HomeMy WebLinkAboutRainier Street Regional Stormwater Addendum No. 1Addendum No. 1
for Construction of
Rainier Street Regional Stormwater
City of Port Townsend Work Order 8028
Prepared by:
City of Port Townsend
Department of Public Works
250 Madison Street, Suite 2R
Port Townsend, WA 98368
The above mentioned CONTRACT PROVISIONS AND PLANS has been reviewed and approved for
advertisement. Such review includes all plans, specifications, and permits associated with the project.
Prepared by:
Checked by:
Approved by
III. Bid Forms Page 1 of 4 Rainier St. Regional Stormwater
ADDENDUM NO. 1
TO THE CONTRACT PROVISIONS AND PLANS
FOR CONSTRUCTION OF
City of Port Townsend Work Order No. 8028
ISSUED: April 14, 2020
BID OPENING: 2:00 PM
April 22, 2020
Acknowledge receipt of this Addendum on the Bid Proposal (Exhibit A), Page 1.
TO PROSPECTIVE BIDDERS:
The attention of all prospective bidders on the above project is directed to the following
modifications and additions to the Contract Documents, which are hereby made a part of
the Contract Provisions and Plans.
MANUAL COVER BID SUBMITTAL COVER SHEET ANDTABLEOF CONTENTS
Add Appendix G — Critical Areas Special Report to Table of Contents
PART I — CALL FOR BIDS
No Change
PART II — CONTRACT SPECIFICATIONS
No Change
PART III - BID FORMS
No Change
PAR"I" IV — CONTRACT FORMS
Addendum No. 1 Page 2 of 4 Rainier St. Regional Stormwater
PART V —APPENDICES
Add Appendix G — Critical Areas Special Report - Geologically Hazardous Areas
Bidders shall furnish the City of Port Townsend with evidence of receipt of the
Addendum. This Addendum will beincorporated \nthe contract when awarded and
when formally executed.
Any questions please contact David L. Peterson, P.E. at d 50 :(Jo,'
David Peterson, P.E.
City Engineer
City of Port Townsend
Attachments:
Critical Areas Special Report Geologically Hazardous Areas
Addendum No.1 Page 3 of 4 Rainier St. Regional Stormwater
Attachment
Appendix G - Critical Areas Special Report - Geologically Hazardous Areas
Addendum No. 1 Page 4 of 4 Rainier St. Regional Stormwater
Technical Memorandum
TO: Doreen Gavin, PE
FROM: Benjamin Ford, PE, and Ken Reid, LEG
DATE: July 18, 2019
RE: Critical Areas Special Report — Geologically Hazardous Areas
Rainier Street Regional Stormwater Pond
Port Townsend, Washington
Project No. 1260005.010.012
Introduction
This technical memorandum summarizes the results of a critical areas study (CAS) performed by
Landau Associates, Inc. (LAI) in support of the City of Port Townsend's (City; project owner)
Rainier Street Regional Stormwater Pond project. The study area extends from the southern
reach of Rainier Street (formerly Howard Street) to Mill Road in Port Townsend, Washington (site;
Figure 1). LAI completed the CAS in general accordance with the standards set forth in Chapter
19.05 of the Port Townsend Municipal Code (PTMC).
Project Understanding
The City proposes to construct a stormwater infiltration facility near Mill Road, on Jefferson
County Parcel No. 001162017. The facility will be used to manage stormwater runoff generated
by commercial development along the Rainier Street corridor. A stormwater conveyance pipe
(pipe) will be installed between the proposed infiltration facility and an existing stormwater
detention facility at the south end of Rainier Street. The pipe will extend up to 25 feet (ft) below
ground surface (bgs).
To provide maintenance access for the pipe, the City proposes to construct a multi -purpose,
public trail along the pipe alignment. The trail will be approximately 10 ft wide and gravel
surfaced. Grades along the trail alignment could change, with fill depths up to 2 ft and cuts of
approximately 4 ft. The proposed trail/pipe alignment is shown on Figure 2.
To support the proposed improvements, LAI assessed geologically hazardous areas at the site and
developed the following design recommendations.
Site Conditions
The site consists of the forested area between the proposed Mill Road infiltration facility and the
existing detention facility at the south end of Rainier Street. The site is heavily vegetated with a
mixture of deciduous and coniferous trees and an understory of vegetation common to the area.
14 LANDAU
ASS'(. 0ATES 955 Malin Lane SW, Suite B • Tumwater, Washington 98501 • (360) 791-3178
Landau Associates
At the beginning of the proposed trail/pipe alignment, near the existing detention facility (upland
portion of site), the site has been cleared of vegetation, and ground cover consists of field grass.
Site topography includes 5 to 80 percent slopes. From the existing detention facility, the
proposed trail/pipe alignment extends approximately 1,200 ft east —west across the top of a steep
slope (inclined between 30 and 80 percent.). The trail/pipe alignment then meanders downslope,
toward the proposed infiltration facility, crossing 5 to 30 percent slopes. A vertical relief of
approximately 75 ft separates the upland portion of the site from the proposed infiltration
facility. A 5-ft-wide trail and waterline cross through the site. Existing site features and
topography are shown on Figure 2.
Geologic Setting
The Puget Sound region is underlain by Quaternary sediments, deposited by numerous glacial
episodes, the most recent of which is termed the Vashon Stade of the Fraser Glaciation.
Deposition occurred during a number of glacial advances and retreats that created the existing
subsurface conditions at the site. Based on available geologic maps and data, along with the
conditions observed in LAI's subsurface explorations, sediments at the site consist of glacial till
overlying glacial advance outwash. Both sediments have been overconsolidated by overriding ice
sheets.
Geologic information for the project area was obtained from the Geologic Map of the Port
Townsend South and Part of the Port Townsend North 7.5-minute Quadrangles, Jefferson County,
Washington (Schasse and Slaughter 2005). The map indicates that the southwest portion of the
site is underlain by advance outwash deposits (Qga), a unit typically consisting of sand with silt,
gravel, and cobble -sized particles deposited by streams and rivers during glacial advance. This
area of the site also could be underlain by boulders, silt, and clay. The northeast portion of the
site is underlain by glacial till deposits (Qgt), a unit that typically consists of a mixture of clay, silt,
sand, and gravel with isolated boulders. Both soil units are highly consolidated, and typically
stable at steep inclines, such as the marine and inland bluffs in the vicinity of the site.
The subsurface conditions observed in LAI's geotechnical borings were consist with the mapped
geology.
Subsurface Soil and Groundwater Conditions
Site subsurface conditions were explored during previous phases of the project, and the resultant
data were used to complete the CAS. Historical boring B-1 (LAI 2009; Attachment 1) was advanced
in the northeast portion of the site during initial design of the Rainier Street (formerly Howard
Street) corridor improvements. Historical test pits TP-11b through TP-14b (LAI 2015; Attachment
Critical Areas Special Report
Rainier Street Regional Stormwater Pond 2 July 18, 2019
Landau Associates
2) were advanced along the proposed trail alignment. Borings B-1-19 to B-3-19 (LAI 2019;
Attachment 3) were advanced at the location of the proposed infiltration facility in February
2019. The approximate locations of the historical and recent explorations are shown on Figure 2.
The results of the subsurface explorations indicate two geologic units are present along the
proposed trail and pipe alignment. LAI interprets the site subsurface profile to include 30 to 40 ft
of glacial till overlying advance outwash. The glacial till observed in LAI's explorations consisted of
silty, gravelly, fine to coarse sand with occasional cobbles in a very dense, moist condition. The
advance outwash generally consisted of fine to medium/coarse sand with varying silt, gravel, and
cobble content or silt with varying sand content in a medium dense to very dense/hard and moist
condition. Figures 3 and 4 present LAI's interpretation of site subsurface conditions.
A true groundwater table was not encountered during LAI's 2008, 2015, and 2019 explorations.
However, minor zones of perched groundwater were encountered above low -permeability layers
within the advance outwash unit. Perched groundwater was encountered in borings B-1-19 and 13-
3-19 at 15 and 5 ft bgs, respectively. Groundwater depths will vary depending on local subsurface
conditions, weather conditions, and other factors.
Geologically Hazardous Area Assessment
The following sections include an assessment of geologically hazardous areas at the site, per
Chapter 19.05 of the PTMC.
Erosion Hazard Areas
A description of near -surface soil conditions at the site was obtained from the U.S. Department of
Agriculture's Natural Resources Conservation Service Web Soil Survey (NRCS 2018; accessed June
20, 2019). The survey shows three soil units across the site (Figure 5): Soil conditions in the
northwest portion of the site consist of Dick loamy sand 0 to 15 percent slopes; conditions in the
northeast portion of the site consist of Clallam gravelly, sandy loam 0 to 15 percent slopes; and
conditions in the southern portion of the site consist of Hoypus gravelly, sandy loam 0 to 15
percent slopes.
The trail/pipe alignment crosses 5 to 30 percent slopes. LAI reviewed the erosion -hazard potential
for the three soil units mapped at the site, and found that site soils have a moderate erosion
potential, per soil unit descriptions published by the Jefferson County Soil Conservation Service
(McCreary et al. 1975). According to criteria set forth in Section 19.05.100(C)(1) of the PTMC, the
soil conditions mapped along the proposed trail/pipe alignment do not constitute an erosion
hazard area. However, clearing limits should be established to prevent construction
Critical Areas Special Report
Rainier Street Regional Stormwater Pond 3 July 18, 2019
Landau Associates
encroachment onto steeper slopes, and the erosion -control measures recommended herein
should be implemented to reduce the potential for soil erosion/near-surface soil instability.
Landslide Hazard Areas
On July 13, 2018, LAI representatives performed a reconnaissance of slopes adjacent to the
proposed trail/pipe alignment. LAI observed no signs of historical or current slope instability and
no occurrence of groundwater seepage along the proposed alignment or steep slopes. During the
reconnaissance, LAI used a handheld inclinometer to identify slopes greater than 40 percent.
LAI used the following resources to identify historical or current slope instability at the site: the
Washington State Department of Natural Resources' (DNR) Geologic Information Portal, DNR's
Washington Lidar Portal, and the Washington State Department of Ecology's Coastal Atlas Map
(DNR 2018, accessed June 20, 2019; DNR 2005, accessed June 20, 2019; Ecology 2019, accessed
June 20, 2019). No landslides, current or historical, are mapped at site.
LAI reviewed surface topography generated from Lidar data and topographic information from
surveys completed for the project. Based on review of topographic data and observations made
during the slope reconnaissance, an isolated portion of the site features 40 percent or greater
slopes with a vertical relief greater than 10 ft. Per Section 19.05.100(C)(2)(e) of the PTMC, the
presence of 40 percent or greater slopes classify areas adjacent to the site as landslide hazard
areas (LHAs; inland bank).
Figure 2 presents the extent of the LHA (inland bank) as delineated by LAI. The PTMC requires a
licensed engineering geologist to determine a minimum buffer, no less than 25 ft from the inland
bank. To establish the minimum buffer, LAI used the software program SLIDE, Version 6 to
evaluate stability at the critical slope section shown as A -A' on Figure 2 (RocScience 2003). Figures
3 and 4 present pre- and post -construction slope stability models. The post -construction stability
model incorporates the maximum amount of disturbance anticipated, and evaluates the
applicability of the minimum 25-ft buffer. Based on the slope stability analysis, a static factor of
safety (FS) of 2.0 is maintained for pre- and post -construction scenarios. A minimum FS of 1.3
typically is required for static stability of slopes. The proposed improvements do not increase
risks to life -safety or property, and will have a negligible effect on the slope stability of the inland
bank.
LAI recommends maintaining a buffer of 25 ft from the inland bank for construction of the pipe.
Per Section 19.05.100(E)(2)(f)(i) of the PTMC, minor development (i.e., public trails) is allowed
where there is no "increased risk to people or property or impacts to environmental processes."
Current design plans show the proposed trail encroaches into the 25-ft buffer by approximately 8
Critical Areas Special Report
Rainier Street Regional Stormwater Pond 4 July 18, 2019
Landau Associates
ft. This minor encroachment should be allowed, as it will not increase the risk to life -safety or
affect the stability of the inland bank. However, this exception requires complete adherence to
the construction recommendations herein. In LAI's opinion, removal of vegetation within the
clearing limits will not have a significant impact on the LHA, and mitigation should not be
required.
Seismic Hazard Areas
Data from DNR's Geologic Information Portal (2010; accessed June 20, 2019) indicate that the site
has a very low to low liquefaction susceptibility. Loose sand or gravel, peat, artificial fill, and
landslide materials or soils with high organic content were not encountered in the subsurface
explorations. According to the criteria in Section 19.05.100(C)(3) of the PTMC, site conditions do
not constitute a seismic hazard area.
Construction Considerations
The recommendations presented in this section should be included in the project plans and
specifications to protect the LHA from disturbance.
Stormwater Control
As shown on the City of Port Townsend's preliminary plans (Attachment 4), stormwater runoff
along the proposed trail will be managed with a drainage Swale that runs parallel to the trail
alignment. The proposed drainage Swale should not direct stormwater toward the LHA or its
buffer.
Erosion Control
The following erosion and sediment control measures should be implemented and maintained
throughout construction, and revegetation should comply with local regulations:
• Clearing limits shall be shown on the plans and marked in the field prior to clearing and
grading activities.
• High -visibility fence should be installed along the clearing limits for all areas where work is
performed adjacent to the LHA and its buffer.
• All stormwater runoff shall be directed away from the LHA and/or its buffer and be
managed with best management practices (BMPs), approved by the local jurisdiction.
• Earthwork should be allowed during the wet season (October through April), but only
performed during periods of dry weather.
• All temporary and permanent slopes shall be stabilized immediately using appropriate
BMPs. All disturbed areas shall be vegetated to provide long-term erosion control.
Critical Areas Special Report
Rainier Street Regional Stormwater Pond S July 18, 2019
Landau Associates
Temporary Excavations
Temporary excavations up to 25 ft bgs will be required for pipe installation. To limit the project
footprint adjacent to the LHA and its buffer, LAI recommends that a trench shoring system is used
for all temporary excavations in excess of 8 ft. Open -cut excavations should not extend more than
8 ft bgs, and no temporary excavation should extend beyond the clearing limits.
Soil stockpiles should not be staged between the excavation and the LHA south of the trail
alignment (i.e., south of the alignment).
Tree Preservation
Site vegetation within clearing limits will be disturbed/removed to construct the improvements.
Once the final trail/pipe alignment has been selected, a licensed arborist should determine if
trees outside of the clearing limits will be affected by the proposed improvements. If trees are
likely to be affected, the arborist should establish measures for protecting them.
Conclusions
Based on the results of LAI's slope stability analysis, the proposed improvements will not increase
risks to life -safety or negatively impact the critical area, provided construction is completed in
accordance with the recommendations presented herein.
Use of This Technical Memorandum
This technical memorandum was prepared for the exclusive use of the City of Port Townsend and
AHBL, Inc. for specific application to the Rainier Street Regional Stormwater Pond project in Port
Townsend, Washington. No other party is entitled to rely on the information, conclusions, and
recommendations included in this document without the express written consent of Landau
Associates, Inc. (LAI). Further, the reuse of information, conclusions, and recommendations
provided herein for extensions of the project or for any other project, without review and
authorization by LAI, shall be at the user's sole risk. LAI warrants that within the limitations of
scope, schedule, and budget, its services have been provided in a manner consistent with that
level of care and skill ordinarily exercised by members of the profession currently practicing in the
same locality under similar conditions as this project. LAI makes no other warranty, either express
or implied.
Critical Areas Special Report
Rainier Street Regional Stormwater Pond 6 July 18, 2019
Landau Assodates
Closure
We appreciate the opportunity to provide geotechnical services on this project, If you have
questions or comments, please call the undersigned at (360) 791 -317&
LANDAU ASSOCIATES, INC,
Benjamin Ford, PE
Associaite
Ken Reid, LEG
Associate
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Attachments: Figure 1. Vicinity Map
Figure 2. Site Man
Figure 3. Critical Slope Stability Model A - A' — Existing Conditions
Figure 4. Critical Slope Stability Model A -A'— Post-ConstrUction Conditions
Figure S. Erosion Hazard Map
Attachment 1, LAI 2009 Study — Exploration B-1
Attachment 2, LAI 2015 Study — Explorations TP-11B through "rp-14B
Attachment 3. LAI 2019 Study — Explorations B-1-1,9 through B-3-19
Attachment 4. Port Townsend Regional Stormwater Facility - Grading, Storrn
Drainage, and Suffacing Plan
DNR. 2010. Geologic Hazard Maps: NEHRP Site Class and Liquefaction Susceptibility. Washington
State Department of Natural Resources. Accessed June 20, 2019. Available online at:
httPs:Hwwwdnrwa.gov/programs-and-services/geology/`geologic-hazards/geologic-hazard-
maps#nehrp-site-c�'lass-and-liquefaction-susceptibility,
DNR, 2018. Geologic Information Portal: topoView portal, 24k Scale. Washington State
Department of Natural Resources, Accessed June 20, 2019. Available online at:
OEM
Cd*M Areas Special Report
Unier Street Regional Stormwater Pond 7 July 18, 2019
Landau Associates
DNR. 2005. Washington Lidar Portal, Puget Sound Lowlands. Washington State Department of
Natural Resources. Accessed June 20, 2019. Available online at:
http://Iidarportal.dnr.wa.gov/#47.85372:-122.91504:7.
Ecology. 2006. Washington State Coastal Atlas. Washington State Department of Ecology.
Accessed June 20, 2019. Available online at:
https://fortress.wa.gov/ecy/coastalatlas/tools/Map.aspx.
McCreary, F.R.; Soil Conservation Service. 1975. Soil Survey of Jefferson County Area,
Washington. August.
Rocscience Inc. 2003. Slide Version 6.0 — 2D Limit Equilibrium Slope Stability Analysis. Toronto,
Ontario, Canada. www.rocscience.com.
Schasse H.W., and S.L. Slaughter. 2005. Geologic Map of the Port Townsend South and Part of the
Port Townsend North 7.5-minute Quadrangles, Jefferson County, Washington. Washington
State Department of Natural Resources.
USDA. Web Soil Survey. U.S. Department of Agriculture Natural Resources Conservation Service.
Accessed June 20, 2019. Available online at:
https://websoiIsurvey.sc.egov.usda.gov/App/HomePage.htm.
Critical Areas Special Report
Rainier Street Regional Stormwater Pond 8 July 18, 2019
Project Location
len Cove
V
0 0.5 1
Miles
Data Source: Esri 2012
Rainier Street Regional
Stormwater Pond
LANDAU Critical Areas Special Report
ASSOCIATES Port Townsend, Washington
OW Fort
Townsend State
Park
Port Townsend
LIPort Townsend
I :Vvrett
1111111SI:!a: ttle,
,III L 1:0 111 a
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Vicinity Map
Figure
1
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0.750 Existing Trail Alignment
a 000
I . .°10 0
2.25D
2.500
'T,
a. r5 0 Proposed Trail/Pipe Alignment ;;I., we.,
3. GOO "0064r"inw C Wr
3.750
4, O�10 9r// 0
........... El 130 iTAW
4 .250
4.750
5 . 00D
5. 5co 25-Foot Buffer
s . -? h c,y
6.000'
. ... . ..... ......
Landslide Hazard Area
..........
100 0 100 200 300 400 600 60 700
Notes
1. Black and white reproduction of this color original may reduce its
effectiveness and lead to incorrect interpretation. Source: Landau Associates Inc. 2019
2. Not to scale.
Rainier Street Regional Figure
Stormwater Pond Critical Slope Stability Model A -A'
14 LANDAU Critical Areas Special Report Existing Conditions 3
ASSOCIATES Port Townsend, Washington_
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Safety Factor
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3.750
6 4 .0 (.,k 1
4.25Q
4.750
5.000
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51500
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Notes
1. Post -construction slope model includes saturated trench backfill zone and a 250 pound per square foot live load to
simulate construction equipment loading.
2. Black and white reproduction of this color original may reduce its effectiveness and lead to incorrect interpretation.
3. Not to scale. Source: Landau Associates Inc. 2019
Rainier Street Regional Figure
Stormwater Pond Critical Slope Stability Model A -A'
LANDAU Critical Areas Special Report Post -Construction Conditions 4
ASSOCIATES Port Townsend, Washington
ATTACHMENT 1
LAI 2009 Study— Exploration 6-1
MAJOR
DIVISIONS
Soil Classification System
uscs
GRAPHIC LETTER TYPICAL
SYMBOL SYMBOLt'I DESCRIPTIONS tzltsl
CLEAN GRAVEL
o ° p a° O
GW
Well -graded gravel; gravel/sand mixture(s); little or no fines
GRAVELAND
p
p P
p.o o;o,p.
Gp
_j N
N
GRAVELLY SOIL
(Little or no fines)
Poorly graded gravel; gravel/sand mixture(s); little or no fines
_
O m N
GRAVEL WITH FINES
GM
o z
(More than 50% of
Silty gravel; gravel/sand/silt mixture(s)
w E .N
Z w o
coarse fraction
retained on No. 4
(Appreciable amount of
Q ° N
sieve)
fines)
GC
Clayey gravel; gravel/sand/clay mixture(s)
In w c
SAND AND
CLEAN SAND
SW
Well -graded sand; gravelly sand; little or no fines
U) L
� "
SANDY SOIL
(Little or no fines)
Poorly graded sand; gravelly sand; little or no fines
Sp
o m
SM
OU 0 c21
(More than 50% of
Silty sand; sand/silt mixtures)
coarse fraction passed
SAND WITH FINES
SC
through No. 4 sieve)
(Appreciable amount of
Clayey sand; sand/clay mixture(s)
fines)
ML
Inorganic silt and very fine sand; rock flour; silty or clayey fine
_j o
SILT AND CLAY
sand or clayey silt with slight plasticity
CL
O ° N
Inorganic clay of low to medium plasticity; gravelly clay; sandy
E o _
W
(Liquid limit less than 50)
clay; silty clay; lean clay
oz °
Z o .N
OL
Organic silt; organic, silty clay of low plasticity
Qv�iw>
Of c d o
MH
Inorganic silt; micaceous or diatomaceous fine sand
SILT AND CLAY
CH
W N
z
Inorganic clay of high plasticity; fat clay
o 0
LL g
(Liquid limit greater than 50)
OH
Organic clay of medium to high plasticity; organic silt
HIGHLY ORGANIC SOIL
PT
Peat; humus; swamp soil with high organic content
GRAPHIC LETTER
OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS
PAVEMENT
AC or PC
Asphalt concrete pavement or Portland cement pavement
ROCK
RK
Rock (See Rock Classification)
WOOD
WD
Wood, lumber, wood chips
DEBRIS
O O O
DB
Construction debris, garbage
NOTES:
USCS letter symbols correspond to symbols used by the Unified Soil Classification System and ASTM classification methods. Dual letter symbols (e.g.,
SP-SM for sand or gravel) indicate soil with an estimated 5-15% fines. Multiple letter symbols (e.g., ML/CL) indicate borderline or multiple soil
classifications.
Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils (Visual -Manual
Procedure), outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard Test
Method for Classification of Soils for Engineering Purposes, as outlined in ASTM D 2487.
Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined as
follows: Primary Constituent: > 50% - "GRAVEL," "SAND," "SILT," "CLAY," etc.
Secondary Constituents: > 30% and < 50% - "very gravelly," "very sandy," "very silty," etc.
> 15% and < 30°% - "gravelly," "sandy," "silty," etc.
Additional Constituents: > 5% and < 15% - "with gravel," "with sand," "with silt," etc.
< 5°% - "trace gravel," "trace sand," 'trace silt," etc., or not noted.
Sims Way/Howard Street
LALANDAU Roadway Improvements Soil Classification System and Key
ASSOCIATES Port Townsend, Washington
Figure
A-1
(1 of 2)
Drilling and Sampling Key
SAMPLER TYPE SAMPLE NUMBER & INTERVAL
Field and Lab Test Data
Code
Description
Code
Description
a
3.25-inch O.D., 2.42-inch I.D. Split Spoon
Sample Identification Number
PP = 1.0
Pocket Penetrometer, tsf
b
2.00-inch O.D., 1.50-inch I.D. SPlit Spoon
Recovery Depth Interval
Fir
TV = 0.5
Torvane, tsf
c
Shelby Tube
PID = 100
Photoionization Detector VOC screening, ppm
d
Grab Sample
4 Sample Depth Interval
1� ]
W = 10
Moisture Content, °%
e
Single -Tube Core Barrel
J
D = 120
Dry Density, pcf
f
Double -Tube Core Barrel
Portion of Sample Retained
-200 = 60
Material smaller than No. 200 sieve, %
g
Other - See text if applicable
for Archive or Analysis
GS
Grain Size - See separate figure for data
1
300-lb Hammer, 30-inch Drop
AL
Atterberg Limits - See separate figure for data
2
140-lb Hammer, 30-inch Drop
VST
Vane Shear Test
3
Pushed
GT
Other Geotechnical Testing
4
Rotosonic
CA
Chemical Analysis
5
Air Rotary (Rock)
6
Wash Rotary (Rock)
7
Other - See text if applicable
Groundwater
a Approximate water elevation at time of drilling (ATD).
1 Approximate water elevation at other time(s). When multiple water levels are
obtained other than ATD, only a representative range is shown. See text for additional
information.
Note: Groundwater levels can fluctuate due to precipitation, seasonal conditions, and other
factors.
Well Loa Graphics
Above -Ground
Monument
�10-20 Sand
Bentonite Chips
Bentonite Grout
Slough Backfill
4� ' _ Flush -Mount
Monument
FTTI
PVC Blank Casing
LLEF
PVC Screen
(0.010-inch Slot Size)
[*�_ End Cap
Sims Way/Howard Street
LALANDAU Roadway Improvements Soil Classification System and Key
ASSOCIATES Port Townsend, Washington
Figure
A-1
(2 of 2)
0
0
0
in
�_10
�_15
�— 20
�— 25
B-1
SAMPLE DATA
SOIL PROFILE
Drilling Method: Mobile B-61, 4 ID HSA
z
m
o
mc
0
F
Ground Elevation (ft): Not Measured
_
n
n
o
Ln
o
n
U)
Drilled By: Holocene Drilling
0)
ro
f6
U)
Logged By: CTM Date: 06/26/08
cn .6
cn
m
1--
0
M
SM
Dark brown, gravelly, silty, fine to coarse
SAND with scattered to numerous fine
roots (very loose, wet)
(TOPSOIL)
a2
W = 54
SP-
Brown to gray -brown, fine to medium
S-1a
�
a2
13
S-1 b
SM
SAND with silt to trace silt (very loose to
lk
loose, wet)
W = 17
(ABLATION TILL)
S-2a
a2
a2
85
SM
Gray, silty, gravelly, fine to coarse SAND
S-2b
(very dense, moist)
(GLACIAL TILL)
S-3
b2
5"
4
cobble reported by driller
S-4
b2
50/
"
3"
S-5 ]1]
b2
50/
"
3"
3
S-6]1]
b2
50/
3"
cobble reported by driller
S-77A b2 50/
5"
Boring Completed 06/26/08
Total Depth of Boring = 30.4 ft.
LAI Project No: 550049.010
Moisture Content (%)
Plastic Liquid
Limit 1 0 Limit
20 40 60 80
® SPT N-Value
7
L Non -Standard N-Value L
3
10 20 30 40
X Fines Content (%) X
0
0
20 40 60 80
m
0
U
UJ C
i'
85
z°
`m
m
3
C
0
0
501
4"
50/
.............................3;:
:
50/
.......:......:...........3,:
50/
.............................3,:
50/
................
...........:...5`
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
Sims Way/Howard Street
LALANDAU Roadway Improvements Log of Boring B-1
ASSOCIATES Port Townsend, Washington
ATTACHMENT 2
LAI 2015 Study — Explorations TP-11B through TP-14B
MAJOR
DIVISIONS
Soil Classification System
uscS
GRAPHIC LETTER
SYMBOL SYMBOL"'
TYPICAL
DESCRIPTIONS 12113)
GRAVEL AND
CLEAN GRAVEL
GW
Well -graded gravel; gravel/sand mixture(s); little or no fines
O
GRAVELLY SOIL
(Little or no fines)
Poorly graded gravel; gravel/sand mixture(s); little or no fines
GP
0 m �
(More than 50 % of
Silty gravel; gravel/sand/silt mixture(s)
GRAVEL WITH FINES
''
GM
W E .N
coarse fraction retained
(Appreciable amount of
Qo N
on No. 4 sieve)
fines)
GC
Clayey gravel; gravel/sand/clay mixture(s)
(of) 0 z°
SAND AND
CLEAN SAND
SW
Well -graded sand; gravelly sand; little or no fines
ul m c
u) r L
SANDY SOIL
(Little or no fines)
Poorly graded sand; gravelly sand; little or no fines
SP
Q
SAND WITH FINES
$M
P a
O a
(More than50% of
fraction
Silty sand; sand/silt mixture(s)
U @
coarse passed
r
(Appreciable amount of
SC
through No. 4 sieve)
fines)
Clayey sand; sand/clay mixture(s)
J
ML
Inorganic silt and very fine sand; rock flour; silty or clayey fine
sand or clayey silt with slight plasticity
_
O .5 L °
SILT AND CLAY
CL
co °' N
Inorganic clay of low to medium plasticity; ravel) clay; sand
9 Y P Y gravelly Y Y
w
o
clay; silty clay; lean clay
OL
@ a
z N N
(Liquid limit less than 50)
Organic silt; organic, silty clay of low plasticity
O
MH
Inorganic silt; micaceous or diatomaceous fine sand
020 5 a
SILT AND CLAY
CH
u� g N z
Inorganic clay of high plasticity; fat clay
Z E
LL
(Liquid limit greater than 50)
Organic clay of medium to high plasticity; organic silt
OH
HIGHLY ORGANIC SOIL
PT
Peat; humus; swamp soil with high organic content
GRAPHIC LETTER
OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS
PAVEMENT
..,.AC
or PC
Asphalt concrete pavement or Portland cement pavement
ROCK
RK
Rock (See Rock Classification)
WOOD
. ,�-s s s-a_ s s`
WD
Wood, lumber, wood chips
DEBRIS
O O �O
DB
Construction debris, garbage
Notes: 1. USCS letter symbols correspond to symbols used by the Unified Soil Classification System and ASTM classification methods. Dual letter symbols
(e.g., SP-SM for sand or gravel) indicate soil with an estimated 5-15 % fines. Multiple letter symbols (e.g., ML/CL) indicate borderline or multiple soil
classifications.
2. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils (Visual -Manual
Procedure), outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard Test
Method for Classification of Soils for Engineering Purposes, as outlined in ASTM D 2487.
3. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined
as follows:
Primary Constituent: > 50 % - "GRAVEL," "SAND," "SILT," "CLAY," etc.
Secondary Constituents: > 30 % and < 50 % - "very gravelly," "very sandy," "very silty," etc.
> 15 % and < 30 % - "gravelly," "sandy," "silty," etc.
Additional Constituents: > 5 % and < 15 % - "with gravel," "with sand," "with silt," etc.
< 5 % - "with trace gravel," "with trace sand," "with trace silt," etc., or not noted.
4. Soil density or consistency descriptions are based on judgement using a combination of sampler penetration blow counts, drilling or excavating
conditions, field tests, and laboratory tests, as appropriate.
Drilling and Sampling Key Field and Lab Test Data
SAMPLER TYPE SAMPLE NUMBER & INTERVAL
Code
Description
Code
Description
a
3.25-inch O.D., 2.42-inch I.D. Split Spoon
PP = 1.0
Pocket Penetrometer, tsf
b
2.00-inch O.D., 1.50-inch I.D. Split Spoon
Sample Identification Number
TV = 0.5
Torvane, tsf
c
Shelby Tube
PID = 100
Photoionization Detector VOC screening, ppm
d
Grab Sample
-Recovery Depth Interval
W = 10
Moisture Content,
e
Single -Tube Core Barrel
1
D = 120
Dry Density, pcf
f
Double -Tube Core Barrel
Sample Depth Interval
;- ]
-200 = 60
Material smaller than No. 200 sieve,
g
2.50-inch O.D., 2.00-inch I.D. WSDOT
Portion of Sample Retained
GS
Grain Size - See separate figure for data
h
3.00-inch O.D., 2.375-inch I.D. Mod. California
for Archive or Analysis
AL
Atterberg Limits - See separate figure for data
i
Other - See text if applicable
GT
Other Geotechnical Testing
1
300-lb Hammer, 30-inch Drop
CA
Chemical Analysis
2
140-lb Hammer, 30-inch Drop
Groundwater
3
Pushed
4
Vibrocore (Rotosonic/Geoprobe)
Z Approximate water level at time of drilling (ATD)
5
Other - See text if applicable
Z Approximate water level at time other
than ATD
City of Port Townsend Figure
L407 G�ZDAU Howard Street Extension Soil Classification System and Key
�����)p,7 Port Townsend, Washington
n
0
in
5
10
15
20
25
n
0
in
2
4
6
8
10
12
14
TP-11 B
SAMPLE DATA
SOIL PROFILE
E
73
73
Excavation Method: Tracked Excavator
n
Z m
CL
L
U)
Ground Elevation (ft):
a m
a
o
E
Excavated By: Howard's Excavating
in
u�
fl
U
Logged By: JRW
w o6
c�
Topsoil/Forest Duff
y
(TOPSOIL)
Yellow -brown, fine to medium sand with silt and
Sp
slight iron staining (medium dense to dense,
moist)
Sp
(ADVANCE OUTWASH)
-------------
Gray, fine to coarse sand (medium dense to
dense, moist)
--Grades to include trace gravel
Gray, fine to medium sand (medium dense to
dense, moist)
Test Pit Completed 03/26/15
Total Depth of Test Pit = 20.0 ft.
NUNN-3
SAMPLE DATA
SOIL P
E
n
73
73
Excavation Metho
Z
cn
Ground Elevation
°
� a �
a
o
U
Excavated By: H
w
fl
U-
Logged By; JI
o6
inEl)c7
r
Test Pit Completed 03/26/15
Total Depth of Test Pit = 7.0 ft.
Pilot Infiltration Test Completed
at a Depth of 7.0 ft.
GROUNDWATER
Groundwater not encountered.
GROUNDWATER
(TOPSOIL) Groundwater not encountered.
Yellow -brown, silty, fine to medium SAND with
gravel (loose to medium dense, moist)
SP (ADVANCE OUTWASH)
-------------------
Yellow-brown, fine to medium sand (medium
dense to dense, moist)
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
City of Port Townsend Figure
�� � Howard Street Extension Log Of Test Pits /�
j�sa���� Port Townsend, Washington `t
TP-13B
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
a)73
Excavation Method: Tracked Excavator
Z m
U)
�
Ground Elevation (ft):
a
a)o
z
U)
Excavated By: Howard's Excavating
o
in
u)
fl-
U
Logged By: JRW
w o6
(D
0
—[Psm
Topsoil/Forest Duff
(TOPSOIL)
2—Sp
Brown, silty, fine to medium SAND with gravel
(loose to medium dense, moist)
(ADVANCE OUTWASH)
Yellow -brown to light brown, fine to medium
SAND (medium dense to dense, moist)
6
8
10
SP
Gray, fine to coarse SAND with trace gravel
(medium dense to dense, wet) Moderate Seepage groundwater
SM
seepage encountered at 10.0 ft.
Test Pit Completed3/26/15
/26/
Gray, cemented, silty, fine to coarse SAND with .
12
Total Depth of Test Pit 0 ft.
gravel (very dense, dry to moist)
(RESTRICTIVE LAYER)
14
11111al!1:1
SAMPLE DATA SOIL PROFILE GROUNDWATER
73
n 73 Excavation Method: Tracked Excavator
Z cn > Ground Elevation (fit):
t � a � a o ai Excavated By: Howard's Excavating
o w U) o6 U) Logged By; JRW
0 To soil/Forest Du
- i SP-, f? ff
SIM (TOPSOIL) Groundwater not encountered. -
5 Yellow -brown, fine to medium SAND with silt,
gravel, and trace cobbles (medium dense,
moist)
SP —
(ADVANCE OUTWASH)
10 --grades to no cobbles or silt
-
Light gray, fine to medium SAND (medium _
dense to dense, moist) -
15 SP
Gray, medium to coarse SAND with trace gravel
(medium dense to dense, moist) -
20
- Test Pit Completed 03/26/15 -
Total Depth of Test Pit = 20.0 ft.
25
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
City of Port Townsend Figure
�� � Howard Street Extension Log Of Test Pits
a���� Port Townsend, Washington 15
ATTACHMENT 3
LAI 2019 Study — Explorations B-1-19 through B-3-19
MAJOR
DIVISIONS
Soil Classification System
uscS
GRAPHIC LETTER
SYMBOL SYMBOL"'
TYPICAL
DESCRIPTIONS 12113)
GRAVEL AND
CLEAN GRAVEL
GW
Well -graded gravel; gravel/sand mixture(s); little or no fines
O
GRAVELLY SOIL
(Little or no fines)
Poorly graded gravel; gravel/sand mixture(s); little or no fines
GP
0 m �
(More than 50 % of
Silty gravel; gravel/sand/silt mixture(s)
GRAVEL WITH FINES
''
GM
W E .N
coarse fraction retained
(Appreciable amount of
Qo N
on No. 4 sieve)
fines)
GC
Clayey gravel; gravel/sand/clay mixture(s)
(of) 0 z°
SAND AND
CLEAN SAND
SW
Well -graded sand; gravelly sand; little or no fines
ul m c
u) r L
SANDY SOIL
(Little or no fines)
Poorly graded sand; gravelly sand; little or no fines
SP
Q
SAND WITH FINES
$M
P a
O a
(More than50% of
fraction
Silty sand; sand/silt mixture(s)
U @
coarse passed
r
(Appreciable amount of
SC
through No. 4 sieve)
fines)
Clayey sand; sand/clay mixture(s)
J
ML
Inorganic silt and very fine sand; rock flour; silty or clayey fine
sand or clayey silt with slight plasticity
_
O .5 L °
SILT AND CLAY
CL
co °' N
Inorganic clay of low to medium plasticity; ravel) clay; sand
9 Y P Y gravelly Y Y
w
o
clay; silty clay; lean clay
OL
@ a
z N N
(Liquid limit less than 50)
Organic silt; organic, silty clay of low plasticity
O
MH
Inorganic silt; micaceous or diatomaceous fine sand
020 5 a
SILT AND CLAY
CH
u� g N z
Inorganic clay of high plasticity; fat clay
Z E
LL
(Liquid limit greater than 50)
Organic clay of medium to high plasticity; organic silt
OH
HIGHLY ORGANIC SOIL
PT
Peat; humus; swamp soil with high organic content
GRAPHIC LETTER
OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS
PAVEMENT
..,.AC
or PC
Asphalt concrete pavement or Portland cement pavement
ROCK
RK
Rock (See Rock Classification)
WOOD
. ,�-s s s-a_ s s`
WD
Wood, lumber, wood chips
DEBRIS
O O �O
DB
Construction debris, garbage
Notes: 1. USCS letter symbols correspond to symbols used by the Unified Soil Classification System and ASTM classification methods. Dual letter symbols
(e.g., SP-SM for sand or gravel) indicate soil with an estimated 5-15 % fines. Multiple letter symbols (e.g., ML/CL) indicate borderline or multiple soil
classifications.
2. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils (Visual -Manual
Procedure), outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard Test
Method for Classification of Soils for Engineering Purposes, as outlined in ASTM D 2487.
3. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined
as follows:
Primary Constituent: > 50 % - "GRAVEL," "SAND," "SILT," "CLAY," etc.
Secondary Constituents: > 30 % and < 50 % - "very gravelly," "very sandy," "very silty," etc.
> 15 % and < 30 % - "gravelly," "sandy," "silty," etc.
Additional Constituents: > 5 % and < 15 % - "with gravel," "with sand," "with silt," etc.
< 5 % - "with trace gravel," "with trace sand," "with trace silt," etc., or not noted.
4. Soil density or consistency descriptions are based on judgement using a combination of sampler penetration blow counts, drilling or excavating
conditions, field tests, and laboratory tests, as appropriate.
Drilling and Sampling Key Field and Lab Test Data
SAMPLER TYPE SAMPLE NUMBER & INTERVAL
Code
Description
Code
Description
a
3.25-inch O.D., 2.42-inch I.D. Split Spoon
PP = 1.0
Pocket Penetrometer, tsf
b
2.00-inch O.D., 1.50-inch I.D. Split Spoon
Sample Identification Number
TV = 0.5
Torvane, tsf
c
Shelby Tube
PID = 100
Photoionization Detector VOC screening, ppm
d
Grab Sample
-Recovery Depth Interval
W = 10
Moisture Content,
e
Single -Tube Core Barrel
1
D = 120
Dry Density, pcf
f
Double -Tube Core Barrel
Sample Depth Interval
;- ]
-200 = 60
Material smaller than No. 200 sieve,
g
2.50-inch O.D., 2.00-inch I.D. WSDOT
Portion of Sample Retained
GS
Grain Size - See separate figure for data
h
3.00-inch O.D., 2.375-inch I.D. Mod. California
for Archive or Analysis
AL
Atterberg Limits - See separate figure for data
i
Other - See text if applicable
GT
Other Geotechnical Testing
1
300-lb Hammer, 30-inch Drop
CA
Chemical Analysis
2
140-lb Hammer, 30-inch Drop
Groundwater
3
Pushed
4
Vibrocore (Rotosonic/Geoprobe)
Z Approximate water level at time of drilling (ATD)
5
Other - See text if applicable
Z Approximate water level at time after
drilling/excavation/well
City of Port Townsend
Rainier Street
Regional Stormwater Facility
Port Townsend, Washington
Figure
Soil Classification System and Key 5
0
X5
�_10
�-15
�- 20
X 25
SAMPLE DATA
8
�
w E
m
a
c Z m
~
O
oCn
m
> E c
E
3
❑
m
w U) o6
in
B-1-19
SOIL PROFILE
Drilling Method: Hollow -Stem Auger
0
E Ground Elevation (ft): 121.0
U) Drilled By: Holocene Drilling Inc.
Cn Logged By: AMW Date: 02/20/19
SM Grass over brown, silty, fine to coarse SAND
with gravel and trace organics (loose, moist)
LAI Project No: 1260005.010
Moisture Content (%)
J
Plastic Liquid
C)
Limlt Llroit
20 40 60 80
r`
UJ J
- SPT N-Value -
C3 on
A Non -Standard N-Value A
J w
J
20 40 60 80
UJ p
v
X Fines Content (%) X
20 40 60 80
120
SIP
(TOPSOIL) j
o
Tan -gray, gravelly, fine to coarse SAND
(medium dense, moist)
(ADVANCE GLACIAL OUTWASH)
S1
b2
28
W-4
GS
-Grades to dense
—115
S-2
h2
67
SP-
Tan -gray, very gravelly, fine to coarse SAND
SM
with silt (very dense, moist)
S-3
b2
74
W - 3
GS
-Grades to gray -white
-Fractured rock in sampler
-Grades to tan -gray
S-4
h2
95
— 110
S-5
b2
50/
W = 5
Grades to gravelly
7
6"
GS
-Fractured rock in shoe
m
t
2
N
d
-Grades to brown -gray, without gravel,
S-6
h2
80
dense, and moist to wet
—105
-
S-7
b2
52
-Grades to mottled and very dense
ML
Gray, very sandy SILT with trace gravel
S-8
h2
75
(hard, moist)
—100
(RESTRICTIVE SILT LAYER)
-Grades to very stiff
S-9
b2
28
-Grades to with dropstones
—95
S-10
h2
43
SIP
Tan -gray, fine to coarse SAND (dense,
moist)
(ADVANCE GLACIAL OUTWASH)
Notes:
1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the
text
of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
City of Port Townsend
Rainier Street LogOf Boring B-1-19
� Regional Stormwater Facility 9
'� Port Townsend, Washington
ZL
ZL
ZL
ZL
50/1 6'
B-1-19
SAMPLE DATA
SOIL PROFILE
a
Drilling Method: Hollow -Stem Auger
o
E
Ground Elevation (ft): 121.0
_
w
a
a
N
16
❑
U
U)
U)
Drilled By: Holocene Drilling Inc.
�
N
m
2
m
n
`�
U)
Logged By: AMW Date: 02/20/19
❑
w
cn 06
cn
m
❑
S-11
b2
44
SIP
Tan -gray, fine to coarse SAND (dense,
moist)
(ADVANCE GLACIAL OUTWASH)
30
90
S-12
1
h2
75
GS2
Grades to with gravel and very dense
S-13
�J
b2
6 "
35
S-14
h2
100
-Grades to without gravel
85
S-15
b2
56
40
S-16
h2
100
80
��J_JJI
S-17
b2
51
45
75
S-18
h2
97
-Grades to with gravel
S-19
b2
74
50
S-20
h2
100
70
Boring Completed
02/20/19
Total Depth of Boring
= 51.0 ft.
�— 55
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
City of Port Townsend
LAI Project No: 1260005.010
Moisture Content (%)
J
Plastic Liquid
LO
Urn t Llroit
20 40 60 80
UJ J
- SPT N-Value -
C3 on
Z� Non -Standard N-Value 4
J w
J
20 40 60 80
UJ p
v
X Fines Content (%) X
20 40 60 80
ZL
Rainier Street LogOf Boring B-1-19
� Regional Stormwater Facility 9
'� Port Townsend, Washington
ZL
50/1 6•
ZL
Figure
(z of Z)
0
X5
�_10
�-15
�- 20
X 25
SAMPLE DATA
8
�
w E
m
a
c Z m
~
O
o
> E c
E
Cn
3
❑
m
w U) o6
in
135
B-2-19
SOIL PROFILE
Drilling Method: Hollow -Stem Auger
0
E
Ground Elevation (ft): 136.4
U)
Drilled By: Holocene Drilling Inc.
U)
Logged By: AMW Date: 02/20/19
SM
3 inches of forest duff over brown, silty, fine
to coarse SAND with gravel and trace
organics (loose, moist)
SP
(TOPSOIL)
Brown, fine to coarse SAND with gravel and
LAI Project No: 1260005.010
Moisture Content (%)
J
Plastic Liquid
ti
Limit Limit
20 40 60 80
UJ J
- SPT N-Value -
C3 on
A Non -Standard N-Value A
J w
J
20 40 60 80
UJ p
v
X Fines Content (%) X
20 40 60 80
trace roots (medium dense, moist)
o
S-1
b2
16
(ADVANCE GLACIAL OUTWASH)
S °
.0
.07
U
LU
Z/
-Grades to tan
-
S-2
h2
35
—130
3
a
c�
-Grades to without roots and dense
S-3
b2
34
-Grades to gravelly
-
S-4
h2
55
-Fractured rock in sampler
—125
S-5
b2
36
ML
Brown -gray, very sandy SILT with gravel
(hard, moist)
(RESTRICTIVE SILT LAYER)
-Layer of sand with silt and gravel about 5
S-6A
h2
52
inches thick
120
S-6B
-Grades to very stiff
SP-
Tan, fine to coarse SAND with silt (very
SM
dense, moist)
S-7
b2
53
(ADVANCE GLACIAL OUTWASH)
-Grades to fine to medium sand and
S-8
h2
46
W - 5
medium dense
GS
— 115
-Grades to with gravel and very dense
S-9
b2
57
-Fractured rock in sampler
SP
Tan, fine to coarse SAND with gravel
(dense, moist)
S-10
h2
61
W - 2
GS
—110
-
SP-
Tan, fine to medium SAND with silt (dense,
SM
moist)
Notes:
1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the
text
of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification
System and Key" figure for explanation of graphics and symbols.
City of Port Townsend
Rainier Street LogOf Boring B-2-19
� Regional Stormwater Facility 9
'� Port Townsend, Washington
ZL
ZL
ZL
0
Z�
Figure
(1 of Z)
B-2-19
LAI Project No: 1260005.010
SAMPLE DATA
SOIL PROFILE
J
Moisture Content (%)
Plastic Liquid
ti
Limlt Llroit
20 40 60 80
a
o
DrillingMethod: Hollow -Stem Auger
W _
SPT N-Value
.-.
�
o
U)
E
>.
Ground Elevation (ft): 136.4
23 on�
J
Non -Standard N-Value A
20 40 60 80
_
a
a
cn
o
U)
Drilled By: Holocene Drilling Inc.
W
W O
❑
o
X Fines Content (/o) X
�
N m
2
m
n
`�
U)
Logged By: AMW Date: 02/20/19
❑
w cn o6
cn
m
C�
❑
20 40 60 80
S-11
b2
49
SP-
Tan, fine to medium SAND with silt (dense,
SM
moist)
(ADVANCE GLACIAL OUTWASH)
30
S-12
h2
75
G54
105
0
—
C
WU
—
O
S-13
b2
48
Z
ZL
35
S-14
h2
68
Z�
100
—
Grades to very dense
S-15
b2
78
40
S-16
h2
96
95
—
-Grades to with gravel
50/
S-17
b2
50/
= 6"
6"
45
-Grades to without gravel
S-18
h2
96
90
—
S-19
b2
73
_
50
-Grades to dense
S-20
h2
81
—
85
Boring Completed 02/20/19
Total Depth of Boring = 51.5 ft.
�— 55
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
City of Port Townsend Figure
Rainier Street Log Of Boring B-2-19
� Regional Stormwater Facility 9 9 7
��'� Port Townsend, Washington (2 of 2)
0
X5
�_10
�-15
�- 20
X 25
SAMPLE DATA
8
�
w E
m
a
c Z m
a
~
a
oCn
m
> E c
E
3
❑
m
w U) o6
in
B-3-19
SOIL PROFILE
Drilling Method: Hollow -Stem Auger
0
E Ground Elevation (ft): 123.8
U) Drilled By: Holocene Drilling Inc.
U) Logged By: AMW Date: 02/21 /19
SM Grass over brown, silty, fine to coarse SAND
with gravel and trace organics (loose, moist)
LAI Project No: 1260005.010
Moisture Content (%)
J
Plastic Liquid
QLimit
Limit
20 40 60 80
r`
UJ J
- SPT N-Value -
C3 on
A Non -Standard N-Value A
J w
J
20 40 60 80
UJ p
v
X Fines Content (%) X
20 40 60 80
Sp
\ (TOPSOIL) j
Brown, fine to coarse SAND with gravel
(dense, moist)
(ADVANCE GLACIAL OUTWASH)
(9
S-1
b2
34
GS4
ro
—120
o_
-Grades to medium dense and moist to wet
S-2
h2
52
SP-
Gray, mottled, fine to medium SAND with silt
SM
(very dense, moist to wet)
S-3A
J
b2
52
Grades to moist
— 115
S-3B
ML
Gray, very sandy SILT with trace gravel
(hard, moist)
S-4
h2
128
(RESTRICTIVE SILT LAYER)
-Minor sand seams
S-5
b2
53
— 110
-Grades to mottled, very stiff, and with
S-6
h2
51
dropstones
-
S-7
b2
36
SM
Tan -white, silty, fine SAND (dense, moist)
—105
(ADVANCE GLACIAL OUTWASH)
S-8
h2
72
w - 4
GS
S-9
b2
41
—100
-Grades to medium dense
S-10
h2
37
w - 4
GS
SIP
Gray, fine to coarse SAND (dense, moist)
Notes:
1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the
text
of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
City of Port Townsend
ZL
ZL
—
_1
_
ZL
o X
o
o X
Rainier Street LogOf Boring B-3-19
� Regional Stormwater Facility 9
'� Port Townsend, Washington
B-3-19
SAMPLE DATA
SOIL PROFILE
a
Drilling Method: Hollow -Stem Auger
o
E
Ground Elevation (ft): 123.8
_
w
a
a
N
16
❑
U
n
U)
U)
Drilled By: Holocene Drilling Inc.
�
N
m
2
m
`�
U)
Logged By: AMW Date: 02/21 /19
❑
w
cn 06
cn
m
❑
S-11
b2
45
SIP
Gray, fine to coarse SAND (dense, moist)
95
(ADVANCE GLACIAL OUTWASH)
30
-Grades to very dense
S-12
h2
99
W = 2
GS
-Grades to with gravel
S-13
b2
63
90
35
-Grades to gravelly
S-14
h2
143
-Grades to with gravel
S-15
b2
62
85
40
S-16
h2
105
-Grades to without gravel
S-17
b2
72
80
45
-Grades to dense
S-18
h2
71
-Grades to very dense
S-19
b2
62
75
50
-Grades to dense
S-20
h2
63
Boring Completed
02/21/19
Total Depth of Boring
= 51.5 ft.
�— 55
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
City of Port Townsend
LAI Project No: 1260005.010
Moisture Content (%)
J
Plastic Liquid
Ln
L0
Limit Limit
20 40 60 80
UJ J
- SPT N-Value -
C3 on
A Non -Standard N-Value A
J w
J
20 40 60 80
UJ p
v
X Fines Content (%) X
20 40 60 80
Rainier Street LogOf Boring B-3-19
� Regional Stormwater Facility 9
'� Port Townsend, Washington
1431
105
ZL
ZL
Figure
(z of Z)
ATTACHMENT 4
Port Townsend Regional Stormwater Facility
Grading, Storm Drainage, and Surfacing Plan
PORT TOWNSEND REGIONAL STORMWATER FACILITY
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PORT TOWNSEND
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CITY OF PORT TO —END
PERMITSET
GRADING, STORM
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SURFACING PLAN
C2.04