HomeMy WebLinkAbout1993.05.21 - Geotechnical Design Report for Blue Heron School- -, ".. " ^..',......, e*;'*q* i-,4i&,:d,
r_"
(\
Mgers
Biodgnamicsi inc.
-rnv[onnental
engineets &
Port Townsend School District No. 50
Heery International
450 Fir Street
Lincoln Building
Port Townsend, Washington 98368
Myers Biodynamics, Inc.
600 Winslow Way East Suite 235
Bainbridge Island, Washington 98110
May 21, 1993
Project No. 93386-5
GEOTECHNICAL DESIGN.REPORT
Port Townsend School Distoict
PnoposedMiddle School Site (Site B)
Prepared for:
EXHIBIT
Prepared By:
(
Middle School93386-6
May 21, 19b3
(
TABLE OF COI{IShITS
INTBODUCTTON ..............
INFORMATION REVIEW... r......,;
PROJECT DESCRIPTION......
SITE DESCRIPTION. ....:......... .......;................:...
GEOLOGICALLY SENSITTVE ANEA,S. . . .
Liquefaction
MAPPING REVIEW.
GENERALIZED SUBSURFACE CONDITIONS.... ......J
1
1
2
2
3
3
3
4
Fill ..
Tonsoil
Orrf.urqch
Laeustrine
Groundwater
INFILTRATION TEST RESULTS
GEO"ECHNICAL ENGINEERING BECOMMENDATIONS..... ...........8
Site Preopration and Grading
Sf.rrrcf.rrrql F ill
Site Soil Suitahilitv as Struchrral FillCut nnd Fill Slones. ...........,
Foundation Sunnort
Slah-On-Grsde Floors
Drainage Considerations ..
Subgrad e .Wall s.
Lateral Resistanee
Pavement Considerntions ........
General Erosion Control Considerations
RECOMMENDATIONS FOR ADDITIONAL SERVICES..
CLOSURE
APPENDD( A - FIELD EXPLORATION PROGRAM
APPENDIX B - LABORATORY TESTING
APPENDIX C . INFILTRATION TESTING
4
5
5
5
6
6
8
10
11n
12a
ut
L4
L4
14
15
15
16
Myers Biodynamics, Inc.3
. ......... 4"-bii.6in!i-5itu!rni;/,
CMiddle School93386-5
May 21, 1993
page 1 of 16
INTRODUCTION
This report presents the results of the geotechnical investigations and design recommendations
for the Port Townsend School District Proposed Middle School Site (Site B). The site is located offofSan Juan Avenue in Port Townsend, Washington. The purpose of our work was to obtain'subsurface information, perform field and laboratory testing, arid develop a geotechnical
engineering design report for the project site.
Our understanding of the project was based on infbrmation provided to us and through discussionswith the P-ort Townsend School District project coordinator. The geotechnical scope oi wor.k for thisproject was conducted'in general accordance with our proposal dated March 24, tggg and theAgreement For Consultant Services dated April 1,' 1993. The scope of work included, review ofreadily available information, site reconnaissance,' subsurface explorations and infiltrationtesting sample collection and laboratory testing, geotechnical analyses, and preparation of thisreport. Results of the exploration program, laboratory, and infiltration testing are presented inAppendicesdBandC.
.T INFORMATION REVIEW
Readily available information was collected and reviewed for evaluation of the project site.Information review included the following items:
. o Port Townsend Environmentally Sensitive Areas Ordinance, Number 2319.
. Soil Survey of Jeffersori County Area, Washington (U.S. Department of Agriculture Soil
Conservation Service, 19?S).
' Port Townsend North Quadrangle, Washington-Jefferson Co., 7.5 minute Series(Topographic), U.S. Geological Survey, 19b3, photo revised 1981.
' Unconsolidated Deposits of Port Townsend 30 by 60 Minute Quadrangle, Puget Sound
Region, Washington (U.S. Geological Survey Map I-1198-D, 1986)..
' Bedrock Geologic Map of Port Townsend 30 by 60 Minute Quadrangle, Puget Sound,Washington, (U.S. Geological Survey Map, I-1199-G, lggg).
' Site Survey For Port Townsend School District No. 50, Proposed Middle School Site B,
Clark Land Oftice, May 6, 1gg3. (Topography)
,
Topographic Aerial Survey of 19?5, City of Port Townsend, Jefferson County, Washington,
Northeast V4, Section 3 and South east 7J4 Section 34, Township 30 North, Range 1 West.
. Test Hole Logs (conducted by others), Ap;il 18, 1986.
Aerial photography provided by project coordinator (date unknown).a
Myers Biodynamics, Inc.
. ..,.i: 4
.- -., ^.-.,-.,....A"..\,.a&'triiriildr;{a;are.
Middle School93386-5
May 21, 1993
page 2 of 16
PROJECT DESCRIPTION
The project site is approximately 34 acres in size and is located west of San Juan Avenue in Port
Townsend, Washington. The project Viciirity Map is presented on Figure 1. The site is boundecl
on the east by San Juan Avenue and on the northeast by a cemetery. The north, south, and west side
of the site is bordered by private property consisting of residential and pastute land. A wetland
area is located in the west central portion of the site as indicated on the Site and Exploration PIan,
Figure 2.
The propo5ed project development consists of the construction of a new middle school facility rvhich
includes a single story structure, an access road off of San Juan Avenue, parking areas,.
recreational fields, and stormwater control facilities. At the time of our work, the location and'extent of proposed facilities was not determined. However, a prelimlnary project site plan
provided to our office indicates the south end of the site will be utilized for athletic fields. The east- .
central portion of the site will be the location of the proposed structure. The access drive andparking areas will be located along the east side of the site adjacent to San Juan Avenue. The
north end of the site may be utilized for athletic fields and parking, although probably not as a part
of this project. We understand that no development is proposed within the existing site wetland.
A preliminary grading plan provided to us indicates the general proposed grades for the project
development features. The proposed structure will likely be constructed with a finished floor
elevation of approxim ahely 24 feet. Site grades for proposed athletic fields within the south end of
the site will be approximately 24 to 28 feet. Column loads for the structure are not known at the time
of our report. However, we understand that the proposed structure will be single story and that
loads will be relatively light.
SITE DESCRIPTION
The site consists of gently rolling topography with a relatively level wetland area located in the
west-central portion ofthe site. The general site topography and wetland area are presented on the
Site and Exploration Plan, Figure 2.
IVlaximum site elevations ar.e about 35 feet in the northeast portion of the site and at the top of thd
knoll in the east-central portion of the site. Broad, relatively level topography extends east io west
across the center of the site as shown on Figure 2. The central and western portion of this broad
area contains the wetland. At the time of our site observations in March and April 1993, standing
surface water was present, within the wetlands. Topography within the wetland area and
surrounding area is rblatively level with elevations ranging fiom 14 to 1? feet. Topography
indicates no surface water outlet for the wetland. A closed topographic depression also exists at the
southeast corner of the site with a low elevation of approximately 1? to 18 feet.
The east-central area of the site directly $'est of San Juan Avenue and south of the cemetery has
been recently filled. Historic topography (1975) indicates pre-fill ground surface elevations in the
recent fill area of 20 to 22 feet which sloped gently west into the existing wetland. Maximum fill
heights of about 4 feet have been placed within this area. Current ground surface elevations in the
recent fill area are 24 to 25 feet. Existing stockpiles of recent, end-dumped fill and debris are
located at the west end of the recent fill.
Several large topographic knolls located in the north-central and northwest portion of the site
reflect stockpiles of sod (see Figure 2). It is reported that this sod was stripped from the site and
Myers Biodynamica, Inc.
Middle School93386-5
May 21, 1993
page 3 of 16
stockpiled prior to the recent fill placement described above. Debris from a former residence on
the site was also observed at the north end of the site at the time of our field investigations.
GEOLOGICALLY SENSITryE AREAS
The Port Townsend Environmentally Sensitive Areas Ordinance defines and outlines
development requirements for geologically hazardous areas. Geologically hazardous areas
include erosion hazard areas, sensitive slope and pdtential mass movement areas, steep slopes (>
407o), stream.or wave erosion areas, and seismic hazard areas.
Based on the City of Port Townsend map of iieologic Hazards - Soismic (Draft, July 8, 1gg2), aportion of the project site is mapped as an area of high to extreme seismic hazard. The area shown
on the mapping is'in the west-central and northwest portion of the site (wetland area). No
development is planned.in the wetland area. However, recent site fill on the site could also be
considered a seismic risk under the Ordinance due to the loose nature and potential for settlement
induced by ground shaking during a seismic event. The proposed Middle School Structure will be
located in the fill area.
Due to other geotechnical considerations including foundation support and differenlial settlement
concerns, design recommendations w.ill preclude the use of existing fill soils for support of thestructure. The Geotechnical Engineering Recommendations section of the report presents
recommendations for support of the proposed structure on compacted structural fill or on firm
native site soils.
Liouefaction
A sudden loss of soil strength can occur during an earthquake and lead to the loss of foundation
support for a structure, large settlements, slope failures, soil flows, or large lateral soilmovements. Th. process leading.to this loss of soil strength is termed soil liquefaction.
Liquefaction is primarily associated with relatively loose, saturated, cohesionless (granular)
soi I s.
The project site contains areas of relatively loose, cohesionless soils as described in the
Generalized Subsurface Conditions section of the report. However, no groundwater or evidence of
a groundwater. table within the granular soils *"r obr.*ed in the d.pth of the site explorations.
Thus, the observed site conditions indicate liquefaction ivould not occur on the project site within
the depth of the site explorations. In addition, the majority.of loose site soils will either be
o<cavated as a part of site grading or will be overexcavated and replaced by compacted soils within
the area of the proposed middle school structure.
MAPPING REVIEW
U.S. Geological Srirvey geologic mapping reviewed for the project shows glacial soil deposits in the
project site area. Mapping indicates primarily glacial till soils (very dense mixture of gravel,
sand, silt, and clay) but other deposits of granular soils or fine grained soils are possible. The
northeast corner of the site is mapped as coarse grained, granular soils (sand and gravel). Site
explorations inilicate glacial till is not generally located within the depth of the explorations.
However, granular soils are.located within the northeast corner of the site as indicated on geologicmapping.
t
Myers Biodynamics, Inc.
-.*, -.r,,6;{Bi:.d...;.riaL68t*r'
C
Middle School93386-5
May 21, 1993
.page 4 of 16
Soil Conservation Service (SCS) soils mapping indicates two soil types within the site: Agnerv Si,lt
Loam and San Juan Gravelly Sandy Loam. The Agnew soil is mapped primarily within the siiewetland and was formed in valley areas formerly occupied by shallow glacial lakes (Lacustrine
soil). The San Juan soil is mapped on the remainder of the site and was formed in areas of glacial
drift and outwash plains (Outwash soil). Site explorations generally confirm these two soiftypes
on the project site. However, the aerial extent of.the Lacustrine soil is much greater than that
mapped by SCS. SCS indicates both soil types have slow runoff and slight erosion potentials.
GENERALIZED SUBSURFACE CONDITIONS
The project site was explored by conducting twenty six test pit explorations, TP-{ through TP-20.
The approximate test pit locations are presented on the Site and'Exploration Plan, Figure 2.
Discussion ofthe field procedures and test pit logs are presented in Appendix A Laboratory testprocedures and results for selected site soil samples are presented in Appendix B. Near-surface
soil permeability conditions were also investigated by performing infiltration tests at fourlocations on the site. Infiltration test locations, IT-1 through IT-4, are shorvn on Figure 2.
Appendix C'presents infiltration test hole logs and test procedures.
Site explorations indicate variable soil conditions across the project site. In general, site.soils can
be classified into four general soil units: Fill, Topsoil, Outwash (sand./sand with gravel), and
Lacustrine (clay) soils.
The Fill soil was recently placed on the site (reportedly within the last !ear). Topsoil formedwithin the surface of the native site soils. The Outwash and Lacustrine soils were deposited byglacial activity. The Lacustrine soils were deposited by calm glacial lakes and subsequently
overridden and consolidated by the weight of glacial ice. Consequently, the clay soils have a verystiff to hard consistency prior to disturbance and when located below the surface zone ofrveathering. Glacial Outwash soils were deposited by melt water flowing arvay from the glacier.
Outwash materials at the site are typically sand or sand with gravel.
The General Site Soils Map, Figure 4, indicates the predominant geologic origin of the site soils'(Lacustrine or Outwash soil deposits) below the Fill and Topsoil units on the project site.
Fill
Fill soils are located within the east-central portion of the site directly west of San Juan Avenue.The recent Fill area could be visually identified at the time of our explorations by evidence of
recent grading, bare ground, and./or sparse vegetation. Fill rvas encountered in test pits TP-1, TP-
2 (trace), TP-4, TP-5, TP-6, and TP-13 at the locations shown on Figure 2. Fill thicknesses ranged
from 3 to 4 feet in test pits TP-1, TP-5, TP-6, and TP-13. Fill was L 1/,2 feet,thick in TP-4 and a trace
amount of fill was observed in TP-2. Subsurface Profile A-A, Figure' 3, generally shows the
extent of Fill across this area of.the site.
Fill soils encountered in the majority of test pits (TP-l, TP-z, TP-4, TP-s, and TP-6) consisted of
loose, silty sand with gravel soils, occasional rubble, and organics. We understand that a
significant' quantity of construction rubble may have been placed within the Fill area although
significant rubble was not encountered in the test pits. Some of the stockpiles of material present at
the edge of the recent fill area were observed to contain construction rubble'(primarily concrete),
vegetation, and other debris. The Fill observed in TP-13 (adjacent to San Juan Avenue) consiste{
Myers Biodynnrnics, Ihc.
C
Middle School93386-5
May 21, 1993
page 5 of 16
primarily of relatively soft, wet, clay soils with a strong sulfur odor. We understand that some
site Fill soils may have come from the excavation for the wastewater treatment plant currently
under construction at the North Beach area of Port Townsend. The wet, clay Fill soils encountered
in TP-13 may have such'an origin. The Fill located in the vicinity of TP-13 was relatively soft
and significant rutting of the soil occurred under the weight of the backhoe which caused
difficulties in backhoe movement.
ToDsoil
Topsoil was observed in all test pits Advanced on the project site. In the recent fill area;Topsoil
was present below the fill. Topsoil ranged from 1 to t U2 feet in thickness in most of the test pit
explorations..several test pit explorations (TP-14, TP-l?, TP-18, TP-24, and TP-25) showed 4 6 I
inches of Topsoil thickness. Topsoil generally consisted of dark brown to black, silty sand with
gravel and organics.
Outwaqh (sand/sand with gravel)
Outwash'soils were generally observed in the north end of the site in the vicinity of test pits TP-14
through TP-17 and TP-19 (see Figure 4). Outwash soils were also generally present in test pits TP-
2, TP-3, TP-8, TP-20, and TP-21 advanced in the topographic knoll on the east side of the site
adjacent to San Juan Avenue.
Outwash soils at the north end of the site typically consisted of loose tci medium dense sand with
gravel soils. Caving of the test pit walls within the upper 2 to 3 feei of the Outwash soils rvas
common.
Outwash soils in the knoll area consisted of loose to medium dense sand rvith gravel and fine to
medium sand. Typically, the fine to medium sand underlay the sand with gravel soils. Caving
was also common in the upper 3 to 6 feet of these Outwash soils.
Within the coarse grained sand with gravel Outwash soils, chunks and lenses of hard clay rvere
encountered. These clay soils were observed to occur randomly within the Outwash soils and the
surface of the clay was highly irregular. At times within some of the test pits, the clay dominated
the soil exposed on the test pits walls.
Lacustrine (clad
Lacustrine soils apfear to cover the majority of the project site. They dominate the southern portion
of the site (TP-22 through TP-26) and undirlay the wetland area (test hole logs by others), the
northwest corner of the site (TP-18), and the broad central and recent fill areas (TP-1, TP-4
through TP-?, TP-9 through TP-13). A 2 foot layer of weathered clay was also present below the
topsoil layer in test pit TP-8.
Generally, the Lacustrine soils observed in the test pits consisted of very stiff to hard, massive,
clay. Near the top of the Lacustrine clay soil, a weathered zone was observed that consisted of a
more friable soil with roots, silt, sand, and occasional gravel. This weathered zone was not
observed at' the top of the irregular clay chunks and lenses occurring within the sand with gravel
Outwash soils.
Mycrs Biodynamics, Inc.
.,....r,:--
Middle School93386-5
May 21, 1993
page 6 of 16
Groundwater
No groundwater was observed in the test pit explorations advanced on the site except ui, on.
location. A trace amount of seepage was noted in test pit TP-23 where a pocket of sand with gravel,,
on top of the clay, contained a small amount of perched groundwater.
Mottling was noted during the explorations on top of the Lacustrine clay. This indicates perched
groundwater is likely present above the clay during periods of heavy precipitation. This perched
groundwater tends to flow laterally following the general trend of existing site topography.
The wetland area appears to be formed by perched water dbove hard Lacustrine clay soils. Direct
incident rainfall, surface water flows, and perched groundwater from the Labustrine soil areas
surrounding the wetland appear to provide the hydrologic input to support the wetland. Test pit
explorations performed adjacent to the wetland (and explorations by others within the wetland)
extended below the level of wetland (and associated surface water) and did not encounter rvet, soil
conditions even within pockets or zones of clean granular soils. Consequently, there appears to be
no significant site groundwater component (other than localized perched groundwater) that
supports the site wetland. ,
Figure 4 presents the general elevation at which relatively impervious Lacustrine clay soils rvere
encountered in the site explorations. Elevation of the top of the clay indicates that within the
majority of the site, near-surface perched groundwater tends to flow in a direction that reflects the
general site surface topography (typically into the wetland). In the southeast quadrant of the site,
perched groundwater moves to the closed depression at'this corner of the site. The Outwash soil
areas shown generally on Figure 4 rapidly infiltrate vertically but it is uncertain as to [he overall
direction these waters move. No continuous clay or other impervious layer was encountered below
the Outwash soils within the depth of the test pit explorations. However, it is possible that such
layers are present below the exploration depths ofthe test pits.
INFILTRATION TEST RESULTS
Four locations on the project site were identified by the project coordinator as potential locations for
stormwater infrltration systems. The specifrc design approaches were ilot selected at the time of
this report. Infiltration tests (IT-1 through IT-a) were conducted at the locations as shown on
Figure 2. Infiltration test procedures and logs of the soil encountered during excavation of the test
holes are presented in Appendix C. Descriptions presented on the infiltration soil logs. and are
based on the USDA soil textural classification system in accordance with the EPA "Design
Manual for Treatment and Disposal Systems". The USDA soil classification differs from the
engineering soils classification system used for the test pit exploration program. USDA soil
textural descriptions are presented in the following discussion in brackets.
Soils encountered in the infiltration test holes were consistent with soils observed in the test pit
exdavations. Logs of infiltration test holes are presented in Table Cl of Appendix C. Infiltration
test locations IT-1, IT-3, and IT-4. were located within Lacustrine soil areas of the site as shown on
Figure 4. Topsoil [gravelly loam to gravelly sandy loam], overlying variable soil horizons
[gravelly sandy loam to silt loam to clay loam], over clay lclay] was generally observed at these
locations. IT-2 was located at the edge of an Outwash area of the site (see Figure 4). The IT-2 test
hole extended through Topsoil 0oamy sandl, a weathered granular soil horizon iloamy sandl and
a thin clay zone fclay loam to clay], and into the fine to medium sand [sand]. The IT-2 sand soils
Myere Biodynamics, Inc.
(
Middle School93386-5
May 21, 1993
page 7 of 16
are similar to those fine to medium sand soils encountered a! various depths in TP-2, TP-3, TP-8,
TP-20, and liP-21.
Infiltration test results are presented in Table l below. IT-1, IT-3, and IT-4 infiltration test resultshighlight the extreine variability of infiltration rates within the Lacustrine. areas of the site.Infrltration rates ranged from 13 minutes per inch to virtually impervious conditions (no
measurable infiltration during the testing interval). IT-2 represents Che rapid infiltration rate of
the Outwash sand.
TABI.E 1
Pnoposed Middle Scfrcol Site
Soil Infilbstion TestingApril 1998
a Per EPA "Design Manual for Treatment and Disposal Systems"b USDA textural classification as recommended under EPA methodologry.* Water level holding at26 inches below grade after 20 hour soak. No measurable
water level drop below 26 inch depth during infiltration test readings.
The IT-1 test interval measured infrltration within the dense, cemented sand under the hard,
Lacustrine clay at that location. Cementation, the dense condition of the sand, and the hard,
relatively impervious clay resulted in no measurable infiltration rate within the soil profile
during the tesL
Infilbation
Test No.
Gmund
Surface
Elevation
Geet)
Test Intenral in
inchesbelqw
existingg:ade
(apprcximate
elevation in feet)
Penblatior:
nste
(Miautes-
pertrndr )a
Soil T!rye Within
Testinglntenalb
IT.1 L9 tlz',{.{.Clay (hard), massive,
over Sand, (dense),
cemented
TT.2 20'25" -46"
(18'- 16)
<2 Clay Loam to Clay
(stiff1, over Sand (loose)
IT.3 L9 Uz',25" - 36"
(L7 y2' - L6 U2')
100 Gravelly Sandy Loam
over Clay Loam (34 -
36"), wet @ 30 - 34"
TT.4 22',24" - 35"
(20'- 19)
T}Gravelly Sandy Loam
over Clay Loam
Myere Biodynamica, Ina.
Middle School93386-5
May 21, 1993
page 8 of 1.6
IT-3 test results indicate 100 miMnch infiltration rate. 'The test interval was located withinweathered soil horizons furavelly sandy loam and clay loaml. The slow infiltration rate waslikbly due to the presence of wetted condition of the clay loam within the soil profile. The IT-Blocation is adjacent to a topographic depression. It is likely that perched groundwater above therelatively im_permeable Lacrrstrine clay is present in this area particularly during wet weatherconditions which would reduce infiltration ratcs. It is 'unknown whethei a culvJrt drains thistopographic depression to the other side of San Juan Avenue or if water is retained within thisdepression
The IT-a-test location'results indicate a relatively rapid infrltration rate which is faJter thanwgul{ be anticipated for a soil horizon in the Lacustrine clay soil area. At this locationi however, arelatively free draining soil horizon lgravelly sandy loam] was present above the weatherldLacustrine clay [clay loam]. this gravelly sandy loim zone reflects the measu""a pui.oiulionrate of 13 minutes per inch. In this area of the site, topography slopes down.to the wltland andprovides a gradient for shallow perched groundwater to move laieraliy away (downslope) from thepoint of introduction.
Results of the infiltration test IT-2 in the fine to medium sand indicate an infiltration rate of lessthan 2 minutes per inch. This rate is likely representative of the fine to medium sand soilsobserved in the test pit explorations in the southern knoll Outwash area shown on Figure 4. Itshould be noted that it is unknown what limiting soil or groundwater conditions are present belowthe depth of the test pits in this area that could influence infiltration capacity of these loils. Also, inOutwash areas where infiltration rates are very rapid, the nature of the nat-ive soils may need tobeconsidered if the soils are expected to provide water quality treatment to site stormwatlrs. Designmeasures may need to be incorporated to protect groundwater quality.
GEOTECHNICAL ENGINEERING RECOMMENDATIONS
deohchnical engineering recommendations presented in the following sections are based on theresults of the site reconnaissance and subsurface explorations, laboratory test results, and ourunderstanding of the proposed site development at the time this report was piepared.
Site Prenaration and Grading
Site preparation should consist of the removal of vegetation and strippingof the Fill and Topsoil inthe areas of proposed structures, roads, parking lots, and athletic netas. The Topsoil can bestockpiled for reuse in landscaping or other restored areas. Stockpiled soil should te protectedfrom erosion. A portion of the excavated Fill may be suitable for reuse as structural fili but willlikely require selective grading and stockpiling. Not all of the existing'Fill soils are suitable for
reuse as structural fill.
Based on the results of our subsurface explorations, the Fill and Topsoil range in thickness from 1U2 Lo 5 feet within the proposed building location. Outside of the general building location andexisting Fill area, Topsoil thicknesses range from a inches to 1 V2 feet. The eiisting Fill isvariable in nature and ranges from silty sand with gravel or clay soils, to rubble, to velehtivedebris. The Topsoil is typically a brown to dark brown, silty sand with gravel containing organicmaterial. Reference the Generalized Subsurface ConditionJ section of the report and th! teJt pitlogs (Appendix A) for detailed descriptions of observed soil conditions. .
Myels Biodynamics, Inc.
C
Middle School93386-5
May 21, 1993
page 9 of 16
After stripping of the Fill and Topsoil we recommend that the subgrade soils in areas scheduled to
receive structurgl fill or pavement sections be proofrolled with a fully loaded, l0-yard dump truck
or similar healy equipment. Soft or loosened soil areas should be reconditioned and compacted,or
removed and replaced with structural fill. Recommendations for structural fill placement followin a subsequent section of this repbrt. Table 2 summarizes the Fill and Tbpsoil thicknesses
observed at the tist pit locations. The combined thickness of Fill and Tbpsoil reflects the
recommended stripping depths below the existing site ground surface.
TABLE 2
nxisting Fill and Topsoil Tbiclsesses
Proposed lvfiddte School Site 6iteB)
Test Pit Fill Topsoil Combined
TP.1
TP.2
TP-3
TP.4
TP.5
TP.6
TP-7
TP-8
TP.9
TP-10
TP.11
TP.12
TP-13
TP-14
TP.15
TP.16
TP-1?
TP.18
TP.19
TP.2O
TP.21
TP.22
TP.23
TP.24
TP.25
TP.26
3 feet
3 inches
L ll2feet
3 feet
4 feet
3 Lf2feet,
1 foot
Lll4ferlt
U2fooL
LU2fee-;b
1 foot
1 foot
LU2ferlt
8 inches
10 inches
LLl'2fwb
IWfeet
LU2feel
1 foot
9 inches
LU2feet
1 foot
U2foot
U2foot
1 foot
1 foot
1 foot
! U?foot
r fobt
4 inches
4 inches
t ll}feeb
4 feet
L U2feet
U2fooL
3 feet
4feet
5 feet
L U2feeb
8 inches
10 inches
L U2feet
L U?feet
L U?feet
4 Lf2feet
9 inches
L U2feet
1 foot
tJZ foot
U2.foot
1 foot
1 foot
1 foot
L U2foot
1 foot
4 inches
4 irrches
I U2feeL
Lacustrine clay soils are sensitive to moisture and disturbance by construction equipment. These
soils rapidly degrade when subjected to construction traffrc or when otherwise disturbed under wet
conditions. We recommend site preparation and grading be abcomplished during dry weather. A
working mat consisting of at least 6 inches of crushed rock should be utilized if exposed ilay soils
become.softened or disturbed by traftic or wet conditions.
As previously mentioned, much of the site is underlain by relatively impermeable, hard,
Lacustrine clhy soils. During wet weather periods surface water will perch or pond above the clay.
We recommend that stripped surfaces and cuts within the clay soils be sloped to drain at all times
Myers Biodynamice, Inc.
r..!4rir&l
Middle School93386-5
May 21,'1993
page 10 of 16
during construction and that they be sloped to drain in the direction of existing site topographyprior to fill placemenL Keying of fill into the native site Lacuitrine soils should occur whill
maintaining a slope for drainage
If incliment weather is anticipited the surface of all exposed clay or other moisture sensitive soils
shouJd be sloped to drain and sealed with a smooth roller to reduce the potentia!.for softening of the
soils from rainfall and ponded stormwater. Site soils softened and/or disturbed by wet ,u.a-th"" o"
construction activity should be scarified, dried, bnd compacted or removed and replaced withstructural fill.
Sttucturaf Fill
We recommend that fill placed a{acent to or under the proposed middle school structure, beneathpavement, or behind any subgrade walls be placed as structural fill. Structural fill .should consist,of'a well graded, granular soil free of organics, debris, or other deleterious material. Structural
frll should be at a moisture content to allow for proper compaction.
If construction and fill placement are to occur during wet weather conditions, we recommend that
structural fill material meet the gradation requirements for "Gravel Borrow" as presented in
Section 9-03.14 of the Washington State Department of Transportation Standard gpecifrcations for
Road, Bridge, and Municipal Construction (Standard Specifications). However, the gradation
should be modifred so that a maximum 5 percent by weight of the material passes the U.S. No. 200
sieve as based on the minus 3/4 inch fraction. Native sand with gravel site soils would generally
meet the specification for Gravel Borrow based on soil grain size analysis (Appendix B).
It should be noted that specific project features such as embankment fill for potential stormwater
facilities may require soils with a sufticient fines content in order to detain or retain water.
Project construction schedules should account for the dry weather conditions that would be
required to place moisture sensitive materials in these specific project areas.
Structural fill should be placed in lifts not exceeding 10-inches in loose thickness. Each lift shoulcl
be compacted to the minimum relative densities presented below in Table 3. '
. TABLE 3
Recommended Shrctural Fill Compaction
Fill Locption
Minimum
Relative Compaction*
Beneath Floor Slabs or Footings
Under Pavement
Upper 2 feet
Greater than 2 feet depth
Exterior Subgrade Wall Backfill
and Around Footings
Embankment Fill for Stormwater Facilities
Utility Trenches
95 percent
95 percent
92 percent
92 percent
95 percent
same as adjacent locations
or 90 percent minimum
* Expressed as a percentage of the maximum dry density as determined by ASTM 155?.
Mycrs Biodynamics, Inc.
(
Middle School93386-5
May 21, 1993
page 11 of16
Site Soil Suitability as Structural Fill
The suitability of excavated site soils for use as structural frll depends on the gradation andmoisture content of the soil when it is placed. As fte amount of fines (soil particles pasging theU.S. No. 200 sieve) increases, the soil becomes more sensitive to small changes in moiJture
content and compaction levels become more diffrcult to achieve. Soils containing greater than dpercent fines or fine sands are moisture sensitive and cannot be consistently crimpacted to a firm,
non-yielding condition when the water content is greater than the optimum moisture content. Theoptimum moisture content is that moisture content which results in the greatest soil compacted dry
density for a given compaction effort
The site soils generally consist of Fill (Silty Sand with Gravel or Clay); Topsoil (Silty Sand withGravel and Organics); Outwash (Sand with Gravel or Fine to Medium Sand); and Lacustrine(Clay). Results of laboratory testing included in Appendix B (Figures B-1 through B-a) indicate awide range .of fines content within the site soils.
Fill. Silty sand with gravel Fill soils contain fines contents on the order of B0 percent.
These Fill soils are very moisture sensitive and should be utilized as structural fill onlyduring extended periods of dry weather when the moisture content can be controllecl. Tirese
soils should be protected from wetting during wet weather. If the soils become wet they may
require spreading and drying prior to.placement as structural fill. Clay Fill soils and
other fine grained or organic Fill soils excavated are not suitable for use as structural fill.
Topsoil. Topsoil is not recommended for use as structural fill due to the presence of
organics within the soil unit.
Outwash. Fine to medium sand Outwash soils contain fines content of 2 to 10 percent and a
significant quantity of fine sand. These soils are also somewhat moisture sensitive and
rvould generally require dry weather during placement as structural fill when the
moisture content can be controlled.
The relatively coarser sand with gravel Outwash soils are generally clean, rvell graded,
and are suitable for use as structural fill. The sand with gravel Outwash soils typically
contain less than 5 percent fines and relatively small amounts of fine sand. Thus, they
are suitable for use as structural fill during wet weather conditions.
Lacustrine. Lacustrine (clay) soils are not suitatle for use as structural fill due to the fine
grained, plastic condition, and extreme moisture sensitive nature of the soil.
If wet rveather construction is anticipated or is required to meet the project construction schedule,we recommend structural fill be restrict6d to the native sand with gravel Outwash soils or
imported soils consisting of a well graded sand and gravel with less than 5 percent fines as
recommended in the Structural Fill section of this report. The fine to medium sand Oot*ash soils
may be usable during intermittent wet weather conditions although it should be recognized that
these soils are somewhat moisture sensitive (due to significant fine sand and fines) and may be
difficult to place'and achieve required compaction levelJduring extended periods of wet weathlr.
Miers Biodynamics, Inc.
.'', -r,,.;'.v,^..1./- }.',trY@l'
Middle School 93386-5
May 21, 1993
page 12 of16
Cut and Fill Slones
Permanent cut slopes within the native site soils should be constructed at 3H:1V (3 horizontal to 1
vertical) rvithin the Lacustrine clay soils. Steeper slopes are possible within the hard clay
Lacustrine soils under shor0 term conditions. Similar cut slopes are recommended in the loose
granular sand./sand with gravel Outwash soils. Revegetation and erosign control of these
Outwash soils will be greatly facilitated by 3H:1V slopes. Steeper slopes are possible within the
Outwash soils but will be subjected to erosion, severe rilling, and gulleying if significant erosion
control and revegetation measures are not employed. Fill slopes should be constructed no steeper
than 2H:JV. Where clean sand or sand with gravel Outwash soils are utilized for lll slopes
significant erosion protection would be required at 2H:lV or flattgr slopes (3H:lV) should be
constructed. Slopes no steeper than 3H:1V are recommended for embankmlnt fill for construction
of stormwater facilities. All embankment fill for stormwater facility cbnstruction should be
keyed into firm native soils. Embankment fill should consist of silty sand with gravel soils or
other well graded soils free from deleterious material and with. a sufficient fines content to detain
or retain stormwater.
Foundation SuoDort
The proposed middli school structure finished floorelevation is 24 feeL. The locabion of the
structure is in the east central part of the site (TP-3 through TP-g, TP-11, and TP-20). The majority
of the building footprint lies within the area of existing Fill. The existing Fill material is
unsuitable for foundation support due to its variable nature, potential rubble component,
uncontrolled placement, and loose or soft consistency. The building area will require over
excavation of the recent Fill and Topsoil and placement with siructural fill. Maximum structuralfill thickness of 5 to 7 feet will be required. A cut on the order of 6 feet will be required in the
southeast portion ofthe proposed structure in the vicinity ofTP-S.
Loose Outwash soils may be present in the cut at the proposed subgrade elevation in the southeast
corner of the proposed structure. We recommend that loose soils be overexcavated until firm
(medium dense or denser), granular Outwash soils are encountered. If medium dense conditions
are not encountered, the excavation should extend to a depth equal to or greater than 2 times the
least footing dimension. The excavation should extend outward from the base of the footing on a
slope of at least 1/2H:IV. Overexcavated areas should be replaced with structural fill as previously
recommended.
If firm (stiff to hard) Lacustrine clay soils are exposed at subgrade elevations, we recommend the
clay be removed to a depth of 2 feet below the subgrade elevation and replaced with structural fill: If
wet or soft clay soils are encountered, they should be overexcavated until firm soils are reached.
All footing foundation or slab-on-grade areas should be observed by a qualified geotechnical
engineer grior to construction of the foundation elements to observe subgrade conditions for
adequate support and allowable soil bearing pressures.
The proposed middle school structure can be supported on shallow spread footings founded on
structural fill or firm (medium dense or denser), native Outwash soils. We recommend that
shallorv'spread footing foundations be designed for a maximum allorvable soil bearing pressure of
3,000 pounds per square foot (psfl for foundations on properly placed and compacted structural fill
or firm, native Outwash soils. If subgrade soils becomes disturbed, loosened, or soflened prior to
construction of the foundations, the soil should be overexcavated, reconditioned, and compacbed to
95 percent of the maximum dry density as recommended in the structural fill'section of this report.
Myers Biodynamics, Inc.
CMiddle School93386-5
May 21, 1993
page 13 of16
Minimum footing widths of 24 inches for isolated spread footings and 18 inches for continuous(strip)'footings are recommended. Allowable soil bearing presJotes may be increased by one-third to include short-term conditions such as seismic or wind loading. Footings should be
embedded at least 18 inches below a{iacent finished exterior grades or the interior floor slab
grade,. whichever is lower.
We anticipate that individual footings designed for the maximum allowable soil bearingpressures recommended above will experience total settlement of one inch or less. Differentiai
settlement between individual footings should not exceed V2 inch. The majority of settlement is
expected to occur during construction although a.small percentage of the settlement (V4 inch or
Iess) may occur over time.
Slah-On-Grade Floors
Slab-on-grade floors should be supported on properly placed and compacted structural fill or firm,native Outwash soils. Subgrade preparation in the floor slab area should conform to the
recommendations presented in the Site Preparation and Grading and Structural Fill sections of
this repqrt.
We recommend placing at least 6 inches of clean, free draining granular material beneath the
slab on grade floors to act as a capillary break. A suitable gradation for capillary break material
would be Standard Specification 9-03.L2(2) Gravel Backfill For Walls. The clean sand with
gravel Outwash soils would be suitable for use as capillary break material. Fine to medium sand
Outwash soils should not be utilized.
Drainage Considerations
Site structures require adequate drainage to prevent the development of hydrostatic forces behind
subgrade walls and to adequately convey water away from walls, footings, and slab-on-grade.
We recommend that exterior site grades be sloped away from structures to prevent water from
collecting adjacent to the structures and from percolating into soils next to subgrade walls. Roof
downspouts should not be permitted to discharge into foundation drains. Stormwater should also
not be discharged into foundation bearing soils a{acent to structures. Collected stormwater
should be directed away from and downslope of the proposed structures utilizing the site
stormwater system.
Subsurface drainage should be provided for the building and behind any subgr-ade wall. A
perimeter footing drain system should be placed at the base of the exterior edge of footings. Drains
should consist of slotted, heary-duty, smooth'walled PVC pipe with a minimum diameter of four
inches. Drain pipe should be completely surrounded by at least 6 inches of drain gravel. Draingravel should meet the gradation requirements given in the Standard Specifications Section 9-
03.12(4) Gravel Backfill For Drains. Filter fabric should surround'the drain gravel with a
ininimum l2-inch overlap of the filter fabric edges. Convenient cleanouts should be provided to
increase the useful life of the drains.
Subgrade walls should be backfilled with clean free-draining sand and gravel placed within 18
inches of the wall. A suitable wall backfill material is presented in the Standard Specification
Section 9-03.12(2) Gravel Backfill for Walls. Alternatively, a synthetic geocomposite drainage
material could be utilized behind subgrade ,walls. Waii drainage *ate"ial ihould co,',nect
hydraulically to the drain gravel surrounding the footing drain pipe.
Myers Biodynarnics, Inc.
Middle School93386-5
May 21, 1993
page 14 of16
Recreational fields sbould be designed with at least 12 inches of free draining granular soils overnative clay soils. All surfaces and in particular the recreation fields should be sloped to drain andrunoff collected in a perimeter stormwater system. Additional drainage within the recreational
areas could also be achieved by spacing subdrains below the recreational fields. The subdrainsshould be surrounded by a filter fabric to protect against piping of finersoil particles into thedrainage system. SuMrains should be sloped to drain into the perimeter drainage system and berouted to the site stormwater system.
Suherade Walls
S-ubgradd walls which are-free to yield at least 0.001 times the height of the wall during bickfilling("active conditions") mgr be designed based on an equivalent fluid density of 3? poonls per cubiifoot (pc0. Walls whlch are structurally restrained. against yielding duiing backfilting ("at-rest
conditions") should be designed for an equivalent fluid density of E? pcf.
T!*" wall design values assume a horizontal backfill and no buildup of hydrostatic forces behindthe wall. The Drainage Considerations section of this repotl shoutd be referenced forrecommended drainage behind subgrade walls to'prevent the build-up of hydrostatic forces.
Walls should be backfilled in accordance with the recommendations presented in the StructuralFill section of.the report. We recommend that only light weight, hand bperated compactionequipment be allowed to operate within 2 to B feet of subgrade walrs.
Lateral Resistance
Lateral loads may be resisted by friction along the base of foundations and by passive soilresistan-ce against buried foundations and subgrade walls. Footings on structurai ntt or nativeOutwash soils may be designed using a coeffrcient of base friction of O.a. This value includes afactor of safety of 1-5. Passive soil resistance may be calculated based on an equivalent fluiddensity of 200 pcf. This value includes a factor of safety of 2 in order to limit laterai deformations.Passive resistance values also assume a horizontal ground surface beyond the footing or wall.We recommend ignoring passive resistance for the upper 12 inches of soil unless covired by afloor slab or pavement.
Pa.vement Consideration s
Pavement subgrade should be prepared in accordance with the recommendations presented in theSite Preparation and Grading section of this report. We recommend that all pavement subgrade beproofrolled in the presence of a qualified geotechnical engineer to determine the presencJof firm,non-yie_lding subgrade soil conditions. Soft, wet, or loose subgrade areas observed duringproofrolling should be reconditioned and compacted to a firm, nsn-yielding condition br remouel
and- replaced with structural frll. We recommend that proofrollinibe acc-omplished with 'a fullyloaded, l0-yard dump truck or other similarly loaded construction equipment.
For design of pavement, we recommend that a California Bearing Ration (cBR) value of 20 be
used for firm, non-yielding, silty sand with gravel, sand, or sand with gravel structural fill orfirm (medium dense or denser), native soils at least 12 inches in thickness. A CBR value of S is
recommended for site Lacustrine clay soils.
The following general pavement sections recommended for the school facility assume loadingfrom delivery trucks, buses, and potential fire truck traffic. A pavement section consisting of 5
Myors Biodynamice, Inc.
(
Middle School93386-5
May 21, 1993
page 15 of16
Measure$must be employed to protect site soils from erosion and sediment transport into tlie sitedrainages and sensitive areas. According to SCS, site soils have a slight erosion poterrtial.
However, exposed Outwash soils, particularly the fine to medium sand wil-l be subject to rilling,gulleying, and sediment tranSport when exposed on cut or fill slopes, Erosion contiol on cut anldfill slopes is important to reduce this tendency for Outwash soils to rill and gulley. These soilsshould be protected from erosion and revegetated as soon as possible. Erosion pioteciion on expose4soils should include as a minimum mulching and seeding and on steeper, cut and fill siopes
Greater .than 3H:lV) the additional use of a fully biodegradable erosion control product such asjute matting is recommended on top of a several inch thick mulch. The jute matting shoulcl besecurely anchored by pinning or staking to the slope so as to achieve firm contact betrveen themulch material and the ground surface.
It is anticipated that traditional techniques such as the use of biofiltration, siltation ponds, siltationfencing, and hay bales could be used to control site drainage, sediment transpor[, and siltationduring and after construction. Revegetation of all distufbed areas should also occur as soon aspossible.
Stormwater discharge must also be controlled into the site wetland such that the stormrvatervolume, inflow rate, and water quality are not significantly modified from predevelopmenl siteconditions. Regular maintenance and inspection of erosion control and sedimenl facilities
should be performed during construction and for permanent stormwater facilities.
RECOMMENDATTONS FOR ADDITIONAL SERVICES
We recommend additional infiltration testing be performed'on the project site. Inhltration testresults indicate a tremendous range of infiltration rates in the sitl soils. These raLes aredependent not only on aerial location of potential infiitration systems but also on the elevation or
d:p_th below the existing ground surface at which the syltems aie propor.d. Due to the large extentof Lacustrine (clay) soils and uncertain extent of Outwash soits at the project site, variousmeasures for controlling stormwater should be considered. Once excavation- or proposed sitegrades penetrate into Lacustrine clay soils, conditions are essentially impervious to infiltration.
In addition, we recommend that our firm be retainei to review those portions of the plans andspecifications that pertain to foundation and earthwork to determine whether they are consistentrvith the recommendations presented in this report.
We also recommend that construction monitoring, testing, and consultation be. performecl toconfirm that conditions encountered are consistent with those indicated by our explorations, toprovide recommendations should conditions be revealed during construciion that differ from
those anticipated, and to evaluate whether earthwork activities comply with contract plans and
inches of asphalt concrete pavement over 4 inches base or crushed surfacing is recommended overstructural fill or properly prepared, firm, native Outwash soils at least 12 inches in thickness. Theasphalt thickness could be reduced to 2 to 2 V2 inches thickness where only light automotive trafficloading is anticipated.' For pavement over firm (stiff to hard), Lacustririe clay soils, 4 inches ofasphalt cpncrete pavement over 4 inches of base or crushed surfacing is recommended over 12inches ofsrllbase material. Subbase material should conform tb the general recommendations forstructural fill material and be compacted to 95 percent of the maximum dry density (ASTM.15S?).
General Erosion Control Considerations
Myers Biodynamics, Inc.
..:*--..4..d',ttl.,-
Middle School93386-5
May 21, 1993
page 16 of 16
specifications. Such activities should include subgrade preparations for foundations, f'toor slabs,and pavement, proofrolling, structural fill placement and compaction, foundation soil bearingcapacity, and other geotechnical related earthwork activities.
CLOSURE
This report was prepared for the exclusive use of the Port Townsend School District No. S0 and its
c-onsultants for specific application to the proposed middle school project site. The data and reportshould be provided to prospective contractors for their information but the report, conclusions, Lndinterpretations should not be construed as a wananty of subsurface conditioni.
Within the limitations of ,.op., schedule, budget this report was prepared in accordance withgenerally accepted geotechnical engineering practices in this areaat-the time the report wasprepared. No other warranty either express or implied is made. The conclusions andrecommendations are based on our understanding of the project as described in the report and on-site conditions as observed at the time of our explorations.
If project plans including building location, finished gxades, or other project features change from
those described in this report we should be contacted and retained to review the changed con-tlitions.Also, if there is a substantial lapse of time between submission of this report and the start ofconstruction, or ifconditions have changed due to natural causes or construction operations at thesite, or ifconditions appear different from those described in our report, we should be contacted andretained to review our report. The purpose of the revierv is to determine the applicability of theconclusions and recommendations considering the time lapse and/or changed conditions.
We appreciate the opportunity to be of service to you on this project. Please contact our office at your
convenience should you have any questions or require additional services.
MYERS BIODYNAI\{ICS, INC.
Neff
Principal/Project Geotechnical Engineer
attachments
JNM/dIh
,1.
003:;:4.i
AI/nL
I.1:i
N. Ir4
EXPIRES
Myers Biodynamics, Inc.
(
)
I
sr
Z6<sztortz5(r<t<J
50tH sI
proieciSiid
n
,f\
N
ST
62
c:'.ir
SalH sT
ST
Ccmgct
+
55TH
STLt
5IRO
o2.
6
q
6
FFOoo5u 66aOroJr9
tz
oz
StlH
5rst
ST
{9IH
oJo
F'n
L!s.cl GrovcCcm! tc(y
o
27TH
OJ
AIH S
F6
I.I7TH
AVE- *JoU.
C.lhC.m!
35rH S.T
OtsUq:
z
olicl. ry
sT.
sst
@z
I 37TH
c
o
I5)6
l.l
d
ijJ
Fo
t
Rd
{
9.7
I
l5 ':6
o.2
!n.
F
CAN.NESI
AVE
ST
.CEDAR
TREMONT s
F!,ouqJa
54
U
z)U
o
L6
C
MILO
ST
vst
sI
ST
g:yg:so:
q,'
:C)
CuI>
o
f
o
q
CoMein r
@ iL:
sr
e(
e{
9'
o
t
,{
ST
sr
s
sI
Jq
l{
qo:
SI,
sI ,,
q
sI
srs
po
.. J. : S.L
.q
qF
O _<4- . sr
$,;3 ;€jrii-
ffi
Pon Town$nd
Goll Cour:c
I
.._ l{Ir-{-
F
Fq
2JRO
F
ST,
ST
z
:)x
ST
22N0
2 lsr
F.
ot6 20TH
ST
ST
F0
-gt'
?,
91
io
v,
Ji
4't
4<
Sl . .Y
tglsli"
o FqJ *:=o
L
ti
i6
710
z:,
FIGURE NO
93386-5r-"Mgers
Biodgnamics inc.
600 Winslow Way Easr BUS: (206)
Bainbridge lsland WA 98 I I O FAX: (206f
842-6073
842-3797
Vicinity Map
New Middle School OATE
A
Legend:
ITP-I Approximate Test Pit Exptoration Location
a lT-l Approximate tnliltratin Test LoationL-t Subsudaa Prolile
Scale: l'= 200'
Note.' Site Plan based on Clark Land Olliq, Site Survey lor port Townsend
School Disda No. tu, Proposed Middte Schoot Site B, May 1993 0 200
Mgers
Biodgnarnics inc.lq,600 Winslow Way East BUS:
BainbdJge lsland WA 98t10 FAX:
(206) 842-6073
(206) 842-37s7
Site and Exploration Plan
New Middle School
F|GUNE NO
2
PRO'ECI NO 93386.5
OATE Anrll'93
A30'WETUND10'LEGEND:TP4 Test Pit Exploration (see Figure 2lor location)Approrimate Zone of Proposed SttuctureTP.5ISan Juan AwnueEdge ol PavementTP.I3A'30'o*aleleetHorizonAl l'- 100'0 l0leet20'n'Fl!utlr=zo5g10. t'rFLrJUJt!z6k5uJTP.l20'0'ht:t{.lii:{H--FiilTopsoill-aarctrine (clay)- Ground surlace prolile (existing)- - -, Ground sudace profile (1975)EEt Verlica! l'= 10' INGURENO3JOB NO93386-soArE ifav'93Generalized Subsurface Profile A-A'New Middle Schoolr""MgersBiodgnamics inc.600 Wnslow Wav East BUS: (2061Bainbridge lsland WA 98110 FAX: (206iu2-6073842-3797
(
I
TP.l8
TP.I9
WETUND t
@,,t\
N
@ ASH'lzwt/
.,:- r" .i
,'/,'m
TP-|5' ,/'r.;i:4'
TP.I6
I
I
TP.T7
.-( (\t
TP.1 CEMETARY
E
TP.I
@
tlJ5
=t!
{
e
=o
-t
TP.26
TP.25
€
RINd,TP.24
--.--J:'*.-.*..-.-..-J- "iL-
Legend:
lf!-l Approximare Tast pit Exploration Location) f-t Approximate tnfiltration Test Location@
Scale: t'= 200'
E
Fl:urt:lo-l top ol Lacustrine.(ctay) soil observed in the axplorationNote: Tp-B and tT-z exptoratiirrr'inii iii itir-tiii, ",etevalion shown over lree draining line to iedum sand
Plinailf puwash (san&sand & gravel) t;ut top ot ctayobserued at etevation shown,"ni nunty iiiiJ"i' rlu]""",as chunks, or as lenses within the ouir",ri'riii--' '
o zoo
@ Outwash.gand/sand E gravel) soi! - no clayobserued within the exploration to the crlrtom(elevation) ol the exploration shown
lrrote: Site Plan based on Clail Land Oflice, Site Surveylor Port Townsend School Disrrict No. 50, proposed
Middte Schoot Site B, May 1993
NO
NO 93386-s
Mgers
Biodgnamics inc_r""600 Winslow Way EasrBainbridge lstand WA 98il0 (206)
(206)
BUS:
FAX:
842-6073
842-3797
General Site Soils Map
New Middle School
(C
APPENDD( A
1
Middle School93386-5
May 21, 1993
Appendix
APPENDD( AFIELD DGLORATION PROGRAT{
Subsurface conditions for th-e project sitc were explored by excavating a total of 26 test pits atthe approximate locations shown on the Site and Exploration Plan, Figure 2.. Logs of tire testpits TP-lthrolgh TP-29 are presented on Figure A-1 through A-26. the tcst pitkplorations
were conducted on Apil22 and April23, 1993. Test pits were advanced to depths rangingfrom 6 tn Lg V2 feeL The greater depths were performed in the proposed building and-anticipated cut areas. Subsurface conditions observed in the eiplorations ute pi".ented onthe logs attached to this appendix.
The explorations were located in the field by taping or pacing relative to existing physicalfeatures. 1he approxim_ate ground surface elevation presented on the logs wereinterpolated from the Clark Land Office, Site Sunrey For Port Townsend'School DistrictNo. 50, Proposed Middle School Site B, May 1993. fire location and elevation of theexplorations should be considered accurate to the degree implied by the method used.
The test pits were excavatcd with a backhoe under subcontract to our firm. Representativesoil samples were collected from the test pits, sealed in plastic bags or jars, ani transportedto the laboratory for analyses. The relative density of the soils, siownin parenthesis on thetest pit logs, was estimated in the field at the time of the explorations.
A geotechnical engineer ftom Myers Biodynamics was present throughout the field work toobserve the explorations, obtain soil samples, and to prepare soil logs of the explorations.Soils were classified in general accordance with ASTM D-2488 "standard Practice forDescription and Identification of Soils (Visual-Manual Procedure)". The exploration logspresented in this appendix represent our interpretations of the contents of the field logs anlthe results oflaboratory testing.
Infiltration testing was also performed at four locations on the project site. Test procedures
and results of the infiltration testing are presented in Appendix C.
Myere Biodynamics, Inc.
(-
TEST PIT LOG TP-l H,eWa',*:rff*v,*P;8,frtrWilXffi #W.Hlf ##
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDTTTONS: Recent flil, trace vegetatlon
FILL: SILTY SAND WTH GRAVEL; brcwn, (loose), very moist to wet, trace
rubble, organics, (straw, roots), trace clay
SILT;ORGANIC browndark to traceblack,moist,tovery(soft),
little sand and tine roots
DESCRIPTION
Pieces of anuete rubble at surface
OLAY; light brown and gray, (stitf to very stitQ, moist to very moist, trace tine
sand, massive
becomes hard
5-
8-
11 -
14-
16-
17-
10
12
13
15
t8
I
2
4
6
7
9
U,uJ
o.
=U'
9.4
Flr
Fo.
uJo
9t
92
g3
Bottom ol test pit at B foot depth. completed and backtitted on 4/2293
abundant straw 2'to 3'
depth
Lab Test: MC = 14%, GS
Lab Test: MC = 28%
Lab Test: MC = 23%, Attb
PP = 2.5 to 3 TSF
TV>lTSF
PP>4TSF
Lab Test: MC = 27%
COMMENTS
600 Winslow Way
Bainbridge lsland
FAX: (206) 8/,2-3797
EastwA 98110
DATE 412U93
ELEVAnOil (FT'25
FIGURE A-1
PRqIECT IIO 93386-5
lF ltfl-il=r.mics rnc.'7 MB BUs: (206) B4zsozg
TEST PIT LOG TP.2
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDTTTONS: Recenily graded, trace vegetailon
ILt'
o-ulo
at,ul
o.E
U)
TOPSOIL: SILTY SN,|D; dark brown to black, (toose), moist to very moist,trace to little gavel, fine roots, organics
DESCR!PTION
0 to 3 inches FILL over
sA,vD To slrLY s/d'tD wtrH GRAWEL; brown to tight gray, (toose tomedium dense), very moist, occasional cobbles 4, to e; ail'ieter
CLAY; light brown and gray, (very stiff), moisl to very moist, massive
pockets of clean sand and gravel, (medium dense to dense), moist
SAND; gray brown, (medium dense), moist, fine to medium
beames gray
4-
11 -
r9-
15-
18-
2-
10
12
l4
16
3
5
I
7
6
?
I
$s
96
91
92
94
$3
of test pit at 12 foot depth. compteted and backfitted on 4/22/93Bottom
Lab Test: MC = t2o/i
line roots
Lab Test: MC = 9%, GS
Lab Test: MC = 4V
Lab Test: MC = |t%
COMMENTS
600 Winslow Wav
Bainbridge lstanci
FAX: (206) 842-3797
East
wA 98110
DATE 4t2U93
ELEVAIPN (FTI 28
FIGURE A-2
PRq'€CT I{C)93386-5
L Mgers
IF Eiodgnamics inc.'f MB BUS: (206) 842€o7s
I a
TEST PIT LOG TP.3 H,F*W,y,E:!lW,;:y#,!e!?,?ffi tXWbWw,lf g,iw.
I
I
600 Winslow Way
Bainbridge lsland
FAX:(2ct6) 8423797
EastwA 98110
OATE 4122t93
EI-EVAnON (Fr)
30
FIGURE A-3
PRO'ECTNO
93386-5
Port Townsend New Middle School Site
TEST PIT LOCATTON: See Ftgure 2 SURFACE CONDTTTONS: Sod, grasses
FIl.riFo-
UJo
6ul
o-
=a
moist,SILTY SAND;daTK brown,
DESCRIPTION
SILTY sN'lD: red brown to tight gray brown, (loose to medium dense), verymoist, tra@ to little gravel
grades to
SAND; brown, (very loose to loose), moist, fine to medium
grades to
SAND WITH GRAVEL; brown, (toose to medium dense), moist
CLAY; brown to gray, (hard), moist, trace organic partings, massive
@ 7'depth wc4et of ctean sand and gpvet (tow end of rp) that connects toupper sand and gravel layer
pockets and (enses of clean sand and gravel increasing, greater than 50% ofexpsed test pit sidewa.tts are sand anl gravel
by l1'depth exposed test pit sidewails entirely sand and gravel
SAND (mediumgray,medium toverydense),moist,tinetracecoarse,
totracesand,finelitile occasional coarsegravel,gravel
SAND; gray, (medium dense), very moist, fine to medium
5-
7-
9-
11 -
3-
15-
10
12
t4
16
17
18
2
3
4
6
8
91
92
93
$4
95
s..6
Bottom ol test pit at t3' 8" toot depth. completed and bacniiled on 4/22g3
8" diameter cobble, 2 l/2,
diameter bulder
LabTest: MC = B%
caving from 2'to 4'depth
LabTest: MC = 7%
Lab Test: MC = 3l%, Attb
PP > 4.5 TSF
top of clay @ 4 1/2'
depth, high end of test pit,
slopes to 5 1/2' depth at
mid point of test pit
easy digging
Lab Test: MC = 5%
fine gravel
slight caving
COMMENTS
tta illgers
IF Biodgnarnics inc.'7 MB BUS: (206) 842€ozg
(-
TEST PIT LOG TP.4
a
Port Townsend New Middle School Site
SURFACE CONDITTONS: Recent fl[, trace vegetationTEST PIT LOCATION: See Ftgure 2
FTL
Gr!o
al,IU
o-
=
CN
FILL: SILTY SA /D WITH GRAVEL; brown, (toose), very moist
DESCRIPTION
TOPSOIL: SILTY SAND; dark brown to black, (loose), fftoist, abundant line
roots, trace roots to l/2'diameter, abundant organics
gray brown, (loose to medium dense), moist, trace to tiftle
grades to SAND; brown, (medium dense), moist, tine to medium, tracegravel, trace coarse sand
SN,|D; Iight
gravel
CLAY; brown to light gray brown, (very stiff to hard), very moist, trace
organics and organic partings, massive, blocky fracture- at times
becomes light gray brown, iron staining, trace fine sand at times
3-
8-
10-
13-
17-
11
12
14
16
18
2
4
5
I
15
6
7
91
92
93
s4
$5
Bottom of test pit at 12loot depth. compteted and backfiiled on 4/22/93
LabTest: MC = B%
3 bouldea greater
than 2'diameter
LabTest: MC = tB%
3'diameter boulder
Lab Test: MC = 6%
Lab Test: MC = 3l%
18" diameterboulder@
I 0', occasional cobbles and
gravel, harder digging @ lt'
COMMENTS
PP = 2.5 75P
TV> 1 TSF
600 Winslow Wav
Bainbridge lslanci
FAX: (206) 842-3797
East
wA 98110
OATE 4t2?i93
ErMTloil(Fr)241t2
FIGURE A-4
PRqIECT NO 93386-s
.tl^f Mgers
!F Biodgnamics inc.' r MB 8US: (2C,6) 842€073
C
TEST PIT LOG TP.s EH"W,fl.giffi,#,y#Ie,trffi ,#,yffi i#:frHl[##
i
{
Port Townsend New Middle School Site
area, trace vegetailonSURFACE CONDITIONS:Edge ol flllTEST PIT LOCATTON: See Ftgure 2
Flr
o.
u.to
U'
Ir,l
o.
=o
FILL: SILIY SAND WITH GRAVEL; brown to light gray brown, (toqse), verymoist,occasbnalcobbles ' 't'-
DESCRIPTION
TOPSOIL:T;TYs/[TOSAA'D SANDY sn &rk brown to blad<,(locr,e),
tracemoist,abundantgravel,fine rooEorganie,
Ts/tSANDY tight bawn,Iitile(very moist,stift),tracecla14 andgravel
SAND AND GRAVEL;brown, (medium dense), moist
cLAY;.light brown, (very stiff to hard), moist to very moist, trace organics andorganic partings
beames (very stitf to hard), moist, massive, trace oryanics
stiff), very moist, trace organics and organicpartings
beumes (stiff to very stift), very moist
grades to
CLAY; light brown, (very
paftings, trace fine sand
6-
9-
2-
15-
1-
11
13
14
16
17
18
2
3
4
5
7
I
0
91
92
93
94
$5
96
97
at 13 1/2 foot depth. Compteted and bacfiitted on 4/2283Bottom of test pit
LabTest: MC = 15y",69
Lab Test: MC = 15y"
LabTest: MC = 2gy
PP = 47gP
Lab Test: MC = 3gy"
PP = 3.5 to 4.5 TSFTV>ITSF
PP = 4.9 to 4.5 TSF
COMMENTS
600 Winslow Way East
Bainbridge tslanci WA 9B1tO
FA"\: (206) 8424m7
OATE 412U93
ELEVAnOX (FT)
23
FIGURE A-5
PRqJECTNO 93386-5f- H,},iHr.1;rcsinc'
TEST P I T LOG TP-O ["x*,gr,#,srg,fr:y,;.pts,!,.#'ffi,i*w,rrrr',Er,trsiw
E
Fo-ulo
oul
o-
=3n
91
92
s-3
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Recent fifl, no vegetailon
DESCRIPTION
FILL: SILIY SAND WTH GRAVEL; brown, (loose), wet, octasionat cobbles
COMMENTS
LabTest: MC = 16%
Sod / root layer@ 4'depth
LabTest: MC = 24%
tnce to little gravelupper
6" of clay
PP> 4.5
Lab Test: MC = 25%
TOPSOIL: SILIY SAND; dark brown to black, (oose), very moist, abundant
organics, trace gravel
CLAY; Iight brown, (very stiff to hard), very moist
bemmes light gray brown, organic partings, massive, blocky fracture at times
Bottom of test pit at 11 foot depth. Completed and backfilted on 4/22/93
600 Winslow Way
Bainbridge lsland
FAX: (206) 842-3797
EastwA 98110
OATE N2?/93
ELEYAnOil (Frl
23
FIGURE A-6
PRqIECT I{O 93386-5
l" lt:;l=,-mics inc.'7 MB BUS: (206)B42so7s
TEST PIT LOG TP.7
a
-r'#,i:#,a?ffi
i#rr*w,trsi*-
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDTTTONS: Sod, grasses
F1rt'Fo.]uo
CNul
o-
=U,
ToPSolL: slLw sN'tD To sANDy slLT dak brown to btack, (toose), very
moist, abundant organics, fine roots, trace gravel, occasionat cobbles
DESCRIPTION
CLAY; light brown, (very strff), moistto very moist, tnce to titile sand, trace
gravel, trace tine roots
SNAIO WITH GRAVELT7 9AND AND GRAnEL; brown, (dense to very
dense), very moist, wet jusl above clay layer
4'CLAY at 3 1/2'
SILTTO CLAY; light brown, (very stiff to hard), moist
grades to sandy silt, trace to litile gravel and occasional cobbtes
grades to
SILW SAND WITH GRAVEL (GLACTALTILL); gray, (very dense), stightty
moist to moist, oeasional cobbles
t-
4-
9-
2-
15-
t0
11
13
14
18
2
3
5
6
7
8
6
7
9t
$2
93
94
Bottom of test pit at I 1/2 foot depth. completed and backtitted on 4/22rg3
LabTest: MC = 15y"
topsoll layer thinner @ pp
slope side ot test pit
LabTest: MC = 21%
LabTest: MC = 5%
trace cobbles and gravel
18" diameter boulder
hard digging
COMMENTS
600 Winslow Way East
Bainbridge lslarri WA 98110
FAX: (206) e42-3797
DATE 4122t93
ELEYAIION(FT)21 112
FIGURE A-7
PRO'ECTTlo 93386-5
* lt-"#;-'amics inc.'7 MB BUS: (206) s42€073
e
TEST PIT LOG TP'8 r'*sr,flt:e:w,*v#,!,.#ffit,x,ffiffiffi%1,r*i#
Flt
Fo.tIJo
(tul
o-
=a
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Sod, grasses
DESCRIPTION
TOPSOIL: SITLY SA ID: daft brown to black, (loose), npist to very moist,
Iittle gravel, abuMant organie, fine roots
COMMENTS
PP = 2 to 2.5 TSF
Lab Test: MC = 25%
LabTest: MC;10%
test pit walls standing,
no caving
2-
3-
4-
5-
6-
7-
8-
9-
10-
11 -
12-
13-
14-
15-
16-
17-
18-
9'l
9.2
93
$4
SILIY CLAY; brown to red brown, (medium stiff to stift), very n:oist, trace
sand, fractured, somewhat friable, trace fine roots
SAND; brown to red brown, (medium dense), moist to very moist, line to
medium
beames gray
beames very moist
gray with red brown staining
Bottom of test pit at l3 1/2 foot depth. Completed and bacffiilled on 4/2295
600 Winslow Way
Bainbridge lsland
FAX:(206) 842-379t7
DATE 4122t93
ELEVAIION (FT)221t2
FIGURE A-8
PR(\IECTN('93386-5
East
wA 98110Jt lto#;-.-mrcs rnc-'7 MB BUs: (2oo) B4z'oots
C
TEST PIT LO G TP'g E*,#,y,t:aw**M,!,t'{l&**ffi"wyr.w,s,s,i#
l!
o
u.lo
alrlJo-
=U'
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITTONS: Sod, grasses
DESCRIPTION
TOPSOTL: SnTSAND TO SANDY SILT dak brown, (toose), moist, fine
roots, abuMant oryanics
COMMENTS
Granite boulders, tine roots
to 3 1/2'depth,
Test: MC = 2f/"
PP = 2 to 2.5 TSF
clean sand and gravel
podcets at 4'to 4 1/2'
depth east end of
test pit
Lab Test: MC = 25%
PP > 4.5 TSF
rough digging, gravel,
cobbles on top ol sand
test pit walls standing,
no caving
1-
3-
1-
5-
7-
8-
9-
't0 -
11 -
12-
t3-
14-
15-
16-
17-
18-
$1
9,2
CLAYEY SILTTO CUY; brown to red brown, (medium stift to stiff), moisl,
trace to little sand, tnce gravel, upper I 12' fdable, be@mes stilfer @ depth
variable fine sand layer 2'to 6'thid<
top of clay varies from 3 l/2' to 4 1/2'depth fpm west to east end of test pit
CLAY: light gray brown, (very stiff to hard), slightly moist, massive
SAND; gray, (medium dense), moist, fine to medium
Bottom of test pit at l0 foot depth. Completed and backfilled on 4/2793
600 Winslow Way
Bainbridge lsland
FAX: (206) 842-3797
EastwA 98110
DATE 4t22t93
ELEYATIOI{ (FT}
21
FIGURE A-9
P8q'ECT I{C'93386-5
lr. Muers
t Eioognarrrrcs rnc.'f MB BUS: (206) 842€073
(
TEST PIT LOG TP'10 -wisa,r'ffi,anffim*ffsn#
E
Fo.ulo
@
UJ
o-
=o
91
92
93
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Sod, grasses
DESCRIPTION
TOPSOIL: S|TSAND; dark brown to black, (loose), very moist, abundant
organics, fine roots, ahtndant roots l/4'tol/2'diameter
COMMENTS
LabTest: MC = 15o/"
trace fine roots
Lab Test: MC = 13%
PP = 2.0 to 2.5 TSF
LabTest: MC = 29%
PP > 4.5 TSF
SAND; Iight gray aN red brown npttled, (loose), very moist, little silt
CLAY; light gr4y brown, (very stiff to hard), moist, massive upper l/2' (Z'to 2
l/2'depth) mottled and weathered
Bottom of test pit at 6 foot depth. Completed and backfiiled on 4/22/95
600 Winslow Way East
Bainbridge lsland WA 98110
FAX: (206) 842-s797
DATE 4t22t93
EI.EYAITCTN (Fr)17 1t2
FIGURE A-10
PROJECT ilO 93386-5* Itlt:ll"mrcsrnc.'7 MB BUS:(206) B4zaors
C
TEST PIT LOG TP.l1 F;E:#,y,8:r:WApE,!c.i?,Hrj;Em?#iffiHlf gr#
Port Townsend New Middle School Site
TEST PIT LOCAilON: See Ftgure 2 SURFACE CONDITTONS: Sod,grasses
Flr
Fo.ulo
CDIIJJo-
=cD
TOPSOIL: SILTY SN,ID; dark brown to black, (bose), wet, abundant fine
roots and small roots (t/4' diameter), abuMani orgaiics, trace gnvel
DESCRIPTION
OLAY; lrght gny brown to red brown, stighily nptiled, (very stiff to hard),
moist to wet
beames gray, (h?rd), ttpist, massive @ S,depth
9AND AND GRAVEL; gray, (dense), very moist, trace sift at times, cemented
1-
6-
t3-
15-
10
11
12
17
18
2
3
4
5
7
I
I
4
6
9r
9.2
93
Bottom ot test pit at 7 foot depth. compteted and backtitted on 4/2zg7
COMMENTS
Lab Test: MC = ZBo/o
PP = 2.5 to 4.5 TSF
Lab Test: MC = 27%
LabTest: MC = B/"
occasionalabbles and
2" to 4'diameter gravel,
mostly fine gravel
18'diameter boulder
600 Winslow Way East
Bainbridge tshnd WA 99110
FN(: (206) 842-3797
OATE 412?,93
ELEVATK'N (FT)17
FIGURE A-11
PAq'EGT NO 93386-5
* lt-o':;='.mrcs inc.'7 MB BUS:(206) B4z-607s
(-e
TEST PIT LOG TP-12 H*#a,lr:a:,4*;:yin,!,.trffi,$t'ffi,g:r*w,tr*#
E
Guto
QlrJJo-
=U'
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Sod, grasses
DESCRIPTION
TOPSOIL: SITLY SA^ID TO SANDY SILT; dark brown to black, (bose), very
moist, abundant oryanics and fine roots, ocasional roots to l'diameter
COMMENTS
LabTest: MC = 25%
LabTest: MC = 27%
PP = 4 to 4.5 TSF
PP > 4.5 TSF
9r
92
2'to 4" lense of gray, silty sand, north end ol test plt only
CLAY; red bown and gray brown mdfled, (very stifQ, very moist, true fine
toot&, somewhat friable
bemmes light gray brown, (hard), massive
Bottom of test pit at 6 1/2 foot depth. Completed and backtilled on 4/2283
600 Winslow Way East
Bainbridge lsland WA 98110
FA"\: (206) 842-3797
DATE 412U93
ErEYArlo}l(Ff]17
FIGURE A-12
PR(\,ECIM)93386-5It ltl",:f,,arnrcs inc.'7 MB BUS: (206) 842€o7s
-i (.,_
TEST PIT LOG TP- 1 3 H,,s,w.#J:;:ffi,tpt*,!,!r:#,&nffi#:rnwssiw
F.TL
o-ulo
out
o.
=ln
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDTTIONS: Recent\flll, trace vegetatlon
DESCRIPTION
FILL: SILTY SAND TO SANDY SILT bnwn, (loose), very moist to wet, trace
to little gravel, trace clay
COMMENTS
LabTest: MC=20/"
'PP = 1.5 7gP' strcng sulfur odo| trace
cobbles
PP = 2.5 7gP
Lab Test: MC = 23%, Attb
Lab Test: MC = 28/"
Lab Test: MC = l4/"
16" diameter boulder
t-
2-
3-
4-
5-
6-
7-
8-
9-
10-
fi-
12-
13-
14-
15-
16-
17-
18-
9'l
s-2
93
94
95
FILL: CLAY: blue gray and bnwn and redbrown, (sottto stiff), wet,
TOPSOIL: SILIY S/d,ID TO SANDY SILT; dark brown to black, (loose), very
moist, tnce gravel, abundant organics and tine roots
grades to SILW SA ID; gray (loose), very moist to wet, trace gravel
CLAY: light gray to red brown mottled, (medium stitf to stift), very moist to
wet
bemmes light gray brown, (very siln, moist, massive
becomes (hard)
Boftom ot test pit at I 1/2 foot depth. Completed and backtilled on 4/2283
600 Winslow Way
Bainbridge lsland
FAX: (206) 842€797
DATE 4t2?/93
ELEVATTON (Ft)2s 1t2
FIGURE A-13
PRO'ECT NO 93386-5
East
wA 98110* ltffif,."mrcsrnc.
'7 MB BUS:(2o6)0424073
e
T E ST P I T L O G T P' 1 4 ag,str,tr E:r:w*?* *v'*&,t":H,&Evffi#mwffi,i,w
FIL
Fo.luo
atut
o.
=@
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Sod, grasses
DESCRIPTION
TOPSOIL: Srtry SAND; dark brown to black, (loose), very moist, Iittle
oravel
COMMENTS
LabTest: MC = 2l%
fine roots
LabTest: MC = 10/o
Lab Test: MC - 3/", GS
some caving, upper
2'to 3'of sand with
gravel
PP > 4.5 TSF
clay on east end of
test pit only
3-
4-
5-
6-
7
I
9
10
11 -
12-
13-
14-
15-
16-
17-
18-
91
92
93
g4
SIL7Y SA tD W|TH GRAVEL; red brown, (loose to medium dense), mo.ist
SANO WTH GRAVEL; brown to gray brown, (loose to medium dense),
moist, trace silt @ times, occasional abbles
East end of test pit only, CLAY; Iight gny brown, (very stitt to hard), moist,
trace organics and organic partings, massive, highly irregular surface
sand becomes gray
clay extends across the majority ol the bottom of test pit @ 8'depth
Bottom of test pit at 10 foot depth. Completed and backfilled on 4/2?93
600 Winslow Way
Bainbridge lsland
FAX:(2ct6) 842-3797
East
wA 98110
DATE 4t2?/93
ELEVAIFil(FO 33
FIGURE A-14
PROJ€CT}IO 93386-5* ltl:""F-mics rnc.
'7 MB BUS: (206) 842€073
a C
TEST PIT LOG TP- 1 5 EE #,y.8:71frw,#,y#,!c'i?:H,&Esffi#ww##w
Ftr
Fo.ulo
olrJ
o.
=U,
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Sod, grasses
DESCRIPTION t,hct Sod
TOPSOIL: SILTy SN,ID; dark brcwn to black, (loose), nr.ist, little gravel,
abundant tine roots
2" to 6' silty sand layer; (loose), moisl,little to some gravel
COMMENTS
fine roots
LabTest: MC = 15%
trace fine rcots
caving
LabTest: MC = 5%, GS
highly irregular surface
l-
2
3
4-
5-
6-
7-
8-
9-
10-
11 -
12-
13-
14-
15-
16
17-
18-
91
92
SAND; red brown to brown to gtay, (very loose to loose), npist, trace to little
gravel
increasing gravel, (loose)
CLAY; light gray brown, (very stiff to hard), slightly moist, massive
Bottom of test pit at I foot depth. Completed and backfilled on 4/22/93
600 Winslow Way
Bainbridge lsland
FAX:(206) 842-3797
East
wA 98110
OATE 412U93
ErEVAnOlr IFT)291t2
Fl(iURE A-15
PROJEGT IIO 93386-5J" lto#;=..mrcs rnc.'l MB BUs:(206)842€o7s
TEST PIT LOG TP-16
q{{:H,:#,ffi#ffi"mv&tlct tl oltr.''rd;uAorlttots
LabTest: MC - 13%
LabTest: MC = 11%
LabTes!; MC = 5%
A
B??"H,ili3'i!'H#fi1%u"o
FAX: (206) 842-5797
To
iteSoIohSceIddIMewNdnsenw grassesSod,rtoP CONDITlONS:SURFACE
TEST PIT LOGATION:See flgure 2
@ul
o.
=4U'
TLt'
o-ulo rootg,fineabundant
SAND;S'LTY
finegravel,fttlemoist,dense),mediumto(oosebrcwn,red
SAND; btown, (loose b medium dense)' moist' tine to medium grading to
fine to coarce
SAND WITH GRAVEL; brown' (medium densQ' moist
foot dePth. ComPleted and backfilled on 4/22/93
Bottom of test Pit at 6 1/2
94
91
92
93
6-
11 -
12
13
2
3
4
5
7
I
9
4
16
7
8
DATE 4123193
24fi- s*:,*l.H:csin*
933€
TEST PIT LOG TP'17 Hnw#;''p:aw*:y#{s'#,!&**yffii#m*"!irsi*H
Flr
Fo-
UIo
CNtU
o-
=o
Port Townsend New Middle School Site
TEsr PIT LocAnoN: See Flgure 2 SURFACE coNDtTtoNS: Sod, grasses
DESCRIPTION
TOPSOIL: SILTY SN,|D; dark bpwn , (loose), moist, abundant tine roots
COMMENTS
Lab Test: MC - ll%
slight caving
LabTest: MC = 4%
abundant 1'to 2'
size gravel
91
92
SILTY Sr'f,,lD WTH GRAVEL; red brown and brown, (medium dense) , moisl
SAND WITH GRAVEL: gray to brown, (medium dense), moist
SAND;gray, (loose to medium dense), moist
SA JD WTH GRAVEL; gray, (medium dense), nnist
increasing coarse gravel
GRAVEL WITH SAIIID; gray to dark gray, (medium dense), moist
Boftom of test pit at I toot depth. Completed and backfilted on 4/22/93
600 Winslow Way
Bainbridge lsland
FAX: (206) 842-3797
EastwA 98110
DATE 4t23t93
ELEYATION IFN 231t2
FIGURE A-17
PRO'ECT NO 93386-5
l.l. Muers
f*;:l#l*csinc'
(-
TEST PIT LOG TP-l 8
e
Port Townsend New Middle school site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Sod, adiacent to stockplle
Flr
o.
UJo
alrjJo-
=an DESCRIPTION
TOPSOTL: CLAY SILT dark brown, (medium stitf , very moist, abtMant fine
toots , organics, tnce sand
blocky fraclure
grades to-CLAY: tight gny brown, (very stiff to hard), moist' massive
mottled; (sttft), very. moist,CLAY;brownredandtobrowndarklightgraygray
triablewhatgmeofofineclaytracetoots,upwr
SAND fO SAND W\TH SILT brown to dark red brwn' (dense to very
dense), very moist
becomes light gray brown, moist, fine
PP = 2.5 TSF
LabTest: y6 = 25%
LabTest: y6 = 24%
PP=3to>4.5TSF
LabTesl: MC = lglo, GS
tittle gravel 4' to 4 1/2'
depth, cemented
COMMENTS
9l
92
93
Bottom of test pit at 9 1/2 foot depth' Completed and backfilled on 4/22/93
2-
4-
6-
5-
18-
11
14
l6
17
3
5
8
I
10
2
3
7
600 Winslow WaY
Bainbridge lsland
FAX: (206) 842-3797
EastwA 98110
DATE 4123193
E-rvelox(rr)19112
FIGURE A-18
PeqrecrHo 99386-5* ltl",=rllamrcs inc.
'7 MB BUS: (206) 842€073
a(^\_.
TEST PIT LOG TP'l I w{,trffi,s*yn#mw,ffiw
FtrriFo.ulo
CNlrJ
o.E
o
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Sod, grasses
DESCRIPTION
TOPSOIL: SILIY SN{D WITH GRAVEL; dark brown to black, (loose), moist
to very moist, wlth abundant fine roots
COMMENTS
Lab Test: MC = |f/o
'occasional nbbles
Lab Test: MC - 3%
occasional mbbles
l0'to 12'diameter
1-
2-
3-
4-
5-
6-
7-
8-
9-
10-
1l -
12-
13-
14-
15-
16-
17-
18-
91
s-2
93
SAND WITH GRAVEL; red brown, (loose to medium dense), mois| fine
toots
beames gray brown
Bottom of test pit at 10 foot depth. Completed and backfilled on 42293
600 Winslow Way
Bainbridge lsland
FAX: (206) 842-3797
EastwA 98110
DATE 4t23t93
€LEVArx)rl(FD 18112
FIGURE A-19
PR(UECT IIIO 93386-5
lr Muers
fr Er-oognarnrcs rnc.'7 MB BUS: (206) s42ao7s
e
TEST PIT LO G TP-20 Hs,wf:Elw##&*,w,,#,ffi#mwffiw
600 Winslow Way East
Bainbridge lsland WA 98110
FAx: (206) 842-5797
OATE 4123t93
ELEVAITTN (Fr)241t2
FIGURE A-20
PRq'ECT IIO 93386-5
IL
TFo.uto
atrlJo-
=U,
9t
92
93
Port Townsend New Middle School Site
TEST PIT LOCATION: See Ftgure 2 SURFACE CONDITIONS: Sod, grazed grasses
DESCRIPTION
TOPSOTL: SAND TO SILTY SAND; dark brown to btack, (oose), npist
abundant fine roob, trace to liile organkx
COMMENTS
LabTest: MC = t5%
significant caving to 6
foot depth
Lab Test: MC = 6%, GS
Lab.Test: MC = 4/o
some red brown slreaking
hard clay chunks 3'to 4'
long @ 6'to 7' depth
denser, rough digging
SAND; light brown, (loose to medium dense), moist to slighily moist, fine to
medium, trace sift
grades to tine to aarse sand;brown to gray, (medium dense), moist to
slightly moist
becomes gray brown
with gravel
Bottom of test pit at 10 foot depth. Completed and backfiiled on 4/22/95
tF lt-::l=..mrcs inc.'7 MB BUS: (206) B4z-607s
TEST PIT LOG TP-19 waffii,r,*ffi#lnw,irsn#
Ft.l.
o.
UJo
U'IIJ
o.
=a
91
92
93
Port Townsend New Middle School Site
TEST PIT LOCATION: See FlCIure 2 SURFACE CONDITIONS: Sod, grasses
DESCRIPTION
TOPSOIL: SILTY SAl,lD WITH GRAVEL; dark brown to black, (toose), moist
to very molst, with abundant fine roots
COMMENTS
Lab Test: MC = |f/o
occasional cobbles
Lab Test: MC = 3%
occasionaigDbbs
10'to 12'diameter
SAA/D WITH GRAVEL; red brown, (loose to medium dense), moisL fine
roots
beames gray brown
Bottom ot test pit at l0 foot depth. Completed and backfilled on 4/2293
600 Winslow Way
Bainbridge lsland
FAX: (206) 842-3797
EastwA 98110
DATE 4123193
ELEVATTOil (Fr)181t2
FIGURE A-19
PRqJECT 1{O 93386-s* lt-o':l=.-mics inc.'7 MB BUS: (206) 842-6ots
EC
T E ST Pl T LO G T P-20 -isw.usxa:*tyisa*,ifiia**'ntr:rtr"wffi#
Flrt'l-o.uto
@ul
o.E
o
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Sod, grazed grasses
DESCRIPTION
TOPSOTL: SAND TO SILI/ SN'ID; dark bnwn to black, (loose), npist,
abundant tine roots, trace to little organics
COMMENTS
LabTest: MC = 15%
significant caving to 6
foot depth
Lab Test: MC - 6/", GS
Lab Test: MC = 4%
some red brown streaking
hard clay chunks 3'to 4'
long @ 6'to 7' depth
denser, rough digging
91
s-2
s-3
SAND; light brown, (loose to medium dense), moist to slighily moist, fine to
medium, trace silt
grades to fine to aarse sand; brown to gray, (medium dense), moist to
slightly moist
beames gray brown
with gravel
Bottom of test pit at 10 foot depth. Completed and backfilled on 4/2293
600 Winslow Way East
Bainbridge lsland WA 98110
FAX: (206) 842-3797
OATE 4123193
EtEVArpil(Fr)241t2
RGURE A-20
PRqJECT NO 93386-s
Ll Mgers
!f Biodgnamics inc.
' 7 MB BUs: (206) s4z{o7s
(-a
TEST PIT LOG TP'21 ws*s.t:i:ffi,##&tr#,&#ffi#mwrsi#
Flr
o-ulct
v,IIJ
o-
=o
91
92
s-3
s-4
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDffiONS: Sod, grazed grasses
DESCRIPTION
TapSotL: stLw sN\tD; dark brown to black, (loose), moist abundant line
toots, trace to little organics
COMMENTS
trace cobbles
Lab Test: MC = 20%
'LabTest: MC = 9%
abundant cobbles @ base
of topsoillayer
Lab Test: MC = 7%, GS
red brown streaks, caving
trom 2'to 8'depth
Lab Test: MC = 4/o
SILIY SAND AND GRAVEL; light gray brown, (dense), moist, occasional
cobbles, cementd
SANO TO SAND WITH SILT; brown to light gray brown, (loose to medium
dense), moist,.fine to medium
becomes light gray to gray
Bottom of test pit at 13 toot depth. Completed and backfilled on 4/22/93
600 Winslow Way
Bainbridge lsland
FAX: (206) 842-s797
EastwA 98110
DATE 4t23t93
ELEVATpI(FT)331t2
FKiURE A-21
PRO'ECT NO 93386-5It ltH:fi"mrcsrnc.'7 MB BUS: (206)842€o7s
(-c
T EST PIT LO G TP -21 gls:#.y;',:s,g,.,apg',!,trffi,,x,ffi#w.w,treig_
t-l!
o.
uJo
anlrJ
GE
o
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Sod, grazed grasses
DESCRIPTION
TOPSOIL: SILTY SAND; dark brown to black, (bose), moist abundant fine
toots, trace to little organics
COMMENTS
trace cobbles
LabTest: MC = 20%
LabTest: MC = 9%
abundant abbles @ base
of topsoil layer
LabTest: MC = 7%, GS
red brown'stre aks, cavi ng
from 2'to 8'depth
LabTest: 1'tr6 = 4%
1-
o-
3-
4-
R_
6-
7^*
8-
I
10-
11 -
12-
13-
14-
15-
16-
17-
18-
91
92
g3
$4
SILTY Sr'f,lD AND GRAVEL; light gray brown, (dense), moist, oeasional
cobbles, cemerrtd
SAND TO SAND WITH SILT brown to light gny btown, (loose to medium
dense), mois[ fine to medium
becomes light gray to gray
Bottom of test Sit at 13 foot depth. Completd and backtilled on 4/22/93
600 Winslow Way East
Bainbridge lsland WA 98110
FAX: (206) 842-3797
OATE 4123t93
EI^EYAIION(FD 331t2
FIG]URE A-21
PR(I'ECT NO 93386-5
* lt::l='-mtcs Inc.
'7 MB BUS: (206) 842€o7s
TE ST P I T LOG T P -22 w,w,gsa:'mitv,*,!,.i?,m,ffivfi#wwtrs,i#
E
Fo-IUo
outJo.
=(D
Port Townsend New Middle School Site
TEST PIT LOCATTON: See Flgure 2 SURFACE CONDITIONS: Sod, grazed grasses
DESCRIPTION
TOPSOIL: SILIY SAND; darkbawnto black, (loose), npist,little gravel,
abundant line roots
COMMENTS
occasional mbbles
LabTest: MC = 18%
trace fine roots
LabTest: MC = 8/o, GS
PP> 4.5
TV = 1.8 TSF
Lab Test: MC = 21o/"
slight caving
1-
2-
3-
4-
5-
6-
7
8-
9-
10-
't1 -
12-
13-
14-
15-
16-
17-
18-
91
$2
93
s-4
95
$6
SILTY SAND WTH GRAVEL; Iight gray brown, (medium dense to dense),
very moist to wet, trace clay
CLAY; light brown to light gray brown, (very stitf to hard), moist, trace gravet
SAND; brown to light gray brown, (medium dense), moist, tine
grades to
SAND;dense), moist, trace gravel, tine to coarse
CLAY; light gray brown, (very stifl to hard), moist, trace gravel, trace organics
and organic partings, massive
Zones of clay with little sand and graveland occasionalcobbles
Sand and Gravel pocket, east side of test pit
Bottom of test pit at ll 1/2 foot depth. Completed and backfilled on 4/23/93
600 Winslow Way
Bainbridge lsland
FAX: (206) 842-3797
East
wA 98110
OATE 4123193
ELEYAnOI (FT)21 1t2
FKiURE A-22
PRqIECTM)93386-5* ltH:il-mrcsrnc.'7 MB BUs:(206)s42€o7o
C
TE ST PI T LOG TP'23 w#H;:ffi#wl,'r{mffiffi#lrustr##
FTL
o.uto
alll
o.
=o
91
92
$3
s-4
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Sod, grazed grasses
DESCRIPTION
TOPSOIL: SILIY SA tD TO SANDY SILT; dark brown to red brown and
dark brown, (loose), abundant fine roots and trace organics, occasional large
roots
COMMENTS
LabTest: MC = 22/o
west side to test pit
trace seepage at base
of sand with gravel pocket
Lab Test: MC = 2V/"
PP = 2.0 to 2.5 TSF
TV = 1.25ISF
PP > 4.5 TSF
TV = 2.9 75P
2'to 4' layer (with 12" to 24'thick pocket @ middle of tesl pit), SAND WITH
GRAVEL; gray, (loose to medium dense), trace to litile silt
AaU_; light gray and red brown mottled, (stif2, very moist
grades to
light gray brown, (very stiff to hard), moist to very moist, trace organics, trace
o rga nic partings, massive
very moist to wet
Bottom of test pit at 10 foot depth. Completed and backfilted on 4/23/93
600 Winslow Way
Bainbridge lsland
FAX: (206) 8424797
DAT€4123t93
ELEVATIOI{ (FI)
31 1t2
FIGURE A-23
PROJECT I{O 93386-s
EastwA 98110
lr. Muers
# Erougnarnrcs urc.'7 MB BUS: (206) 842-6ots
CC
TEST PIT LOG TP'24 -wwatr*&wffiffiffi"H,;,rsng_
Ft!t'Fo'
UJo
alrl
o-E
U,
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Sod, grazed grasses
DESCRIPTION
TOPSOIL: SILTY SAND TO SANDY SILT dark brown to brown, (bose),
moist, ahtndant fine roots, trace to little gravel
COMMENTS
Lab Test: MC = 18%
LabTest: MC = 2V/"
PP > 4.5 TSF
TV = 1.9 TSF
rough digging
1-
J-
4-
5-
6-
7-
8-
9-
10-
11 -
12-
t3-
14-
15-
16-
17-
18-
91
92
s-3
94
SILIY CLAY; red brown and gray brown, (stiff to very stiff), moist, trace roots
CLAY; light gray brown, (very stiff to hard), moist, massive
SAND; gray, (dense), moist, fine
little gravel
Bottom of test pit at 10 toot depth. Completed and backfilled on 4/23/93
600 Winslow Way
Bainbridge lsland
FAX: (206) 942-3797
DATE 4123193
ELEVATK'N (FI)321t2
FICiURE A-24
PRqtECr ilO 93386-5
East
wA 98110
Cr Muers
f Eroognamlcs lnc.
'7 MB BUS: (206) 842€073
:T LOG TP-24
Port Townse nd New Midd le School Site
Sod,grasses
SURFACE
PIT LOCATION : See Flgure 2
;olL: SILTY SAND TO SANDY SLLT; daribrown b brown' (toose)'
line toots,tace to little
Y CLAY; red brown and gray brown' (stttf to very stlll' moist' tnce toots
tY: Iight graY brown' (vei o,u b hard)' moist' na$ive
.ND; gra|,(dense)' moist' fine
ft gravel
Bottom of test plt at 10 foot dePth'and backfilled on 4/23/93
B'"?#jE'ST''H#fi11u"0
F/\x: (2oo) 8424797
DATE 4/23/93
32112
LabTest: P16' = 18%
LabTest: tr116 = 27%
PP > 4.5 TSF'TV
= 1.9TSF
rough digging
FlGURE A-24
93386'5
MB
H,?".lftamics inc'
BUS: (206) 8426073
EC
T EST P I T LOG TP-25 EE #,tr t:i:wntv#s;ir,wt&E#,m.wffi#
Fll
Fo.ulo
ou,
o-
=6
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Sod, grazed grasses
DESCRIPTION
4'TOPSOIL: SILTY SN,ID: dark brown, (loosd, moist, abundant fine roots
COMMENTS
sand variable thidcness
LabTest: MC = 9%
top of clay inegular at
18" to 28" depth
LabTest: ti7 = ZZ%
2-
3-
4-
5-
6-
7-
8-
9-
l0-
11 -
12-
13-
14-
t5-
16-
17-
18-
9r
$2
SAND; red brown to dark brown, (loose), moist,little silt, fittle fine roots
CLAY; red brown to light gray brown, (stitf to very stiff), moist to very moist,
trace organics aN organic partings, blocky fracture
grades to ft1ht gray brown, (very stitf to harO, moist, massive
Bottom of test pit at 7 foot depth. Completed and backfilled on 4/23/93
600 Winslow Way
Bainbridge lsland
FAXr (206) 84247st7
East
wA 98110
OATE 4t23t93
ELEYAIK'N (FTI 24
FICURE A-25
PRO'ECT I{O 93386-5* lt3:;-'.mrcs rnc.'7 MB BUs:(206) 842€o7s
TEST PlT LOG TP'26 Eew,y,yr:r,w,tpw{sWwttrsi#
ll.t'Fo.ruo
aIU
o.
=
Ch
Port Townsend New Middle School Site
TEST PIT LOCATION: See Flgure 2 SURFACE CONDITIONS: Brush
DESCRIPTION
6' FOREST DUFF: dark brown, (very [oose), organic material
COMMENTS
LabTest: MC = 19%
PP = 2.5 to 3 TSF
TV = 1.0TSF
PP > 4.5 TSF
TV > 2.5TSF
1-
2-
3-
4-
5-
6-
8-
9-
10-
tl -
12-
13-
14-
15-
16-
17-
18-
91
TOPSOIL: SILIY SAND; red brawn to dark brown, (loose), very moist, trace
to little gravel, abundant roots 1/4'to 1/2'diameter
CLAY; light brown to red brown, (stitt to very stiff), moist to very nnist,
occasionalroots
beames light gray, trace organhs and organic partings, massive, blocky
tracture at times
Bottom of test pit at I foot depth. Completed and backfilled on 4/23/93
600 Winslow Way
Bainbridge lsland
FAX: (206) 842-37tt7
East
wA 98110
OATE 4123193
ELEVAIION (FT)
21
FIGURE A-26
PRq|ECTIIC)93386-sJF ltl"":F-mrcs inc-'r MB BUS: (206)842{073
(-C
APPENDTX B
i
Middle School93386-5
May 21, 1993
Appendix
APPENDD( B
LABORATORY TESTING
A laboratory testing program was performed to evaluate the index properties of the site soilsand provide a correlation with geotechnical engineering parameters. Laboratory testswere performed on disturbed soil samples collected from the test pit explorations. Thelaboratory testing performed and procedures followed are presen-ted below. AII testing wasperformed by Soil Technolory of Bainbridge Island, Washington. Tests were conductedin general accordance with the American Society of Testing and Materials (.{STM)
standard test procedures. ;
SOIL CI,ASSIFICATION
Soil samples were collected during the exploration program and were visually classifiedin the field. Field visual classification of soils was conducted in general accordance withASTM D-2488 "Standard Practice for Description and Identification of Soils (Visual-
Manual Procedure)". Field log soil classifications were updated as necessary based on theresults of the laboratory testing.
MOISTURE COIVTENT (MC)
Moisture content detcrminations were performed on the majority of site soil samples ingeneral accordance with ASTM D-22L6. The results of these tests are presented on the testpit logs in the comments column and are also shown on Table Bl presented below.
GRAIN SIZE ANALYSES (GS)
The Iaboratory testing program consisted ofgrain size analyses ofselected site soil
samples to determine grain size distribution. Selected samples are indicated on the test pit
logs in the comments column. Sieve analyses of particles greater than the U.S. No. 200
mesh sieve size were performed. The tests were conducted in general accordance withASTM D-422. The results of the grain size analyses are shown in this appendix on FiguresBl through B3.
ATTERBERG LIMITS (AtIb)
Liquid and plastic Atterberg limits were determined for selected samples of the fine
grained, cohesive soils encountered in the explorations. The tests were performed in
accordance with ASTM D-4318 to aid in classification and correlation with engineeringparameters of the soils. The results of the Atterberg limits tests are shown on Figure B-4.
Myers Biodynamics, Inc.
Middle School93386-6
May 21, 1993
Appendix
Test Pit
TP.1
TP.1
TP.1
TP.1
TP-2
TP.2
TP.2
TP.2
TP-3
TP-3
TP-3
TP.3
TP.4
TP.4
TP-4
TP-4
TP-5
TP.5
TP.5
TP.5
TP.6
TP-6
TP-6
TP.7
TP.?
TP-7
TP.8
TP-8
TP-9
TP.9
TP.10
TP.1O
TP.10
TP-11
TP-l1
TP.11
TP.12
TP-12
TP.13
TP.13
TP.13
TP.13
TP.14
TABLE 81
MOISTURE COMTENT TEST RESULTS
Samgle Depth (feet) Moisture Content (7o)
s-1
s-2
s-3s4
s-1
s-2
s-3
s-5
s-1
s-2
s-4
s-5
s-1
s-2
s-3
s4
s-1
s-2
s-3
s-5
s-1
s-2
s-3
s-1
s-2
s-3
s-2
s-3
s-1
s-2
s-1
s-2
s-3
s-1
s-2
s-3
s-1
s-2
s-1
s-2
s-3
s4
s-1
1.0 -
3.0 -
4.0 -
7.0 -
0.5 -
2.0 -
3.5 -
8.5 -
1.0 -
3.0 -
5.0 -
11.0 -
0.5 -
2.0 -
4.5 -
8.5 -
1.0 -
3.5 -
4.5 -
6.5 -
2.0 -
4.0 -
o.D -
0.5 -
2.0 -
4.0 -
1.0 -
4.0 -
1.5 -
5.0 -
0.0 -
1.5 -
3.0 -
0.5 -
2.0 -
4.0 -
0.5 -
2.0 -
0.0 -
2.5 -
4.0 -
4.5 -
0.5 -
2.0
4.0
5.0
8.0
1.5
3.0
4.0
9.0
2.0
3.5
6.5
11.5
1.0
2.5
5.0
9.0
3.0
4.0
5.0
7.0
3.0
5.0
7.0
1.0
2.5
4.5
2.0
5.0
2.0
6.0
0.5
2.0
4.4
1.0
2.5
5.0
1.0
2.5
1.0
3.5
4.5
5.0
0.?5
14a
z3nnI
4
11
8
7
31
5
ul
u]
6
31
15
t5n
30
15
2L
%
16
2L
5
%
10
%
%
15
utn
%n
8
%nnaau
2l
Myers Biodynamics, Inc.
Middle School
May 21, 1993
Appendix
e3386-(^
TABLE 81
MOISTURE COI.IITENT TEST RESULTS
(Continued)
Test Pit
TP.14
TP.14
TP.15
TP.15
TP.16
TP.16
TP-16
TP.17
TP.17
TP.18
TP-18
TP-18
TP.19
TP.19
TP.2O
TP-20
TP.2O
TP.21
TP.21
TP-21
TP.21
TP.22
TP.22
TP.22
TP.23
TP-23
TP-24
TP-24
TP.25
TP.25
TP-z6
Sample
s-2
s-3
s-1
s-2
s-1
s-2
s-3
s-1
s-2
s-1
s-2
s-3
s-t
s-2
s-1
s-2
s-3
s-1
s-2
s-3
s-4
s-1
s-2
s-3
s-1
s-3
s-1
s-2
s-1
s-2
s-1
Depth (feet)
0.75- 1.0
2.0 - 3.0
0.5 - 1.0
3.0 - 4.0
0.5 - 1.0
1.0 - 2.0
3.0 - 4.0
0.5 - 1.0
2.5 - 3.0
1.0 - 2.0
3.0 - 3.5
4.5 - 5.0
0.5 - 1.0
1.5 - 2.0
0.5 - 1.0
2.0 - 2.5
4.0 - 5.0
0.5 - 1.b
1.0 - 2.0
2.5 - 3.5
12.0 - 13.0
0.5 - 1.0
1.0 - 2.0
3.0 - 3.5
0.5 - 1.0
3.0 - 4.0
1.5 - 2.0
3.5 - 4.0
1.5 - 2.0
3.0 - 4.0
0.5 - 1.5
Moisture Content (7o)
10
3
15
5
ut
11
b
11
4
%
2t
ilt
16
3
15
6
4n
9
7
4a
8
2Lnnan
9n
19
Myers Biodynamics, Inc.
Locotion: PORT TOWNSEND MTDDLE SCHOOLDote : Wed Moy 05 1993No.MYERS BIODYNAMICS 93386-5J-344ProjectProjectGrain SizeAnalysisSoilTechnology, lnc.U.S. STANDARD SIEVE SIZE11 ,t0 ,2o ,10 '160 ,too l2oo ,4oo100I09080F070td=coE.trJ 50zf,240LrJOSroo-102030405060708090100otrjzFbJE.Fztd()ELrJ(L20l00looo 500loo 50to51o.5GRAIN SIZE IN MILLIMETERS0.1 o.05o.ol 0.005o.oolINXtI\Ta\\tLI\*\\\il\!\'tll.\^5q\ililSILT OR CLAYSANDFINE.o*rrlMEDIUMGRAIELFINECOARSEco8ELESSymbol++€}.Boring NoTP- ITP-2TP-5Somple Nos-1s-2S-lDepth Filenome1.0-2.0 fr TPls-l2.0-3.0 fr TP2S-2r.0-3.0 ft TPss-lClossificotion r/ DescriptionSM Silty sond with orovelSM Siltv sond with 6rovetSM Silty sond with irovelFigrrre B1lItfII1
Project ; MYERS BIODYNAM|CS 9JJB6-5Project No.: J-344Locotion: PORT TOWNSEND MTDDLE SCHOOLDote : Wed Moy 05 1993Grain SizeAnalysisSoilTechnology, lnc.l01009080F670UJ=(D(rtrJ 50zf,240td()ffiro(L20lootooo 5001oo 50U.S. STANDARD SIEVE SIZEl. ,to l2o l1o 160 ltoo ,2oo l4oo510.5GRAIN SIZE IN MILLIMETERSo.l o.o5o.ol 0.005102030otrJ40zFtrJ50EFzIJ60pLdo_708090100o.oori!iit;-l=rtlItil-!-ttit\\tTij.\L\(! lLtril:li\ki*P\1- - ".SILT'OR CLAYSANDFINEMEDIUMCOARSEGRAVELFINECOARSECOEBLESSymbol+-#+Boring No.TP- I4TP-I5TP- I8Somple No.s-3s-2s-3Depth2.0-3.0 ft3.0-4.0 fr4.5-5.0 ftFilenomeTP I 4S_3TP I 5S-2TP I85-3Clossificotion r/ DescriptionSW Well-groded sond with orovelSP Poorli qroded sondSP-SM Poorly iroded sond with siltFigure 82)I
Project : MYERS BI0DYNAMICS 95386-5Project tiio.: J-344Locotion: PORT TOWNSEND MTDDLE SCHOOLOote : Wed Moy 05 1993Grain SizeAnalysisSoilTechnology, lnc.o.5.U.S. STANDARD SIEVE SIZE,1 ,t0 l2o ,40 ,60 ,too ,2oo ,4oo10090800r02030405060708090F6totJ=(DE,lrj 50zf,240trJotrro(L20otrjzaF-trJEFzUJC)u.trJo-100100lo0o 500loo 50to51o.5GRAIN SIZE IN MILLIMETERS0.I o.05o.ol 0.005.0.001I\\tiltil\tl\1.\\Il.tsaISILT OR CLAYSANDFIN€.oorselMEDIUMGRAVELFINECOARSECOEBLESSymbol+-&+Boring No.TP-20TP-21TP_22Somple No.s-2s-3s-2Depth Filenorne2.0-2.5 il TP20S-22.5-3.5 ft TP2lS-32.0-2.5 ft TP22S-2Clossificotion / DescriptionSP Poorly qroded sondSP-SM Poorly 6roded sond with siltSM Silty 'so-nd with grovelFj-gure 83l
Soil Technology, lnc
Project : MYERS BIODYNAMICS 9JJ86-5
Project No. : J-344
Locotion : PORT TOWNSEND M|ODLE SCFTOOL
Dote : Wed Moy 05 1993
100
90
20
r0
010203040
Symbol Borlng No. Sarnple No.
PLASTICITY CHART
50 60 70 80 90 100
Water Content ln percant
Llqutd pbstic
Natural 'Limlt umlt
31
23
23
1 10 120 130 140 r50
Plaslicity
lndex Oescripdon (USC)
80
o- 70
d60oz.
Fo640
Jo- Jo
0
2,n&
50
39
42
s-4
s.3
s.2
o
A
o
TP.3
TP.1
TP.13
27
192
Fat Clay (CH)
Lean Ctay (cL)
Lean Clay (CL)
Figure 84
C
APPENDIX C
Middle School
May 21, 1993
Appendix
e3386-/
APPENDTX C
INFILTRATION TESTING
The EPA methodology used the field investigations of soil permeability is called thefalling head test procedure. The falling head procedo"" *,", performed at the test sitesusing the following steps:
Jdentify study area. Percolation tests were performed within the areas indicated to ourfirm as possible stormwaterinfiltration areas. Tests were located in each of the foursiteareas indicated.
Prepaiation of Test Hole. The infiltration test hole was prepared by digging or hand -
augering to the indicated elevation of the proposed infiltration system oi "iUt a limiting(restrictive) soil horizon was encountered. Logr of the infiltration test holes or.r" prep"ftdand are presented in Table Cl. The diameter of the test holes was generally 6 inches. Toexpose a natural soil surface, the sides of the hole were scarified and the loose soil materialwas removed from the bottom of the test hole. Two inches of 1J2 to 3/4 inch gravel was placedin the test hole to protect the bottom from scouring action when the water wis added.
Soakine period. The hole was filled with at least 12 inches of clear water. This depth ofwater was maintained for at least 4 hours or in some cases overnight if clay soils werepresent.
In sandy soils with little or no clay, soaking was not necessary. If after filling the holetwice with 12 inches of water, the water seeped completely away in iess than teri minutes,the test proceeded immediately.
Measurement of the Infiltration Rate. Except for sandy soils, infiltration ratemeasurements were made 15 hours but no more than 30 hours after the soaking periodbegan. Any soil that sloughed into the hole during the soaking period *r", ,"--oi.d and thewater level is adjusted to 6 inches above the gravef(or g inches alove the bottom of the hole).At no time during the test was the water level allowed to rise more than approximately 6inches above the gravel. Immediately after adjustment, the water level was measuredfrom a fixed reference point to the nearest V8 inch at 30 minute intervals. At least three testmeasurements were taken.
After each measurement, the water level was readusted to the 6 inch level. The last waterlevel drop was generally used to calculate the percolation ratp. In s.andy soils or soils inwhich the first 6 inches of water added after thi soaking period seepd away in less than iOminutes, water level measurements were made at 10 minute intervals for a t hour period.The last water level drop was used to calculate the percolation rate.
Calculation of the Percolation Rate. fire percolation rate was calculated for each test.hole
by dividing the time interval used between measurements by the magnitude of the lastwater level drop. This calculation resulted in a percolation rate in tcrms of minutes perinch. Example: If the last measurement drop inwater level after 30 minutes is b/8 inch,the percolation rate = (30 minutes)/(V8 inch) = 48 minuteVinch
Myers Biodynamics, Inc.
e3386-d'a'Middle School
May21,1993
Appendix
InfiItration
Test Number
IT.1
TT-2
IT.3
IT-4
TABLE C1INFILTRATION TEST LOCATION SOIL LOGS
Port Townsend School District
Proposed Middle School Site
Depth(inches)Soil Descriptipn (USDA)
0-4
4-2t
2A-49
4)-55
G15
L5-25
25-39
39 -46
0- 16
16-20
n-u
34 -36
0-12
p-n
TOPSOIL
SILT LOAM TO CLAY LOAM; red
brown and light gray mottled, (very
stiff), moist, trace roots
CLAY; gray, (very stiff to hard), moist
to slightly moist
SAND; red brown, (dense), very moist,
cemented
TOPSOIL: LOAMY SAND; dark
brown, (loose), moist, fine roots, trace
gravel
LOAMY SAND; red brown to dark
gray, (loose to medium dense), very
moist, trace gtavel
CLAY LOAM TO CLAY; gray brown,(stiff), moist
SAND; gray brown and red brown,
(loose to medium dense), moist
TOPSOIL: GRAVELLY SANDY
LOAJvI; dark brown, (loose), very moist
GRAVELLY SANDY LOAM; gray
brown, (dense), very moist, cemented
GRAVELLY SANDY LOAM; lightgray brown, (medium dense), very
moist to wet from 30 - 34 inches
CLAY LOAM; brown to red brown,
(medium stiff to stift), very moist
TOPSOIL: GRAVELLY LOAM TO
GRAVELLY SANDY LOAM; dark
brown, (loose), moist, abundant gravel
at 12 inches depth
GRAVELLY SAI',IDY LOAM; brown to
dark brown, (medium dense to dense),
moist
CLAY LOAIvf; light gray to red brown
mottled, (stiff;, moist, trace gravel
Myers Biodynamics, Inc.
29 -35