
PROJECT NO
00855-5
lr Muersaf Erlougna,,,rcs rrr..'7 MB BUS: (206) B4z-607s
1
I BORING LOG B-1 3 This,log applies only,to boring localion at the time ol dtiiling. Subsudace conditions may dilfer at othertocauons and may also change over time. This log is a simiptilied interpretation or 6e a,liij i6iiit-iiil
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Biodgnamics inc.
BUS: (206) 842-6023
F.o..|lin gFaV Mercantile Btd g.
11254 Sunrise Drive
Bainbridge lsland, WA 99110
FAX; (206) 842-3792
FIGUREA-13 SH
1
OF
1
PFOJECT NO
00855-5I
F Street lmprovements project
Port Townsend, Washingtbnll.
Fo-
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ccttJ
IFoDESCRIPTION
3--l/2-inches Asphatt concrete pavement (ACp) - easily penetrated, overFILL: Gravely Sitty SA:ND @ittiigij' - " "
TOPSOIL:FineSlightlyGravelly mediumsituSAND;darkdense,brown,moist,organics
5
Slightly Silty Fine SAND; medium dense, brown, moist, trace gravel
Very Silty Fine SAND;very dense, gray, moist
rough drilling
grades to slightly Gravetty stighily sitty Fine sAND; very dense, gray, moist
grades to Silty Fine SAND; trace coarse sand and fine gravel10
15
20
82
77
72
67
a
s-1
b
s-2
s-3
s-4
42
50/3"
50/5"
7
7
7
6
10
4
DATE
ELEVATIONr-.
F Streel00855-5.
,December l-5,2000
Appendix B
APPENDD(B'
I,ABOR"ATORT TESTING
./Laboratory testing was performeil on selected site'soil samples to evaluate index properties and
proyid.e ^ .orretution with geotechnical engineering parameters. - Laboratory tgsts were
p"tiorm"d on disturbed soil samples collected from boring_ explorations. The laboratory
iesting performed and procedures followed are presented below. Tests werd conducted in
g"nurul u."ordance witlr- the American Society of Testing and Materials (ASTM) standard test
procedures. ' '
SOIL CI"ASSIFICATTQN
Soil samples coiiected aririrrg the exploration proglam were.visualiy classifi'ed in th.e fieid'
Field visual classification o? soils was conducted in general accofdance with ASTM D-2488
"standard. Practice for Description and Identification of Soils (Visual-Manual ' Procedu,.re)"
rind the Kpy to Soil Exploration Lbgs presented in Appendix A. Field log Soil classifications
were updated. as,necbssary based on the results of the leboratory testing. 'Laboratory soil
classitrc-ations and descriptions were in general accordance with ASTM standards. In
Crddition,.soils within the pioposed,infiltration areas were also classified in accordance with
USDA soil textural criteria. ift" USOA description is shown in parenthesis on the infiltration
area boring logs. \ ' ,
MOTSTURE COI.{TIINT (MC)
Moisture content deterrninatidns ul'ere performed on site sojl sampies in general accordance
with ASTM D-22L$. The results'of these tests are presented on the boring logs. 1 '
I
cR"crN sI7.E ANALYSnS (GS)
Grain size analyses were performed on seleqted site soil samplds to cletermine glain size
distribution. The selected samples are indicated on the applicabl.e exploration 1ogs. Sieve
dnalysis of particles greaterthanthe U.S. No. 200mesh sieve size were performe{. The te-sts
were conducted in general 'accordance with ASTItf D-422.' Grain size 'analyses 'were blso
perforrned for particles sqaller than the U.S. No. 200 sieve using the hydrometer method. the
results of the grain size analyses are shbw-n in this'appendix ori Fi.gures B-l through 8-'6.
ATTERBERG.'LilruTS (AL)
Atterbere Lirrrits were .determined lbr a selectcd sample of fine grained cohesive soil
"ti.o""iJ*ud ih the exploratiohs. The tests were performed in general aciordance with AS'IM
D-43L8 to aid in classificatiofr and correlation with engineering'parameters of the soiis'
Results of the Atterberg Limits test are shown in this appendix on Figure B-7.
I
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Myers Biodynamics, Inc.
PL LLAASHTO% CLAY USCSo/o SILTo/o GRAVEL % SAND% COBBLES
SM14.0 55.9o
GW43.6tr52.5
SP-SM94.9A
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PARTICLE SIZE DISTRIBUTION TEST REPORT
N AQ
100
90
80
70
t
2uotr
L2Eo
uJ
C)
ffioo(L
30
20
10
0
100 o
GRAIN SIZE. MM
SIEVE
inches
PERCENT FINER
c)tr A
.75
.50
.315
100.0
97.7
94.2
100.0
86.3
73.3
X GRAIN SIZE
Doo
Dso
Dro
0.310 6.94
1.81
0.312
0.367
0.252
0.146XCOEFFICIENTS
cc
cu
t.52
22.21
1.18
2.51
SIEVE
number
size
PERCENT FINER
c)tr A
H4
#10
tt20
H40
#60
# 140
H200
86.0
79.5
74.2
66.6
55.0
37.0
30.1
47.5
3t.3
20.7
13.0
8,2
4.6
3.9
100.0
99.8
97.3
71.1
29.5
7.1
5.1
c) Silty sand
U Well-graded gravel with sand
A Poorly graded sand with silt
REMARKS:
o Classification based on grainsize only
tr Classification based on grainsize only
A Classification based on grainsize only
o Source: B-1
D Source: B-4
n Source: B-5
SampleNo.:S-2b
SampieNo.: S-2
SampleNo.: S-2
Elev./Depth; 5.5-6
Elev.lDepth: 5-6.5
Elev./Depth:4-6
Client: Myers Bioclynamios ino.
Project: FS 00855-5
J-1366
SOIL TECHNOLOGY, INC.
Figure B-1
7o COBBLES o/o GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL
C)49.9 46.7 GP!38.4 57.7 SP
A 32.7 60.4 SP-SM
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PARTICLE SIZE DISTRIBUTION TES]" REPORT
itri q *
100
90
80
70
E.
9uotr
Lz50uIo
ffioo(L
30
20
10
0
00 0.1
GRAIN SIZE - mm
SIEVE
inches
size
PERCENT FINER
c)tr A
1.5
1
.75
.50
.37s
100.0
80.9
13.4
100.0
86.3
81.5
81.5
74.3
100.0
94.8
91.6
81.7
X GRAIN SIZE
Doo
Deo
Dro
6.39
0.941
0.294
4.35
i.05
0.301
3.02
0.595
0.15iXCOEFFICIENTS
c^
cu
0.47
2t.76
0.85
14.45
0.78
20.04
SIEVE
number
PERCENT FINER
O tr A
#4#t0
#20
#40
#60
#140
#200
50.1
38.3
28.4
15.6
8.2
4.2
3.4
6t.6
43.9
25.7
14.0
8.4
4.7
3.9
67.3
52.4
35.9
24.5
15. s
8.0
6.9
Cr Poorly graded gravel with sand
I Poorly graded sand with gravel
A Poorly graded sand with silt and gravel
REMARKS:
Cr Classificatiou based on grainsize only
D Classilication based on grainsize only
A Classificalion based on grainsize only
o Source: B-5
D Source: B-6
n Source: El-6
Sample No.: S-3
Sample No.: S-2b
SampleNo.: S-4a
Elev./Depth:6-8
Elev.lDepth: 5.5-6.5
Elev./Depth: 8.5-10.5
SOIL TEGHNOLOGY, INC.
Client: Myers Biodynamics lnc.
Project: FS 00855-5
.Project No.; J-1366 Plate 2
Figure B-2
Il
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PARTICLE SIZE DISTRIBUTION TEST REPORT
q e
100
90
80
70
t
2uotr
L250
TUo
fft oo(L
30
20
10
0 200 100 0.1
GRAIN SIZE - MM
o/o COBBLES % GRAVEL % SAND o/o SILT % CLAY USCS AASHTO PL LL
c)47.1 45.8 ML
54.9 SP-SM
A 11.6 78.2 SP
SIEVE
inches
size
PERCENT FINER
C)tr A
1
.75
.5
.37s
86.1
77.7
100.0
92.5
90.2
87.3
X GRAIN SIZE
Doo
Dgo
Dro
0.0072
0.0029
4.71
0.889
0.243
0.745
0.362
0.210XCOEFFICIENTS
cc
cu
0.69
19,40
0.84
3.55
SIEVE
number
size
PERCENT FINER
c)!A
#4
#10
#20
#40
#60
#140
#200 92.9
60.2
42.1
29.3
18.0
10.3
6.3
5.3
82.4
7 5.5
oJ. /
31.7
14.5
5.0
4.2
SOIL DESCRIPTION
c) silt
n Poorly graded sand with silt and gravel
A Poorly graded sand with gravel
c) Classification based on grainsize only.
! Classification based on grainsize only
A Classilicafion based otr grainsize only
cr Source: 8-6
! Source: B_6a
n Source: B-7
Sample No.: S-4b
Sample No.: S-1
Sample No.: S-lb
Elev.lDepth: 8.5-10.0
Elev.lDepth: 2.5-4.5
Eiev./Depth: 2.5-4
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Client: Myers Biodynamics inc.
Project: FS 00855-5
JJ-1366
Figure B-3
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PARTICLE SIZE DISTRIBUTION TEST REPORT
-,(!oo
s**+
100
90
BO
70
E.
2uo
tL
L250
tUo
ffro(L
30
20
10
0
1
GRAIN SIZE - mM
% COBBLES o/o GRAVEL % SAND o/o SILT o/o CLAY USCS AASHTO PL LL
o 42.2 24.6 CL 23 43
n 6.3 69.4 SM
A 32.6 55.2 SM
SIEVE
inches
PERCENT FINER
C)tr A
.75
.5
.375
100.0
98.3
100.0
96.3
86.2
X GRAIN SIZE
Doo
Dgo
Dto
0.0529
0.0072
0.384
0.174
3.53
0.480
X COEFFICIENTS
cc
cu
SIEVE
number
PERCENT FINER
o tr A
#4
#10
#20
#40
#60
#140
#200 66.9
93.7
89.6
81.2
64.5
39.5
26.0
24.3
67.4
47.0
36.6
28.4
21.2
13.8
12.2
ct Sandy lean clay
D Silty sand
A Silty sand with gravel
REMARKS:
C)
D Classification based on graainsize only
A Classification based on grainsze only
o Source: B-7
n Source: B-9
n Source: B-9
Sample No.: S-2
SampleNo.: S-2a
Sample No.: S-3
Elev./Depth:4-6
Elev.lDepth:4-5
Elev.lDepth:6-7
Ll
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Project: FS 00855-5
4
SOIL TECHNOLOGY, INC.
No.: I-1366
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PARTICLE SIZE DISTRIBUTION TEST REPORT
,Eq c! e9
100
90
80
70
tr
2uo
LL
L2so
LrJo
ffioo(L
30
20
10
0
1 1 1
GRAIN SIZE - mm
o/o COBBLES % GRAVEL % SAND 06 SILT % CLAY USCS AASHTO PL LL
c)15.3 60.5 SM
34.5 48.9 SM
A 52.6 28.7
SIEVE
inches
siTe
PERCENT FINER
C)tr A
1
.75
.50
.375
100.0
99.0
95.0
100.0
90.5
82.5
77.5
X GRAIN SIZE
Doo
Deo
Dto
0.654
0.166
2.80
0.289
0.0119
0.0052
X COEFFICIENTS
cc
cu
SIEVE
number
PERCENT FINER
o !A
#4
#10
#20
#40
#60
#140
#200
84.7
75.8
64.5
50.6
36.5
26.4
24.2
65.5
57.6
50.5
39.4
26.8
18.3
16.6 81 .3
SOIL DESCRIPTION
O Silty sand with gravel
tr Silty saud with gravel
A
REMARKSI
c) Classification based on grainsize only
E Classificalion based on grainsize only
A
o Source: B-10
n Source: B-10
n Source: B-10
Sample No.: S-1
Sample No.: S-2
Sample No.: S-3
Eiev./Depth:2-4
Elev.lDepth:4-6
Elev./Depth: 6-7.5
Client: Myers Biodynamics Inc.
Project: FS 00855-5
5
SOIL TECHNOLOGY, ING.
I-1366
il
Figure B-5
I
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PARTICLE SIZE DISTRIBUTION TEST REPORT
.E
ccSc; A: ;q
100
90
80
70
M
2uotr
L250lilo
ffioo(L
30
20
10
0
0.001
GRAIN SIZE. MM
o/o COBBLES o/o GRAVEL o/o SAND o/o SILT % CLAY USCS AASHTO PL LL
o 21.1 71.8 SW-SM
63. I 26.1 ML
SIEVE
inches
_size_
.75
.50
.375
PERCENT FINER
C)tr
100.0
95.5
87.9
X GRAIN SIZE
Doo
Deo
Dto
1.46
0.568
0.158
0.0153
0.006i
0.0022
COEFFICIENTS
cc
cu
1.40
9.26
1.13
6.95
SIEVE
number
size
PERCENT FINER
o n
#
#
#4
#10
#20
lt40
#60
i40
200
18.9
67.1
44.0
21.6
13,6
8.1
7.1 89.2
SOIL DESCRIPTION
O Well-graded sand widr silt and gravel
tr silt
REMARKS:
C) Classification based on grainsize only
tr Classification based on grainsize only
o Source: B-11
n Sowce: B-11
SampleNo.: S-2
Sample No.: S-3b
Elev./Depth:4-6
Elev.lDepth: 6.5-8.0
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SOIL TECHNO!.OGY, INIC.
Client: Myers Biodynamics Inc.
Project: FS 00855-5
Plate 6Proiect No.: J-1366
Figure 8-6
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Project : Myers Biodynomics lnc. FS 00855-5
Project No. : J-1366
Locotion :
Dcte : Tue Nov 14 2000Soil Technology, lnc.
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o
CL-ML
MH or 0H
ML or 0L
PLASTICITY CHART
10
43 23 lU
0 70 80 90 100 110010203040
BO
70
60
-LL
>< 50LI-z.
>_ 40FOF?30.Jo_
20
50 60
LIQUID LIMIT, LL
Soil Clossificotion
(CL) Sondy leon cloy
Wcter
Content
Liquid
Limit
Plostic
Limit
Plosiicity
lndex
SomPle
Symbol Number
o B-7 S-2 12
!
I
.
Figure B-7