HomeMy WebLinkAboutRS_Prelim TIR_180316PRELIMINARY
TECHNICAL INFORMATION REPORT
DCT Monster Road
PARCEL NO: 242304-9008
601 Monster Road SW
Renton, WA
DCT Industrial
701 Fifth Avenue, Suite 2830
Seattle, WA 98104
March, 2018
(Our Job No.: 17-045)
Prepared by:
Stuart Scheuerman, Project Manager
Reviewed by:
Paul B. McCormick, PE, SE
INNOVA Architects
950 Pacific Ave., Suite 450
Tacoma, WA 98402
Table of Contents
1.0 Project Overview
Figure 1 - Technical Information Report (TIR) Worksheet
Figure 2 - Site Location
Figure 3 - Drainage Basins, Subbasins, and Site Characteristics
Figure 4 — Soils
2.0 Conditions and Requirements Summary
2.1 Analysis of the Core Requirements
2.2 Analysis of the Special Requirements
3.0 Off -Site Analysis
Reference 8-13 Off-site Analysis Drainage System Table
Off-site Analysis Drainage System Map
4.0 Flow Control, Low Impact Development & Water Quality Facility Analysis & Design
A. Existing Site Hydrology
B. Developed Hydrology
C. Performance Standards
D. Flow Control Systems
E. Water Quality Systems
F. Flow Control BMP Analysis and Design
5.0 Conveyances Systems Analysis and Design
6.0 Special Reports and Studies
7.0 Other Reports
8.0 Construction Stormwater Pollution Prevention Plan Analysis and Design
9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant
10.0 Operations and Maintenance Manual
APPENDIX A — Site Plan
Regional Detention Facility Pump Station Agreement and Reciprocal
Easements
APPENDIX B — Geotechnical Report Terra Associates, Inc. Dated September 26, 2017
E
Section 1 — Proiect Overview
The proposed project site is located at 601 Monster Road SW, Renton, Washington in King
County on Parcel Number 242304-9008. The parcel is zoned IM — Industrial - Medium. The
property is located inside the city of limits of the City of Renton.
The total parcel area is 9.61 acres. The site is an existing fully developed site that has an
existing 143,868 square foot commercial building built in 1952 and a smaller 2,783 square foot
building. Parking, drive aisle, and other impervious surfaces areas total 117,600 square feet.
The balance of the property is landscaped with land cover consisting primarily of grass areas on
the north and east sides of the building with a few sparse trees. There is a stand of trees with
underbrush along the southern property line; this area is classified as regulated slopes.
This site is situated within an overall storm water drainage basin about 44 acres in size and
includes six (6) properties, five (5) private and one (1) public. All of properties are part of a
"Regional Detention Facility Pump Station Agreement and Reciprocal Easements" which
manages stormwater for all the properties within this drainage basin along with the pump station
which discharges waters to a drainage swale flowing to the P1 Channel (Black River). All six
properties within this drainage basin have been developed except for the one public property.
This agreement allows for future development on these sites. A copy of this regional facilities
agreement and an Investigational Report on this Existing Regional Stormwater Facility and the
original TIR for this facility is provided in Appendix A.
This site's redevelopment will consist of expanding the existing building's footprint by about
15,000 square feet and the pollution generating impervious surfaces will be expanded by about
48,000 square feet. The proposed conditions will be to provide water quality treatment for the
impervious surfaces subject to vehicular use at an on-site oil/water separator with a coalescing
plate and then a water quality filter vault before discharging it to the regional storm water facility
noted above. All roof run-off will continue to be a direct discharge to the existing site discharge
point which connects to the noted regional stormwater facility.
Clearing will include removing some trees and grass areas and minor grading around the site.
No major import or export of soil is anticipated for the site, with only a minor amount of structural
fill is expected for the building and paved areas. During construction, silt fencing, existing
pavement areas, BMP's for existing catch basins and soil cover BMPs, such as seeding or
mulching, for sediment and erosion control are expected to control sediment laden waters from
leaving the site.
The majority of the site is generally flat with slopes ranging between 1 and 5 -percent except for
steep slopes along the southern property line where the slopes are approximately 30 -percent.
The site slopes from a high elevation of approximately 60 -feet along the southern property line
where it is the site's high point. It drops quickly down to elevation 30 -feet where the site
improvements start. Slopes continue in a north to northwesterly and westerly directions where it
ends at the westerly property line at elevation 26 -feet, and the northwesterly corner of the site at
elevation 24 -feet. Topographic data shown on the site plan provided in Appendix A is taken
from an on-site existing conditions survey. Test pit data has been provided as part of the soils
investigation developed by Terra Associates Inc. which is provided in Appendix B. It identifies
site soils for most of the site as fill material, averaging about 5 feet deep; underlain by soft to
dense interbedded alluvial soils.
3
The following are comments on the July 27, 2017 preapplication meeting notes for this project:
1. As per the 2017 City of Renton Surface Water Design manual, drainage review is
required for projects that meet any of the following conditions:
L This project does add more than 2,000 square feet of more of new impervious
surface, or replaced impervious surface, or new plus replaced impervious surface,
OR
ii. This project will disturbed more than 7,000 square feet or more of land disturbing
activity, OR
iii. This project will construct or modify drainage pipe of ditch 12 inches or more, OR
iv. This project's parcel has a steep slope hazard located on it
v. This project is a redevelopment project proposing $100,000 or more of
improvements to an existing high -use site.
This drainage report follows the 2017 City of Renton Surface Water Design Manual. Based on
the City's flow control map, this site falls within the Flow Control Standard (Existing Peak
Conditions. On-site BMPs will be required.
2. Erosion control measures to meet the City requirements should be provided.
3. A geotechnical report complying with the requirements in the 2017 City of Renton
Surface Water Design Manual is required for the project. Information on the water table
and soil permeability, with recommendations of appropriate on-site BMP options with
typical designs for the site from the geotechnical engineer, shall be submitted with the
land use application. The measured infiltration rate of the soil should be provided.
4. The development is subject to the system development charge (SDC) for stormwater.
The 2017 SDC for stormwater is $0.64 per square feet of new impervious surfaces, but
not less than $1,608.00. The fee that is current will be charged at the time of
construction permit issuance.
5. The site is located in the Black River drainage basin.
6. A Construction Stormwater Permit from the Department of Ecology is required for
projects that have clearing and grading exceeding one acre.
S1
CITY OF RENTON SURFACE WATER DESIGN MANUAL
REFERENCE 8-A
TECHNICAL INFORMATION REPORT (TIR)
WORKSHEET
Part 1 PROJECT OWNER AND
PROJECT ENGINEER
Project Owner DCT Industries
Phone 253-572-4903
Address 701 Fifth Sve. Suite 2830
Seattle, WA 98104
Project Engineer Paul B. McCormick PE. SE
Company Innova Architects
Phone :5�3-$ZZ-4903
Part 3 TYPE OF PERMIT APPLICATION
❑ Land Use (e.g., Subdivision / Short Subd.)
® Building (e.g.. M`F / Commercial / SFR)
® Grading
® Right -of -Way Use
❑ Other
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report
®
Full
Type of Drainage Review ❑
Targeted
(check one):
❑
Simplified
®
Large Project
Date (include revision ❑
Directed
dates):
Date of Final:
Part 2 PROJECT LOCATION AND
DESCRIPTION
Project Name DCT Monster Road
CED Permit #
Location Township 23
Range _-4
Section 1A
Site Address AM Mnnster Road SW
Part 4 OTHER REVIEWS AND PERMITS
❑
DFW HPA
❑ Shoreline
❑
COE 404
Management
❑
DOE Dam Safety
❑ Structural
13
RockeryNault/
FEMA Floodplain
❑ ESA Section 7
13COE
Wetlands
❑
Other
Site Improvement Plan (Engr. Plans)
Plan Type (check
one):
Date (include revision
dates):
Date of Final:
IM Full
❑ Modred
❑ Simplified
2017 City of Renton Surface Water Design Manual 12 12 2016
8-A-1
S
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
TECHNICAL LN -FORMATION REPORT (TUR) WORKSHEET
Part 6 SWDM ADJUSTMENT APPROVALS
Type (circle one): Standard / Blanket
Description: (include conditions in TIR Section 2)
Approved Adjustment No. Date of Approval:
Part 7 MONITORING REQUIREMENTS
P,Ionitoring Required: Yes No
Start Date:
Completion Date:
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Describe:
Re: SWDM Adjustment No.
Community Plan: „Valley Community Plan
Special District Overlays:
Drainage Basin: Black River
Stormwater Requirements: Enhanced Basic WQ / No Peak Rate Flow Control due to Regional
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
® Steep Slope
❑ Erosion Hazard
❑ Landslide Hazard
❑ Coal Mine Hazard
❑ Seismic Hazard
❑ Habitat Protection
El
❑ River:'Stream
❑ Lake
❑ Wetlands
❑ Closed Depression
❑ Floodplain
❑ Other
12 12 2016 2017 City of Renton Stufice Water DeSizi Manual
8-A-2
REFERENCE S-A TECHMCAL INFORMATION REPORT (TIR) WORKSHEET
TECILNIC-AL L TOR?VLkTION REPORT (TIR) WORKSHEET
Part 10 SOILS
Soil Type
On-site surface soils are
fill soils. Geology Maps
show it as Renton
foundation r
Slopes
Mnst of thasita sinra- -
are 0.5%
Erosion Potential
Slight to_Moderates
potential
❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer
❑ Other ❑ Seeps/Springs
❑ Additional Sheets Attached
Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE
® Core 2 - Offsite Analysis
❑ Sensitive/Critical Areas
® SEPA
❑ LID Infeasibility
❑ Other
❑ Additional Sheets Attached
LIMITATION I SITE CONSTRAINT
Part 12 TIR SUMMARY SHEET
(provide one TIR Summary Sheet
per Threshold Discharge Area)
Threshold Discharge Area:
(name or description) Project Site
Core Requirements (all 8 apply):
Discharge at Natural Location
Number of Natural Discharge Locations: 1
Offsite Analysis
Level: 1 2 / 3 dated:
Flow Control (include facility
Standard: ge facility
summary sheet)
or Exemption Number:
On-site BMPs: N fA
Conveyance System
Spill containment located at:
Erosion and Sediment Control 1
CSWPPiCESCUESC Site Supervisor: Not established
Construction Stormwater Pollution
Contact Phone:
Prevention
After Hours Phone:
2017 City of Renton Surtiice Water Design Manual 12!1212016
Ref 8-A-3
REFERENCE S. PLAN REVIEW FORMS AND NYORKSHEET
TECHNICAL INFORMATION REPORT {TIR) WORKSHEET
Part 12 TIR SUMMARY SHEET
(provide one TIR Summary Sheet
per Threshold Discharge Area)
Maintenance and Operation
Responsibility (circle one): Privat / Public
If Private, Maintenance Log Required: Yes / No
Financial Guarantees and Liability
Provided: Yes / No
Water Quality (include facility
Type (circle one): asic / Sens. Lake / Enhanced Basic / Bog
summary sheet)
or Exemption No.
Special Requirements (as applicable):
Area Specific Drainage
Type: SDO ! IADP / BP / Shared Fac. / None
Requirements
Name.
Floodplain/Floodway Delineation
Type (circle one)-. Major / Minor / Exemption / None
100 -year Base Flood Elevation (or range):
Datum:
Flood Protection Facilities
Describe:
Source Control
Describe land use.
(commercial / industrial land use)
Describe any structural controls:
Oil Control
High -Use Site:Yes No
Treatment BMP: oil/water separator w1 coalescing, plate
Maintenance Agreement: Yes / No
with whom?
Other Drainage Structures
Describe:
12 13:2016 2017 City of Renton Surface Water Design hPulual
8 -A=l
REFERENCE8:A TECHNICALNFORMATIONREPORT (TIRE VORKSHEET
TECHNICAL INFORMATION REPORT iTiR) NVORIiSHEET
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS
Flow Control
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
Water Quality
AFTER CONSTRUCTION
® Clearing Limits
Stabilize exposed surfaces
® Cover Measures
coalescing plate
Remove and restore Temporary ESC Facilities
❑ Perimeter Protection
Clean and remove all silt and debris, ensure
❑ Traffic Area Stabilization
operation of Permanent BMPsIFacilities, restore
® Sediment Retention
operation of BMPs/Facilities as necessary
❑ Flag limits of sensitive areas and open space
❑ Surface Water Collection
preservation areas
❑ Dewatering Control
❑ Other
® Dust Contro!
❑ Flow Control
® Control Pollutants
® Protect Existing and Proposed
BMPs/Facilities
Maintain Protective BMPs / Manage
Project
Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch)
Flow Control
Type/Description
❑ Drainage Easement
Water Quality
Type[Description
❑ Detention
❑ Infiltration
® Regional Facility
❑ Shared Facility
❑ On-site BMPs
❑ Other
❑ Retaining Wall
❑ Vegetated Flowpath
❑ Wetpool
❑ Filtration
® Oil Control
❑ Spill Control
❑ On-site BMPs
❑ Other
coalescing plate
Not an oration
Existing facility
❑ Structural on Steep Slope
❑ Other
Part 15 EASEMENTS/TRACTS
Part 16 STRUCTURAL ANALYSIS
❑ Drainage Easement
❑ Cast in Place Vault
❑ Covenant
❑ Retaining Wall
❑ Native Gro:APi Protection Covenant
❑ Rockery > 4' High
❑ Tract
❑ Structural on Steep Slope
❑ Other
❑ Other
2017 City of Renton Sttrface Nater Design Menial 12.12'2016
Ref 8-A-5
REFERENCES PLAN REVIEW FORMS AND WORKSHEET
TECEINICAL LNTORMATION REPORT iTIR r WORKSHEET
Part 17 SIGNATURE OF PROFESSIONAL ENGINEER
I, or a civil engineer under supervision, have visited the site. Actual site conditions as observed were
incorporato this Y or shzend the attached Technical Information Report. To the best of my
knoWedo hem or io o ided here is accurate-
12-'12/2016
ccurate.
13 12/2016 2017 City of Renton Stu -face Nater Desian Manual
8-A-6
VICINITY MAP
, W -R-1
. . . . . . . . . . . .
South Canter Mall
PROJECT SITE
a�
i
:-
9n.
r+
i-ps �3 0 a
ACU
FIGURE 2 VICINITY MAP
NOT TO SCALE
Q�'J
PROJECT.
601
MONSTER ROAD SW
SCALE: AS NOTED
RENTON, WA
INNOVAI
Architecture
Engineering
INNOVA ARCHrrEC S
950 PACIFIC AVENUE, SUITE 450
DCT INDUSTRIAL
701 FIFTH AVENUE, SUITE 2830
J
Yarchitects
Planning
Design
TACOMA, WA 98402
253.572.4903
SEATTLE, WA 98104
dID CT 206-7530900
DATE: MARCH, 2018
INDUSTRIAL
PAGE: '
SOILS MAP
ii4,YLr t
rl w
l I �
13
Qad'r,f."l rr 11sY1
• ��J�Pr;�i'Fj�E��f�r
� M �'fid0 #iJ 1rf�'1
LTr
Renton Formation
Arkonc sandstone, mudstone, and shale; contains
several beds of coal, -most near bane or middle of for-
mation, Probably continental in origin. Irregularly
cemented by calcium carbonate, locally eomr4tionary
Characterized by numerous faults of small displace-
ment and by um, y bedding. Thickness about 11,500
feel. Source of coal and Aemeirefractory clay
It Tta
Tukwila Formation
Mainly sedimentary rucks composed offragments of
voleaitic rock. Probably continental in. origin
Locally woathered partly to clap.
Ttu, upper -membf r: poorly sorted, poorly strat-Vied
tuffaceous sandstone, conglomerate, mudstone, boul-
ders mudflolc(?) depomts, and thin,fine amined beds
of tuff; contains quartz and calcite veins near intru-
sive bodies Thickness Soo to 500feet.
Tta, -middle member- arkosic sandslove, mudstone,
shale,and claystone, thin coal bed near base; similar
to Renlon Formation. Thickness 250 fo 500feet
Td, lower'nzenrber: similar to upper rneireber, contains
some lava flows II locally, a clayey profile of weath-
ering is preserved in sandstone at top. Thickness
more than 2,500 feet
FIGURE 4 - SOILS MAP
NOTTOSCALE
Qac `rQaw Qas al
Alluvium Artificial fill
Qac, sand and gravel deposited by Cedar River, c
associated thin beds of Bilt, clay, and peat mostly
edges Wan -shaped fell in 17uwo-wish Valley. Potts
indirates recent, unmodified channel deposits at s
face Maximum thirknes.s in. Duufarnish Valley m
than loofeet. Virtually unzceathered, major sou
of construction material.
Qaw, chie.Jly sand, silt, and ^lay deposited by the TVI
and Green Rivers before diversion of the White Ri
to Zito south in 1306; eontai-n8 curvilinear chaw
gravels and thin peat tenses. Upper part mof
clayey site andfne sand, locally peaty, 10 to 20j
t/Lick near Kent, thiekms to 90 to 40feet near T ukw
Lvzver part 7nostly-medium and coarse sand depose
by the White River, more than fly feet thick Laps
on fan of alluvium deposited by Cedar River sou
west 4f Renton. Pattern •ind-fcates abandoned eta
nels of the combi-ned White and Green Rirr
Contains glassy volcanic material possibly react
in some concrete. Minor source of topsoil.
Qas, mostly sand deposited by small streams; inelae
some sill and gravel Generally thin
PROJECT: 601 MONSTER ROAD SW
SCALE: AS NOTED RENTON, WA
I7VAV Architecture INNOVAARCHrrEcrs DCT INDUSTRIAL 7
k }y� Engim,ming 950 PACIFIC AVENUE, SUrrE 450 701 FIFTH AVENUE, SUfrE 2830 y
8i[�letects Pi'JoJ'Jiv�iJ TACOMA, WA 98402 DCT SEATTLE, WA 98104
DATE: MARCH, 2018
Dcavig,i 253.5724903 INDUSTRIAL 206-753-0900
PAGE:
OVERALL DRAINAGE
BASIN MAP
FIGURE 3 - OVERALL DRAINAGE BASIN MAP
NOT TO SCALE
PROJECT.
601
MONSTER ROAD SW
SCALE: AS NOTED
RENTON, WA
I SVA
Architecture
Engineering
INNOVA ARCHrrECTS
950 PACIFIC AVENUE, SUrrE 450
DCT INDUSTRIAL
701 FIFTH AVENUE, SLIfTE 2830
C
\ J
V
8iC It2CiS
Planning
Design
TACOMA, WA 98402
253-572,4903
T SEATTLE, WA 98104
D 206-753-0900
DATE:
MARCH, 2018
INDUSTRIAL
PAGE:
Section 2 — Conditions and Requirements Summary
For a Directed Drainage Review, Core Requirements 1 through 9 and Special Requirements 1
through 6 may apply. Each of the Core requirements is addressed below.
Core Requirements:
1. Core Requirement No. 1 - Discharge at the Natural Location:
Response: Discharge from the site will follow the existing drainage path from this
site which flows to an existing off-site conveyance system that flows to the
existing regional storm water facility within this basin.
2. Core Requirements No. 2 - Offsite Analysis:
Response: This project drains to the noted regional storm water facility. This
regional storm water facility was initially developed allowing all properties within
this drainage basin to utilize this facility. All waters are then being pumped to the
Black River when required. See Appendix A for regional storm water facility.
3. Core Requirements No. 3 - Flow Control:
Response: This property will continue to flow to the existing regional storm water
facility with no on-site water quantity mitigated.
4. Core Requirements No. 4 - Conveyance System:
Response: Proposed on-site conveyance system design will be provided in the
final TIR.
5. Core Requirements No. 5 - Temporary Erosion Control:
Response: Erosion control mitigation will be provided around the disturbed areas
on this site to prevent any silt -laden waters from leaving the site. The specific
facilities and design will be provided in the final TIR
6. Core Requirements No. 6 - Maintenance and Operation:
Response: A maintenance and operation manual will be provided in the final
TIR.
7. Core Requirements No. 7 - Bonds and Liability:
Response: A bond quantity worksheet will be provided in the final TIR.
8. Core Requirements No. 8 - Water Quality:
Response: Water quality for the new imperious surfaces subject to vehicle traffic
will be treated first with a coalescing plate oil/water separator facility then a water
quality filter facility before leaving the site at the existing discharge location. See
the final civil design.
9. Core Requirements No. 9 - On -Site BMP's:
Response: This site would be classified as being required to use Large Lot
BMP's since it is over 22,000 square feet. Site BMP's are very limited due to the
existing fill soils that underlay this site. The Geotechnical Report does not
recommend any infiltration type facilities for this site.
On -Site BMP Requirements Overview
CA.Full Dispersion
5
Response: Full dispersion is not feasible for this site since there are no
forested areas available. Additionally no type of infiltration is
recommended, see Geotechnical Report
C.2. Full Infiltration
Response: The site is underlain by fill soils which will not allow any type
of infiltration on the site. Allowing waters on the site could saturate the
soils and create unstable conditions on the site.
C.3. Limited Infiltration
Response: See note above and Geotechnical Report
C.4. Basic Dispersion
Response: See notes above. No type of infiltration is recommended for
this site including perforated pipe connections. This could saturate the
underlining fill soils and create an unstable condition for this site.
C.S. Farmland Dispersion
Response: Not applicable in the City of Renton.
C.6. Bioretention
Response: Since the BMP would require infiltration, per the above
comments and per the geotechnical report, this BMP cannot be used.
C.7. Permeable Pavement
Response: Since the BMP would require infiltration, per the above
comments and per the geotechnical report, this BMP cannot be used.
C.B. Rainwater Harvesting
Response: This is a commercial project and rainwater harvesting is not
proposed.
C.9. Reduced Impervious Surface Credit
Response: The project is a commercial project and the site will not allow
for infiltration. The site is also greater than 250,000 square feet.
C.10. Native Growth Retention Credit
Response: There is no native growth area on this site.
C. 11. Perforated Pipe Connection
Response: See notes above. No type of infiltration is recommended for
this site including perforated pipe connections. This could saturate the
underlining fill soils and create an unstable condition for this site.
C.12. Rain Gardens
Response: No type of infiltration is recommended for this site.
C.13.Soil Amendment
Response: Since the underlining soils have been disturbed on this site
and no infiltration is recommended for this site, this BMP should not be
used.
C.14.Tree Retention Credit
Response: Since there are no native growth areas on this site and very
few trees, this BMP is not proposed.
C. 1 5.Vegetated Roofs
Response: This is a commercial project and a vegetated roof is not
proposed.
Six Special Requirements:
1. Other Adopted Area -Specific Requirements: This project is part of a "Shared
Facility Drainage Plan" created in 1994. There are special requirements for
upkeep, maintenance and cost sharing for this facility. (See Appendix A). There
are no other known adopted area specific requirements for the project.
2. Flood Hazard Area Delineation: This project is not in a flood hazard area.
3. Flood Protection Facilities: This project site will not modify any existing flood
protection facilities.
4. Source Control: Source control will be addressed in the final TIR.
5. Oil Control: The proposed project is a high -use site; therefore, this special
requirement would apply. A coalescing plate oil/water separator facility is
proposed.
6. Aquifer Protection Area: This project does not appear to be within an aquifer
protection area.
7
Section 3 — Off -Site Analvsis
The existing conditions at this site show the majority of the site's drainage flows in a south, and
then in the west direction exiting the site at the west and southwest corner. The northerly
parking area does drain directly onto Monster Road SW with no controlled drainage conveyance
system in-place. There is also a small impervious surface area at the northeast corner of the
building, which flows to an 8" conveyance system, and then discharges to the existing 12" drain
line that is located at this corner of the site. This 12" line collects roadway drainage from
Monster Road SW, which is located along the east property line. Drainage then flows in a
northwesterly direction to Monster Road SW along this property's northern property line, where
it discharges to an 18" line. This line continues along the south side of this roadway, collecting
drainage from the south half the roadway, continuing along the road alignment for about 1,000 -ft.
to the middle of an existing building to the west of the project site. This 18" line continues west
along the north side of this building to the northwest corner, where it turns south along this
building in a 24" line. Drainage continues to the southwest corner of the building where it turns
east, and then, south discharging into an existing 200 foot long biofiltration swale and into the
regional storm water facility noted previously.
Along the east side of this building there is a drainage system that starts near the northeast
corner of the building, flowing south collecting drainage from several catch basins in the two
parking areas on this side of the site. Drainage flows to the southeast corner of the building.
Drainage continues west in an 18" drain line, picking up drainage from this driveway and parking
areas along with the existing building's roof areas until it leaves the project site and continues to
an existing storm water manhole about 60 feet west of this site. Drainage continues north in a
24" line, where it then turns west in a 24" line for about 250 feet where it empties into an existing
200 foot long biofiltration swale. This biofiltration swale discharges to the regional storm water
facility noted previously.
Based on a site visit and the designed drawings for the "Shared Facility Drainage Plan" which
this project site drains to, this is a description of this system which is downstream of this project.
From the north pond area which this site drains to there is a 12" outlet pipe that drains to a
pump manhole at the northwest corner of the pond area. It is then pumped into an 8" PVC
forced main (about 480 -ft long) where it then discharges into a biofiltration swale about 150 feet
long. It continues in a 30 -ft ling 12" culver under a service road and then it continues about 35 -
feet to a gravel outfall into the Black River. (See the plans titled "Regional Retention Pond Pump
Outfall Facility" in Appendix A)
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el
Section 4 — Flow Control and Water Quality Facility Analysis and Design
Existing Site Hydrology (Part A)
The existing site is a fully developed with a commercial building and its surrounding parking and
driveway surfaces.
There is an existing storm water conveyance system along the east and south sides of the site
which drains to an existing regional stormwater facility called a "Shared Facility Drainage Plan"
This facility drainage plan is described on page 1-45 of the 2017 City of Renton Surface Water
Design Manual. The existing system on the east side of the site starts with a 6" storm line
jumping up to an 18" line gathering other drainage lines, turning west at the southeast corner of
the building continuing west collecting roof drainage and roadway drainage. At the southwest
corner of the building the storm line enlarges to a 24" line and it continues west off-site to an
existing manhole about 60 feet from the building
This shared facility has two pond areas, a north and south pond; this project drains to the north
pond. From the north pond area which this site drains to there is a 12" outlet pipe that drains to
a pump manhole at the northwest corner of the pond area. It is then pumped into an 8" PVC
forced main (about 480 -ft long) where it then discharges into a biofiltration swale about 150 feet
long. It continues in a 30 -ft ling 12" culver under a service road and then it continues about 35 -
feet to a gravel outfall into the Black River. (See the plans titled "Regional Retention Pond Pump
Outfall Facility" in Appendix A)
Developed Site Hydrology (Part B)
This property will continue to flow to the existing regional storm water facility with no on-site
water quantity mitigated since there is a regional stormwater facility downstream.
Water quality for the new impervious surfaces subject to vehicle traffic will be treated first with a
coalescing plate oil/water separator facility then a water quality filter facility before leaving the
site at the existing discharge location.
There is a small roadway improvement area which is part of this project which will also be
limited in BMP's which can be used but a water quality catch basin filter facility is expected to be
used for this area. This area will continue to flow to the existing regional storm water facility
previously discussed as a water quantity mitigation.
Performance Standards (Part D)
There is an existing downstream stormwater detention facility which mitigated stormwater
quantity. The conveyance system capacity standard for this development will be the Modified
Rational Method as adopted by the City of Renton. The water quality treatment menu to be
followed for this project site is the Basic Water Quality Menu, which is met with a media filtration
system along with an oil/water separator with a coalescing plate.
Flow Control Standards (Part D)
The existing surfaces will continue to flow to the existing regional storm water facility which will
mitigate for any increase in water volume.
9
Water Quality System (Part E)
Water quality treatment for the new impervious surfaces will be treated first with a coalescing
plate oil/water separator facility then on to a water quality filter facility before leaving the site at
the existing discharge location.
Section 5 — Convevance Svstem Analvsis and Desian
Conveyance system design will be provided in the final TIR. Chapter 4 within the City of
Renton's Surface Water Manual calls out the design parameters for the proposed conveyance
system. As noted previously no perforated piping is recommended on this site.
Section 6 — Special Reports and Studies
The Geotechnical Report by Terra Associates Inc. has been provided in Appendix B.
Section 7 — Other Permits
A demolition, clearing and grading permit and building will be required for the project. A Forest
Practices permit is not required, since this project does not produce merchantable timber with a
market value exceeding the cost to harvest. An NPDES permit is anticipated to be required for
the project.
Section 8 — Construction Stormwater Pollution Prevention and Spill Control (CSWPP)
Plan Analysis and Design
ESC Plan Analysis and Design (Part A)
The ESC Plan Analysis and Design will be part of the final TIR
SWPPPS Plan Design (Part B)
The project proposes clearing more than 1 -acre for commercial use; therefore, it is anticipated
that a NPDES Permit will be required. Temporary and erosion control (TESC) measures will be
provided as part of final TIR and construction documents.
Section 9 — Bond Quantities, Facility Summaries, and Declaration of Covenant
A Bond Quantity Worksheet and Facility Summary will be provided in Appendix C of the final
TIR.
Section 10 — Operations and Maintenance Manual
The operations and maintenance manual will be part of the final TIR
10
APPENDIX A
APPENDIX A — Site Plan
Regional Detention Facility Pump Station Agreement
and Reciprocal Easements
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8
RECITALS
A. Eland, JSC, Trust, B&G, and Metro.own parcels of real
property located adjacent to or near each other in King
County, Washington, described respectively in Exhibit A
(the "Eland Property"), Exhibit B (the "JSC Property"),
Exhibit C (the "Trust Property"), Exhibit D (the "B&G
Property"), Exhibi(the "Metro Property") (all of
the foregoing are collectively referred to herein as
the "Properties") .
B. Surface water runoff from the Properties drains into
portions of the Trust Property and the Eland Property,
including a detention pond located on the Trust.
Property (hereinafter referred to as the "Detention
Pond"). -'
C. As a result of the.volume of surface water runoff from
the Properties during certain storm events, water col-
lected in the Detention Pond overflows onto portions of
the Eland Property and the Trust Property.
D. In order tro-2ti-1cw -for future development, and to pre-
vent further overflow, it is necessary to design, con-
- struct, and maintain a Regional Detention Facility and
Pump Station, together with all appurtenances, pipes
and easements (the "System"), which will evacuate water
from the Detention Pond when it reaches a certain
level.
The parties hereto desire to jointly fund the design,
construction and maintenance of the System in accordance with the
171640A
51171951Q15=
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RECORDED AT THE REQUEST OF
-
AND AFTER RECORDING RETURN TO:
'
!-
GARTH A. SCHLEMLEIN, Esq.
-
FLOYD & SCHLEMLEIN, P.S.
2505 Third Avenue, Suite 300
;a
Seattle, WA 98121
g
s
•
REGIONAL DETENTION FACILITY
PUMP STATION ACRE MINT AND RECIPROCAL EASENSNTS
`
This Regional Detention Facility Pump Station Agreement and
R
Reciprocal Easements ("Agreement") is made as of this day of
g
1995 by and among the Seattle Area Plumbing
and P pef tt ng Apprentice and Journeyman Training Trust
("Trust"), Eland Building Limited Partnership ("Eland"),
b
Smurfit Corporation ("JSC"), B & G Partnership ("B&G"),
'
.Jefferson
and King County Department of Metropolitan Services ("Metro").
W
8
RECITALS
A. Eland, JSC, Trust, B&G, and Metro.own parcels of real
property located adjacent to or near each other in King
County, Washington, described respectively in Exhibit A
(the "Eland Property"), Exhibit B (the "JSC Property"),
Exhibit C (the "Trust Property"), Exhibit D (the "B&G
Property"), Exhibi(the "Metro Property") (all of
the foregoing are collectively referred to herein as
the "Properties") .
B. Surface water runoff from the Properties drains into
portions of the Trust Property and the Eland Property,
including a detention pond located on the Trust.
Property (hereinafter referred to as the "Detention
Pond"). -'
C. As a result of the.volume of surface water runoff from
the Properties during certain storm events, water col-
lected in the Detention Pond overflows onto portions of
the Eland Property and the Trust Property.
D. In order tro-2ti-1cw -for future development, and to pre-
vent further overflow, it is necessary to design, con-
- struct, and maintain a Regional Detention Facility and
Pump Station, together with all appurtenances, pipes
and easements (the "System"), which will evacuate water
from the Detention Pond when it reaches a certain
level.
The parties hereto desire to jointly fund the design,
construction and maintenance of the System in accordance with the
171640A
51171951Q15=
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i
parameters set forth by the City of Renton and the terms of this
Agreement.
NOW, THEREFORE, it is agreed:
CONSTRUCTION AND MAINTENANCE OF SYSTEM
1. Trust Supervision. The Trust shall perform the
following duties:
(a) The Trust shall supervise, manage and pay all
costs and expenses (subject to the right to reimbursement as
provided in Section 2(a) below).in connection with the design and
construction of the System. Without limiting the generality of
the foregoing, the Trust shall cause all permits and easements
necessary for the System to be obtained, shall cause the prepara-
tion of all construction documents and plans, shall cause the
competitive bidding of all major portions of the work, and shall
cause the System to be constructed and completed in a good and
workmanlike manner in accordance with all applicable governmental
requirements. The design and construction of the System shall be
in substantial accordance with the Bush, Road & Hitchings, Inc.
proposal dated December 22, 1994. The estimated budget for the
design and construction of the System is set forth in Exhibit F
hereto.
H
(b) After completion of construction of the System,
the Trust shall cause the System to remain in good operating
C condition and shall cause all maintenance, repair and necessary
reconstruction of the System from time to time to be accom-
plished. The Trust'ahall pay all such costs and expanses (sub-
ject to the right to reimbursement as provided in Section 2(b)
below) .
(c) The Trust shall maintain all accounts, con-
struction records and operating data and allow access -to all
parties upon reasonable notice.
__(,d) The Trust shair distribute invoices to the parties
for the payments required under Section 2 below not less than
twenty (20) days prior to the respective payment date. The -
invoices will be accompanied with copies of invoices from con-
tractors, suppliers and other vendors substantiating the request
for payment.
(e) The Trust shall perform its duties and obligations
herein in good faith with reasonable diligence and cars. The
Trust shall be paid no compensation or fee for any of its ser-
vices hereunder. It is understood that the Trust may contract
with consultants and contractors in connection with the per-
formance of.its duties hereunder.
assa.4
5117M IQISrn —2-
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2. Payments by Parties.
0
(a) With respect to the costa and expenses of design,
construction, permitting, obtaining necessary easements and all
portions of the work in constructing the System as generally
described in Section 1(a), the parties shall reimburse the Trust
e for such aggregate costs and expenses as follows:
B&G: Balance of aggregate costs and expenses
JSC: 5% of aggregate costs and expenses
Metro: 5% of aggregate costs and expenses
Eland: $25,000 lump sum payment
Trust: 30% of aggregate costs and expenses
Eland shall pay $5,000 upon the execution of this agreement and
the balance upon completion of the System. The Trust shall
invoice the other parties on a monthly basis upon accrual of
expenses. All invoices shall be due within thirty (30) days of
receipt. overdue payments shall bear interest at twelve percent
(12%) per annum from the due date.
(b) With respect to the costs and expenses of operat-
ing, repairing and any necessary reconstruction of the System
after completion thereof as generally described in Section 1(b),
the parties shall reimburse the Trust as follows:
cN+, B&G: 35% of aggregate costs and expenses
JSC: 5% of aggregate costs and expenses
Eland: 30% of aggregate costs and expenses
ri
Trust: 30% of aggregate costs and expenses
GD
Metro shall have no obligation for the costs and expenses of
operating, maintaining, repairing and any necessary recon-
struction of the System. The Trust shall invoice the other
parties not more often than twice per calendar year for these
costs and expenses and all invoices shall be due within thirty
(30) days of receipt. Overdue payments will bear interest at
twelve percent (12%) per annum.
3. Reciprocal Easements. In consideration of the mutual
promises set forth herein, •for other good and valuable considera-
tion, receipt is which is herebyacknowledged, Eland and the
Trust hereby grant and convey to each other and to the other
parties hereto, a nonexclusive, perpetual easement along, in,
upon and under the Trust Property and the Eland Property in the
locations as legally described on the attached Exhibits G and
Exhibit H, respectively, and as depicted on the sketch attached
hereto as Exhibit I (the "Easement Areas"), for the purpose of
installing, constructing, opefating, maintaining, repairing and --
replacing the System, together with nonexclusive rights of
ingress and egress to and from the Easement Areas for said pur-
poses. Eland and the Trust may use the surface of the Easement
Areas granted herein for any purpose which is not inconsistent
173M.1
311719! MISM
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with installing, constructing, operating, maintaining, repairing
and replacing the System.
i
4. Insurance. The Trust shall require all parties per- s
forming the work on the System to provide a Certificate of
Insurance naming the parties hereto as additional insureds. The
level and scope of insurance shall be set at commercially reason-
able limits depending upon the type and scope of services or
goods provided.
S. operator. Except as otherwise provided in para-
graph 6(c), the Trust shall be designated the operator and
Permittee of the System.
6. General Provisions.
(a) Binding Effect. The bovenants contained in this
Agreement shall run with the land and shall be binding upon and
inure to the benefit of the parties hereto and their respective
successors and assigns.
(b) Enforcement. In the event of a breach of any of
the covenants or agreements set forth in this Agreement, the
parties hereto shall be entitled to any and all remedies avail-
able at law or in equity, including but not limited to the equit-
N able remedies of specific performance or mandatory or prohibitory
M injunction issued by a court of appropriate jurisdiction. The
C" parties hereto agree that in the event it becomes necessary for
any party to defend or institute legal proceedings as a result of
.1 the failure of either party to comply with the terms, covenants,
agreements and/or conditions of this Agreement, it is understood
and agreed that the prevailing party in such litigation shall be
vi entitled to be reimbursed for all costs incurred or expended in
connection therewith, including, but not limited to, reasonable
attorneys' fees (including appellate fees) and court costs.
If any of the parties fails to make the payments to the
Trust set forth in Section 2 within thirty (30) days after the
due date, the Trust shall have the right impose a lien upon the
real property of such defaulting party which shall become
effective upon recording a notice in the recording records of
King County, Washington, stating the amount due and the legal
description of the defaulting party's property. Such lien may be
enforced and foreclosed by the Trust by an action in like manner
as a mortgage of real property.
(c) amendment. This Agreement may not be modified,
amended or terminated without the prior written approval of the
parties hereto. Provided, however, if the Trust or its successor
or assign ceases to exist or otherwise fails after written notice
from any party for a period of ninety (90) days to perform the
duties set forth in Section 1, the parties other than the Trust
by a vote of such parties obligated to make not less than fifty
percent (50%) of the reimbursement payments set forth in
173640.4
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Section 2(b) may elect another person or party to perform the
duties set forth in Section 1. In connection with such
replacement, the approving parties may amend or modify this
Agreement as may be reasonably necessary to accomplish the
purposes of this Agreement.
(d) waiver. No waiver of any of the provisions of
this Agreement shall be effective unless it is in writing and
signed by the party against whom it is asserted, and any such
written waiver shall only be applicable to the specific instance
to which it relates and shall not be deemed to be a continuing or
future waiver.
(e) motions. The captions and paragraph headings
contained in this Agreement are for convenience and reference
only and in no way define, describe, extend or limit the scope or
intent of this Agreement, nor the intent of any -.provision hereof.'
(f) Counteruarts. This Agreement may be executed in
counterparts, and each counterpart hereof shall be deemed to be
an original instrument, but such counterparts together shall
constitute but one Agreement.
DATED as of the day and year first above written.
TRUST:
SEATTLE'AREA PLUMPING & PIPEFITTING
04
APP I S AN J URNEYMEN TRAINING
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WT
TRUST
r /
tD
By
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ELAND:
LDING LIMITED PARTNERSHIP
ELANDLg(.
By: ter R a5 Building Corp.,
ne 1 p r= r
By
I s
JSC:
JEFFERSON SMURFIT CORPORATION
.. By
Its
B&G: B & G PARTNERSHIP
By
Its
rrwioJ
Brans 10:334a
Ah
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s.
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Section 2(b) may elect another person or party to perform the
duties set forth in Section 1. In connection with such
replacement, the approving parties may amend or modify this
Agreement as may be reasonably necessary to accomplish the
purposes of this Agreement.
(d) waiver. No waiver of any of the provisions of
this Agreement shall be effective unless it is in writing and
signed by -the party against whom it is asserted, and any such
written waiver shall only be applicable to the specific instance
to which it relatas and shall not be deemed to be a continuing or
future waiver.
(e) Captions. The captions and paragraph headings
contained in this Agreement are for convenience and reference
only and in no way define, describe, extend or limit the scope or
intent of this Agreement, nor the intent of any provision hereof.
(f). Counterparts. This Agreement may be executed in
counterparts, and each counterpart hereof shall be deemed to be
an original instrument, but such counterparts together shall
constitute but one Agreement.
DATED as of the day and year first above written.
N
0; TRUST: SEATTLE AREA PLUMING & PIPEFITTING
It" APPRENTICE AND JOURNEYMEN TRAINING
~ TRUST
ro
By Its
ELAND: ELAND BUILDING LIMITED PARTNERSHIP
By n
Its
JSC: JEFFERSON SMURFIT ORPORATION
By
Its
B&G: B & G PARTNERSHIP
By
Its
17)640.3
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5-
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section 2(b) may elect another person or party to perform the
duties set forth in Section 1. In connection with such
replacement, the approving parties may amend or modify this
Agreement as may be reasonably necessary to accomplish the
purposes of this Agreement.
(d) Waiver. No waiver of any of the -provisions of
this Agreement shall be effective unless it is in writing and
signed by the party against whom it is asserted, and any such
written waiver shall only be applicable to the specific instance
to which it relates and shall not be deemed to be a continuing or
future waiver.
(e) Captions. The captions and paragraph headings
contained in this Agreement are for convenience and reference
only and in no way define, describe, extend or limit the scope or
intent of this Agreement, nor the intent of any provision hereof.
(f)' Counterparts. This Agreement may be executed in
counterparts, and each counterpart hereof shall be deemed to be
an original instrument, but such counterparts together shall
constitute but one Agreement.
DATED as of the day and year first above written.
TRUST: SEATTLE AREA PLUMPING & PIPEFITTING
APPRENTICE AND JOURNEYMEN TRAINING
TRUST
rl
By
Its
O
:lJ
ELAND: ELAND BUILDING LIMITED PARTNERSHIP
By
Its
JSC: JEFFERSON SMURFIT CORPORATION
By
Its
B&G: B & G NERSHIP
is
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7Fw-yT$7
KING COUNTY DEPARTMENT OF
METROPOLITAN SERVICES
By (\J
Its
-i
173 MA
5117M 10:13m
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STATE OF WASHINGTON )
ss.
COUNTY OF
V_ )
I
I certify that I know or have satisfactory evidence that
is the person who appeared before me,
and said person acknowledged that said person signed this `.
instrument, on oath stated that said person was. authorized to
execute the instrument and acknowledged it as the of
SEATTLE AREA PLUMBING AND PIPEFITTING APPRENTICE AND JOURNEYMEN
TRAINING TRUST, a trust, to be the free and voluntary act of'such
trust for the uses and purposes mentioned in the instrument.
Dated this 1S day of (A !!� , 1995.
(2!) aa- 4),N ¢s S c.H.l Q....�*--
a.aav raw or V=V N.='axatsl
Notary public in and for the state
of Washington, residing at
My appointment expires
N
M
V STATE OF WASHINGTON )
SB.
N
COUNTY OF i iJ G
�D
O I certify that I know or have satisfactory evidence that
•! . X-14-1 ?it is the person who appeared before me,
and said person acknowledged that said person signed this
instrument, on oath stated that said person was authorize to
execute the instrument and acknowledged it as the tr'1.9 I iueA of
ELAND BUILDING LIMITED PARTNERSHIP, a partnership, to e the free
and voluntary act of such partnership for the uses and purposes
mentioned -in the instrument.
Dated this 6 day of IL , 1995.
W
Pi*- v d Nott»
AN be
(Lgsyrei�aet�+ atNaM
Notary public in and for the state
of Washington, residing at V_:A?L.0
My appointment expires
mao.3
3rins IM35M -9-
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STATE OF WASHINGTON )
v
) ss.
COUNTY OF K, :, )_
I certify that I know or have satisfactory evidence that
M%,.aclo 'Am iis the person who appeared before me,
and saki person acknowledged that said person signed this
instrument, on oath stated that said person was authorized to
execute the instrument and acknowledged it as the of
JEFFERSON SMURFIT CORPORATION, a corporation, to be the free and
voluntary act of such corporation for the uses and purposes
mentioned in the instrument.
Dated this day of MA Y , 1995:
o
i 9 G+tab BMW dNamYl
°Z Nptary public in and for the state
: s'a °UK* :'` Washington, residing at 'T - AQ,461+
�9's UO litO,����
••,.�'P � A N�.�•`My appointment expires 5- I
C ` STATE OF WASHINGTON
O )
as.
COUNTY OF )
D7
certify that I know or have satisfactory evidence that
pis the person who appeared before me,
Ln and said person acknowledged that said person signed this
instrument, on oath stated that said person was authorized to
execute the instrument and acknowledged it as the • of
B & G PARTNERSHIP, a partnership, to be the free and voluntary
act of such partnership for the uses and purposes mentioned in
the instrument.
Dated this day of , 1995.
Pitou�odMauyl '� -
• pgmy Prix «sc+p tUer d tia.r»
Notary public in and for the state
of Washington, xesiding at
My appointment expires
173640.3
3nu93,o.33M
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0
STATE OF WASHINGTON • )
ss.
COUNTY OF �� )
I certify that I know or have satisfactory evidence that
is the person who appeared before me,
and said person acknowledged that said person.signed this
instrument, on oath stated that said person was authorized to
execute the instrument and acknowledged it as the of
JEFFERSON SMURFIT CORPORATION,
a cforotheiusesto b thepurposes and
voluntary act of such corp pure
mentioned in the instrument.
Dated this day of , 1995.
Ai�o d Nau»
"Rtf PM a amp Nmo dNouq)
Notary public in and for the state
of Washington, residing at
My appointment expires
STATE OF WASHINGTON )
'/ ) ss.
COUNTY OF Kim )
I certify that I know or have satisfactory evidence that
&uce M• is the person who appeared before me,
and said person acknowledged that said person signed this
instrument, on oath stated that said person was authorized to
execute the instrument and acknowledgedit as the
eand gen.
Fof
B & G PARTNERSHIP, a partnership,voluntary
act of such partnership for the uses and purposes mentioned in
the instrument.
Dated this vd day of A AIA , 1995•
L� A Rs�w d Naury)
Z t,4 On74q} T T4,p.HietaSt�NmedNaW7)
d," A ce Notary public in and for the state
ga% �•:•.�� a of Washington, residing at Se,q4-ffe
, 0 ell,
��•o�F�WAsN���'.•� My appointment expires "7 -IS -9
1736403
sr_uvs imssw
-s-
do
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v
JY
STATE OF WASHINGTON )
ss.
COUNTY OF
cart that I know or have satisfactory evidence that
e- is the person who appeared before me,
and said person acknowledged that said person signed this
instrument, on oath stated that said person was authorized to
execute the instrument and acknowledged it as thel,of
the KING COUNTY DEPARTMENT OF METROPOLITAN SERVICES, a munc pal
corporation, to be the free and voluntary act of such municipal
corporation for the uses and purposes mentioned ih the
instrument.
Dated this day of
e '2� Notary public in and for the state
oy'•'2,�8e �or'�O�•` of Washington, residing at
My appointment expires -'ITJAIE B. 19915
•
173640A
Sn7m 10:11w -9-
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A
M V EXHIBIT A
, 1 TO REGIONAL DETENTION FACIZEM.. PUMP STATION
AGREEMENT AND RECIPROCAL EASEMENTS
PARCEL 2: legal Description'of the Eland P=perty
THAT PORTION OF THE NORTHWEST QUARTER AND GOVERNMENT LOT 1, IN SECTION 24,
TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON AND THE
_ SOUTHWEST QUARTER AND GOVERNMENT LOT 6, SECTION 13, TOWNSHIP 23 NORTH, RANGE 4
EAST, W.H., ALL IN KING COUNTY, WASHINGTON, MORE PARTICULARLY DESCRIBED AS
FOLLOWS:
•COMMENCING AT THE QUARTER CORNER BETWEEN SECTIONS 13 AND 24, IN SAID TOWNSHIP
AND RANGE; THENCE NORTH 87°26148" WEST, ALONG THE NORTH LINE OF SAID NORTHWEST
QUARTER 1,214.00 FEET TO THE WESTERLY MARGIN OF COUNTY ROAD N0. 3, CHARLES
MONSTER ROAD SOUTHWEST AND NOW KNOWN AS STEEL HILL ROAD; THENCE SOUTH
32029151" EAST, ALONG SAID WESTERLY MARGIN, 85.34 FEET; THENCE ON A CURVE TO
THE RIGHT HAVING A RADIUS OF 256.48 FEET, AND ALONG SAID WESTERLY MARGIN
139.14 FEET; THENCE SOUTH 01024151" EAST, ALONG SAID WESTERLY MARGIN, 268.00
FEET; THENCE SOUTH 88°35109" WEST 436.55 FEET; THENCE SOUTH 02'33112" WEST
115.03 FEET; THENCE SOUTH 70°05134" WEST 95.47 FEET; THENCE SOUTH 88°37117"
WEST 105.38 FEET; THENCE NORTH 1°22140" WEST 437.90 PEET TO THE TRUE POINT OF
BEGINNING; THENCE SOUTH 88'03109" WEST 283.04 FEET; THENCE SOUTH 54°28110"
WEST 490.45 FEET TO THE EASTERLY MARGIN OF THE CHICAGO, MILWAUKEE, ST. PAUL
AND PACIFIC RAILROAD COMPANY RIGHT-OF-WAY; THENCE NORTH 28 11'33" WEST ALONG
SAID EASTERLY MARGIN 115.75 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A
RADIUS OF 411.73 FEET AND ALONG SAID EASTERLY MARGIN 57.49 FEET; THENCE NORTH
20°11133" WEST ALONG SAID EASTERLY MARGIN 156.01 FEET; THENCE ON A CURVE TO
THE RIGHT HAVING A RADIUS OF 523.68 FEET AND ALONG SAID EASTERLY MARGIN 419.12
FEET TO A POINT ON A CURVE HAVING A RADIUS OF 667.96 FEET, THE RADIUS POINT OF
WHICH BEARS NORTH 6057118" WEST; THENCE EASTERLY ALONG SAID CURVE 102.86 FEET;
THENCE NORTH 83041102" EAST 60.83 FEET; THENCE NORTH 701311911 EAST 47.60 FEET
p; TO A POINT ON THE SOUTHERLY MARGIN OF CHARLES MONSTER COUNTY ROAD SOUTHWEST,
SAID POINT BEING ON A CURVE HAVING A RADIUS OF 238.99 FEET, THE RADIUS POINT
OF WHICH BEARS NORTH 17.19104" EAST; THENCE EASTERLY ALONG SAID CURVE AND
SOUTHERLY MARGIN 80.36 FEET; THENCE NORTH 88°03109" EAST ALONG SAID SOUTHERLY
CD MARGIN 470.93 FEET; THENCE SOUTH 1°56151" EAST ALONG SAID SOUTHERLY MARGIN
10.00 FEET; THENCE NORTH 88°03'09" EAST ALONG SAID SOUTHERLY MARGIN 26.53 FEET
TO A POINT WHICH BEARS NORTH 1°22140" WEST FROM THE TRUE POINT OF BEGINNING;
THENCE SOUTH 1922140" EAST 450.00 FEET TO THE TRUE POINT OF BEGINNING,
CONTAINING 450,000 'SQUARE FEET, MORE OR LESS.
BLUME DISTRIBUTION FACILITY
RENTON, WASHINGTON
BRH JOB NO. 89219.04
MARCH 22, 1990
ALH/SU.tV. 34
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a
Q
EXHIBIT B
TO REGIONAL DETENTION FACILITY
PUMP STATION AGREEMENT AND RECIPRICAL EASEMENTS
Legal Description of the JSC Property:
THAT PORTION OF THE NORTHWEST QUARTER AND GOVERNMENT LOT 1, IN SECTION 24,
TOWNSHIP 23 NORTH, RANGE 4 EAST, W.H., IN RING COUNTY, WASHINGTON AND THE
SOUTHWEST QUARTER AND GOVERNMENT IAT 6, SECTION 13, TOWNSHIP 23 NORTH, RANGE 4
EAST, W.H., ALL IN KING COUNTY, WASHINGTON, MORE PARTICULARLY DESCRIBED AS
FOLLOWS: t
COMMENCING AT TBS QUARTER CORNER BETWEEN SECTIONS 13 AND 24, IN SAID TOWNSHIP
AND RANGE, THENCE NORTH 87.26.48' WEST, ALONG THE NORTH LINE OF SAID NORTHWEST
QUARTER 1214.00 FEET TO THE WESTERLY MARGIN OF. COUNTY ROAD NO. 8, CHARLES
MONSTER ROAD SOUTHWEST AND NOW KNOWN AS STEEL HILL ROAD; THENCE SOUTH
32029.51' EAST, ALONG SAID WESTERLY MARGIN, 85.34 FEET; THENCE ON A CURVE TO
THE RIGHT HAVING A RADIUS OF 256.48 FEET AND ALONG SAID WESTERLY MARGIN 139.14
FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 1024'51" EAST ALONG SAID
WESTERLY MARGIN 268.00 FEET; THENCE SOUTH 88035.09" WEST 436.55 FEET; THENCE
SOUTH 02.33.12" WEST 115.03 FEET; THENCE SOUTH 70.05.34" WEST 95.47 FEET;
THENCE SOUTH 88037'17" WEST 105.38 FEET; THENCE NORTH 1022140" WEST 887.90
FEET TO THE SOUTHERLY MARGIN OF OAKESDALE AVENUE SOUTHWEST AS CONVEYED TO THE
CITY OF RENTON BY DEED UNDER RECORDER'S NO. 8702100643, RECORDS OF SAID
COUNTY; THENCE NORTH 88°02128" EAST ALONG SAID SOUTHERLY MARGIN 16.02 PEBT;
THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 524.90 FEET AND ALONG SAID
SOUTHERLY MARGIN 194.06 FEET; THENCE SOUTH 70045.53" EAST ALONG SAID SOUTHERLY
MARGIN 147.08 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIOS OF 842.73
FEET AND ALONG SAID SOUTHERLY MARGIN 81.56 FEET; THENCE SOUTH 65°13110" EAST
ALONG SAID SOUTHERLY MARGIN 257.10 FEET TO THE WESTERLY MARGIN OF 721M AVENUE
CZ SOUTHWEST AS CONVEYED TO THE CITY OF RENTON BY DEED RECORDED UNDER REOORDER'S
NO. 8702100643 RECORDS OF SAID COUNTY; THENCE ON A CURVE TO THE RIGHT HAVING A
RADIUS OF 45.00 FEET AND ALONG SAID WESTERLY MARGIN 70.69 FEET; THENCE SOUTH
M 24046.50" WEST ALONG SAID WESTERLY MARGIN 24.57 FEET; THENCE ON A CURVE TO THE
V4 LEFT HAVING A RADIUS OF 180.00 FEET AND ALONG SAID WESTERLY MARGIN 82.35 FEET;
THENCE SOUTH 1005.23" EAST ALONG SAID WESTERLY MARGIN 81.81 FEET TO THE TRUE
:A POINT OF BEGINNING, EXCEPT ANY PORTION THEREOF LYING EASTERLY OF THE
CENTERLINE OF CHARLES MONSTER ROAD -AS VACATED BY ORDINANCE NO. 4123 OF THE
CITY OF RENTON AND RECORDED UNDER RECORDER'S NO. 8803070674, RECORDS OF SAID
COUNTY.
BLUME DISTRIBUTION FACILITY
RENTON, WASHINGTON
HRH JOB NO. 89219.06
JUNE 6, 1990
ALH/BMG. 40
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EXHIBIT C
TO REGIONAL DETENTION FACILITY
PUMP STATION AGREEMENT AND RECIPROCAL EASEMENTS
Legal Description of the Trust Property
PARCEL 4-A: 7AX ACC Mo. ZfZ$�/- J/ZL
THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF
SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING
COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS:
COMMENCING AT THE NORTHEAST CORNER OF THE NORTHWEST QUARTER OF
SAID SECTION 24; THENCE NORTH*8702684811 WEST, ALONG -THE NORTH
LINE THEREOF 1,214.00 FEET TO THE WESTERLY MARGIN OF COUNTY ROAD
NO. 3, CHARLES MONSTER ROAD SOUTHWEST ALSO KNOWN AS STEEL HILL
ROAD NOW VACATED; THENCE SOUTH 32012133" EAST, ALONG SAID
WESTERLY MARGIN, 85.47 FEET; THENCE ON A CURVE TO THE RIGHT
HAVING A RADIUS OF 256.48. FEET, AND ALONG SAID WESTERLY MARGIN
139.14 FEET; THENCE SOUTH 01024,15111 EAST, ALONG SAID WESTERLY
MARGIN, 268.00 FEET; THENCE SOUTH .88035,'09" WEST 436.55 FEET;
THENCE SOUTH 02033112" WEST 115.03 FEET; THENCE SOUTH 70-05134"
WEST 95.47. FEET; THENCE SOUTH 88037117" WEST 105.38 FEET; THENCE
NORTH 1022140" WEST 179.50 FEET TO THE CENTERLINE OF AN EASEMENT
FOR RAILROAD SPUR LINE AS CONVEYED TO THE CHICAGO, MILWAUKEE, ST.
PAUL AND PACIFIC RAILROAD COMPANY BY DEED RECORDED UNDER
AUDITOR'S FILE NO. 5331102, RECORDS OF SAID COUNTY AND THE TRUE
POINT OF BEGINNING; THENCE NORTH 1022"40" WEST 258.40 FEET;
THENCE SOUTH 88003108" WEST 283.40 FEET; THENCE SOUTH 54028110"
WEST 482.84 FEET TO THE CENTERLINE OF SAID RAILROAD' SPUR LINE
EASEMENT; THENCE SOUTH 27009,'57" EAST ALONG SAID CENTERLINE 22.44
FEET; THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 365.32
c; FEET, AND ALONG THE CENTERLINE OF SAID RAILROAD SPUR LINE
v EASEMENT 857.54 FEET TO THE TRUE POINT OF BEGINNING, CONTAINING
241,997 SQUARE FEET, MORE OR LESS.
N
OTOGETHER WITH AND SUBJECT TO AN EASEMENT FOR INGRESS, EGRESS AND
0 UTILITIES ACROSS THAT PORTION OF THE NORTHWEST QUARTER AND
LO
0) GOVERNMENT LOT 1, IN SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST,
W.M., AND THE SOUTHWEST QUARTER AND GOVERNMENT LOT 6, SECTION 13,
TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., ALL IN KING COUNTY,
WASHINGTON, MORE PARTICULARLY DESCRIBED AS FOLLOWS:
COMMENCING AT THE QUARTER CORNER BETWEEN SECTIONS 13 AND 24, IN
SAID TOWNSHIP AND RANGE, THENCE NORTH 87026148" WEST, ALONG THE
NORTH LINE OF SAID NORTHWEST QUARTER -1214.00 FEET TO THE WESTERLY
MARGIN OF COUNTY ROAD NO. 8, CHARLES MONSTER ROAD SOUTHWEST AND
NOW KNOWN AS STEEL HILL ROAD; THENCE SOUTH 32029"51" EAST, ALONG
SAID WESTERLY MARGIN, 85.34 FEET; -THENCE ON A CURVE TO THE RIGHT
HAVING A RADIUS OF 256.48 FEET AND ALONG SAID WESTERLY MARGIN
139.14 FEET; THENCE SOUTH 1024'51" EAST ALONG SAID WESTERLY
MARGIN 268.00 FEET; THENCE SOUTH 88035,109" WEST 436.55 FEET;
THENCE SOUTH 02033112" WEST 115.03 FEET; THENCE SOUTH 70005f3411
WEST 95.47 FEET; THENCE SOUTH 88037,117" WEST 90.38 FEET TO THE
TRUE POINT OF BEGINNING; THENCE NORTH 1022140" WEST 888.05 FEET
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a
PARCEL 4-A CONT'D
TO THE SOUTHERLY MARGIN OF OAKESDALE AVENUE SOUTHWEST AS CONVEYED
TO THE CITY OF RENTON BY DEED UNDER RECORDER'S NO. 8702100643,
RECORDS OF SAID COUNTY; THENCE SOUTH 88002128" WEST ALONG SAID
SOUTHERLY MARGIN 30.00 FEET; THENCE SOUTH O1022140" EAST 470.00
FEET; THENCE SOUTH 29035110" WEST 29.15 FEET; -THENCE SOUTH
01022140" EAST 40.00 FEET; THENCE SOUTH 20025125" WEST 26.92
FEET; THENCE SOUTH O1022140" EAST'•40.00 FEET; THENCE SOUTH
29035.10" WEST 29.15 FEET; THENCE SOUTH 01022140" EAST 72.00
FEET; THENCE NORTH 88037120" EAST 39.99 FEET; THENCE SOUTH
01022140" EAST 190.76 FEET; THENCE NORTH 88037117" EAST 30.00
FEET TO THE TRUE POINT OF BEGINNING.
2
BLUME DISTRIBUTION FACILITY
RENTON, WASHINGTON
BRH JOB NO. 89219.06
AUGUST 14, 1990'
ALH/ENG. 40
I
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O
E91
y
` EXHIBIT D
■ TO REGIONAL DETENTION FACILITY
PUMP STATION AGREEMENT AND RECIPROCAI, EASEMENTS
Legal Description of the B & G Property
PARCEL 3:
THAT PORTION OF THE NORTHWEST QUARTER OF SECTION 24, TOWNSHIP 23 NORTH, RANGE
4 EAST, W.H., KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS:
COMMENCING AT TUE QUARTER CORNER BETWEEN SECTIONS 13 AND 24 IN SAID TOWNSHIP
AND RANGE; THENCE NORTH 87°26148" WEST ALONG THE NORTH LINE OF SAID NORTHWEST
QUARTER 1214.00 FEET TO THE WESTERLY MARGIN OF COUNTY ROAD NO. 8, CHARLES
MONSTER ROAD SOUTHWEST; THENCE SOUTH 32°29'51" EAST ALONG SAID WESTERLY MARGIN
85.34 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 256.48 FEET A
DISTANCE OF 139.14 FEET; THENCE SOUTH 1°24151" EAST ALONG SAID WESTERLY MARGIN
268.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 88035109" WEST 436.55
FEET; THENCE SOUTH 2033112" WEST 115.03 FEET; THENCE SOUTH 70005134" WEST
95.47 FEET; THENCE SOUTH 88°37'17" WEST 105.38 FEET; THENCE SOUTH 4058'17"
EAST 410.23 FEET TO THE NORTHWESTERLY LINE OB A TRACT OF LAND DESCRIBED IN
DEED FILED UNDER RECORDER'S NO. 8606190933, RECORDS OF SAID COUNTY; THENCE
NORTH 46°16.56" EAST ALONG SAID NORTHWESTERLY LINE 202.01 FEET; THENCE SOUTH
53039122" EAST ALONG THE NORTHEASTERLY LINE OF SAID TRACT 445.21 FEET TO THE
WESTERLY MARGIN OF SAID CHARLES MONSTER ROAD SOUTHWEST; THENCE NORTHERLY ALONG
SAID WESTERLY MARGIN TO THE TRITE POINT OF BEGINNING, CONTAINING 310,000 SQUARE
FEET, MORE OR LESS--
LO
ESS:
LO
M
BLUNE DISTRIBUTION FACILITY
RENTON, WASHINGTON
BRE JOB NO. 89219.04
FEBRUARY 7, 1990
ALH/SURV. 34
0
�
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0
PARCEL 4—B•
THAT PORTION OF THE NORTHWEST QUARTER OF SECTION 24, TOWNSHIP 23
NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON, DESCRIBED AS
FOLLOWS:
COMMENCING AT THE QUARTER CORNER BETWEEN SECTIONS 13 AND 24 IN
SAID TOWNSHIP AND RANGE; THENCE NORTH 87'26148" WEST ALONG THE
NORTH LINE OF SAID NORTHWEST QUARTER 1214.00 FEET TO THE WESTERLY
MARGIN OF COUNTY ROAD NO.' 8, CHAFES MONSTER ROAD SOUTHWEST;
THENCE SOUTH 32029151" EAST ALONG SAID WESTERLY MARGIN 85.34
FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 256.48
FEET A DISTANCE OF 139.14 FEET;*THENCE SOUTH 1024151" EAST ALONG
SAID WESTERLY MARGIN 268.00 FEET; THENCE SOUTH 88035109" WEST
436.55 FEET; THENCE SOUTH 2033112" WEST 115.03 FEET;. THENCE SOUTH
70°05134 "'WEST 95.47 FEET; THENCE SOUTH 88037117" WEST 105.38
FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 1022140" WEST
437.90 FEET; THENCE SOUTH 88003109" WEST 283.04 FEET; THENCE
SOUTH 54028"10" WEST 490.45 FEET TO THE EASTERLY MARGIN OF THE
CHICAGO, MILWAUKEE, ST. PAUL AND PACIFIC RAILROAD COMPANY RIGHT-
OF-WAY; THENCE SOUT14ERLY ALONG SAID EASTERLY MARGIN 1610.67 FEET
TO A POINT ON THE WESTERLY MARGIN OF COUNTY ROAD NO. 8, CHARLES
MONSTER ROAD, SAID POINT BEING ON A CURVE HAVING A RADIUS OF
250.37 FEET, THE RADIUS POINT OF WHICH BEARS NORTH 58-59"44"
EAST; THENCE NORTHERLY ALONG SAID CURVE AND WESTERLY MARGIN
250.58 FEET TO THE SOUTHWESTERLY LINE OF A TRACT OF LAND
DESCRIBED IN DEED FILED UNDER RECORDERS NO. 8606190933, RECORDS
OF SAID COUNTY; THENCE NORTH 48012123" WEST ALONG •SAID
SOUTHWESTERLY LINE 420.25 FEET; THENCE NORTH 9001155" EAST ALONG
THE WESTERLY LINE OF SAID TRACT 125.00 FEET; THENCE NORTH
46016156" EAST ALONG THE NORTHWESTERLY LINE OF SAID TRACT 17.69
FEET; THENCE NORTH 4058117" WEST 410.23 FEET TO THE TRUE POINT OF
BEGINNING, EXCEPT PORTION LYING NORTHERLY OF THE CENTERLINE OF A
RAILROAD SPUR EASEMENT AS DESCRIBED IN AUDITOR'S FILE NO.
5331102. PARCEL CONTAINS 370,561 SQUARE FEET.
TOGETHER WITH AND SUBJECT TO AN EASEMENT FOR INGRESS, EGRESS AND
UTILITIES ACROSS THAT PORTION OF THE NORTHWEST QUARTER AND
GOVERNMENT LOT 1, IN SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST,
W:M., AND THE SOUTHWEST QUARTER AND GOVERNMENT LOT 6, SECTION 13,
TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., ALL IN KING COUNTY,
WASHINGTON, MORE PARTICULARLY DESCRIBED AS FOLLOWS:
COMMENCING AT THE QUARTER CORNER BETWEEN SECTIONS 13 AND 24, IN
SAID TOWNSHIP A14D RANGE, THENCE NORTH 87°26148" WEST, ALONG THE
NORTN•LINE OF SAID NORTHWEST QUARTER 1214.00 FEET TO THE WESTERLY
MARGIN OF COUNTY ROAD NO. 8, CHARLES MONSTER ROAD SOUTHWEST AND
NOW KNOWN AS STEEL HILL ROAD; THENCE SOUTH 32029151" EAST, ALONG
a
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0
•
7D.
... PARC 4—B 'CONT -D
SAID WESTERLY MARGIN, 85.34 FEET; THENCE ON A CURVE TO THE RIGHT
HAVING A RADIUS OF 256.48 FEET AND ALONG SAID WESTERLY MARGIN
139.14 FEET; THENCE SOUTH 1024051" -EAST ALONG SAID WESTERLY
MARGIN 268.00 FEET; THENCE SOUTH 88035.09" WEST 436.55 FEET;
THENCE SOUTH 02'33,112" WEST 115.03 FEET; THENCE SOUTH 70005134"
WEST 95.47 TEST; THENCE SOUTH 88037117" WEST 90.38 FEET TO THE
TRUE POINT OF BEGINNING; THENCE NORTH 1022140" WEST 888.05 FEET
TO THE SOUTHERLY MARGIN OF OAKESDALE AVENUE SOUTHWEST AS CONVEYED
TO THE CITY OF RENTON BY DEED UNDER RECORDERIS NO. 8702100643,
RECORDS OF SAID COUNTY; THENCE SOUTH 88003.09" WEST ALONG SAID
SOUTHERLY MARGIN 30.00 FEET; THENCE -SOUTH 01022140" EILST 470..00
FEET; THENCE SOUTH 29035110" WEST 29.15 FEET; THENCE SOUTH
01022140" EAST' 40.00 FEET; THENCE SOUTH 20025125" WEST 26.92
FEET; THENCE SOUTH 01022140" EAST 40.00 FEET; THENCE SOUTH
290351r10" WEST 29.15 FEET; THENCE SOUTH 01022140" EAST 72.00
FEET; THENCE NORTH 88037120" EAST 39.99 FEET; THENCE SOUTH
01022140" EAST 190.76 FEET; THENCE NORTH 88037120" EAST 30.00
FEET TO THE TRUE POINT OF BEGINNING.
L 01BLUME DISTRIBUTION FACILITY
���� f ty� RENTON, WASHINGTON ..
r'1 q 0 yi BRH JOB NO. 89219.06
} SEPTEMBER 4, 1990
G $ z ALH/ENG. 40
!Si£R�`'p
"f1144! Wto S�
2
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m
O
EXHIBIT
TO REGIONAL DETENTION FACILITY 4
PUMP STATION AGREEMENT AND RECIPROCAL EASEMENTS
i�
Legal Description of the Metro Property
.y
Page E-1 of 1.
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:.15
- MAY -24='95 LED 15:40 M MEC - 12TH FLR
February 23, 1990 EXHIBIT E
TEL NO: C206) 684-1900 4436 P03 '
DESCR17TioN OF RENT4N TREAT -M=T BL= 2nopERTY .
All that portion o! Government Lot 2, Government Lot 51 Government
Lot 6, Government Lot 8, the Northeast quarter Of the Northwest
quarter, and the Southwest quarter of the Northeast quarter of
'c. section 24, Township 23 North, Range 4 East, N.M., in Ring County,
Washington, described as a whole as follows:
commencing at the northeast corner Of said Northeast quarter of the
C Northwest quarter: thence Along the north lige of said Northeast
quarter of the Northwest quarter and 'along the north line of
Government Lot i of said Section 24, N 870 26122^ W 2693.05 fast to
the northwest corner of laid Government Lot 1: thence along the
wast line of said Goverrnaent Lot 1 and Lot S, S OOn 26119" W
2299.77 lastr thence S 39' 33241" E 1909.89 teat to an intersection
with the eastarly sight -)fey margin of Monster Road established
i' lignment of August 3, 1988 and the TRUE
by the City of Ronton's a
pp=NT pp SZa32M=G being a point on. a curve concave to the
southwest the radius point of which .banes S 630 4814^ =o3r67-1111
fast; thence aloes -said easterly -right-Of-way margin
following tan (la) courses:
northerly along said curve as arc distance of 147.50 feet
through a.eantral angle of 23 01017"t
It 49* 12137" W 349-413 feat to
right having a radius or 1736.79 fest�ning o a curve to the
C) northerlyalong said curve an distance of 256.14 fast
IK"through n ar
central awls of 080 27'00",
T4 N 400 4513710 W 39.69 feet to the beginning of a curve to the
C tight having a radius of 190.37 feat,
01 northerly• along said curve am arc distance of 192.83 fast
through a central angle of BBC 08 00 ,
N 470 2202310 E 121.88. feet to the beginning of a curve to the
lett having a radius of 316.48 feat,
northerly along said curve an arc distance at 159.08 fmst
through a central angle of 280.48100",
N 18s 34123^ E 317.29 feat to the•baginaing of a carve to the
left having a radius of 316.48 teat,
northerly
rrtherlly 'can along
angle of an a�0 distance Of 110.47 feat
ough
N Oe 25137' N 619.41 feat to the southwestaity � to itoafii S tree
of land conveyed by D,ci=Q�sdad under 8aL=b
by Fi=st City EgaNnt ar
87070802461
AUG 0 4102
3 rY;Ct.:iC11 vED • . .
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4
J1 -
i
MAY --24-'_W 4ED 15:40 ID:PEC _ 12TH FLR TEL NO: C206) 684-1900
k436 PO4
•
_.—Iq
thence continuing along said easterly sight -of -wily margin and along
the' westerly line of *said pareel for the following four (4)
courses: .
K a3.° 25'37" UT 64.76 feet to the beginning of a curve to .the
right having a radius of t20_00 fast,
northerly along said curve an are distance. of 34.90 feet
through a central angle of 26" 12045",
N 24' 47108" E 24.57 feet.tc the beginning of a curve to the.
r
right having a radius of 45.00.feet,
'northerly along said curve an arc distance of 31.79 feet
of 401• '28116" to the westerly line of
through a central angle
i a tract of Land conveyed to Hatro by Dead recorded under
Recording Number 82007300283:
thence along said westerly line N 220.23136" A 16.03 feet to the
north line of said Northeast quarter of the Northwest quarter;
E 225.60 beet. to. the
..
thence along said north -line S 870 26122"
westerly corset of a tract of land eonvayad.to First City Equities
b Metro b Dead recorded under Recording Hummer 8707080245; thence
by
along the line of said tract S 650 13027" E 207.51
to the north, the
rent to an' intersection with a curve concave
of which bears H 40' 43145" E 422.96 feet and the
radius point
northerly line of a tract of land conveyad.to the Municipality of
Metropolitan Seattle by Burlington Northern Railroad Company by
Recording Number 82073002831 thence along Bald•
Dead racordgd under
northerly liiAre for the following five (511eoursas:'
southeasterly along said curve• an arc distance of 294.03 fest
through a central angle of 390 499490, -
r
8 89° 04804" E 397.07 feat,
T4 S 730 04'20".E 11.32 feet to an intersection With' a curve
a) concave to the northeast the: radius point of Which bears H 730
�p 17141" E 431.53 fast,
4 southeasterly along said curve an are distance of 424.53 feet
a) through a central angle of 56' 22'01", ,
a 73' 04420" S 46.48 feet to the westerly line .of j tract of
land conveyed to !Ging Cauuty by ' the MuniciP&lity of
Metropolitan.Seattls by Deed recorded under Raeording Number
8112230430;as
'
thanes along said wasterly line for the following =our (4). -Course.
S 739 04'20n_E-88:96'feet to the beginning Of a curve to. -
he. -
right having a radius of 307.00
:r'..;;. -•mow : ... _.__ ....+::i .._ � ._ _ _ i:+.. .�,..i : ��::: a:::.�.. i � '
2
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a
h1AY_2d-'95 LIED 15:41 ID:MEC - 12TH PLR TEL NO., C206) 684-1900 't1436 P05
southerly aloe said Curve an arc distance of 329.53 feet
through a centra
l angle of 61° 30'00",
S 11° 34920" E 749.46 feet,
5 18° 38142" E 94.52 feet to the easterly line of a tract of
land conveyed to tha Municipality o! Metropolitan Seattle by ;
Burlington Northern, Inc. by Dead recorded under Recording i
Number 7106030382; #
° thence along said easterly line S le 34120" E 316.52 fast; thence
contisiuing along said easterly line N 713° 2524011 E 39.27 fast to
the westerly line of a tract of land conveyed to King County by the
Municipality of Metropolitan Seattle by nand recorded under
Recording Number 2112230430; thence along said westerly line S 18°
.96 feet to a tract o
38'42" E 96f land established by Xing County
Superior court Cause Na. 84-2-07769 7 and surveyed and recorded in 1
Book 40 a! Surveys on Page 180, Recording Number 8406149003 and
amended by Affidavit recorded under Recording Number 8804110606;
thence along said tract of land for the following tan (10) Courses:
N 770 29535" E 0.70 feat to o Renta by yDlineead raf a tract
under '
land conveyed to the City
Recording Number 82110904a0,
S 18° 38950" E 100.58 feet to the southwest corner of said S
tract of land,
in of the
�t S 770 29'35" N 644.15 feat aloeg the southerly margin i
M previous Burlington Northern Railroad Company riPub-of'way to
V the beginning of a cuxva to the left having a, radius of 903.37 I(
r4 fast, !
W westerly along said curve and along said southerly margin an
0 arc distance of 267.55 feat through a central angle of i6
L0 35'33" to the vast jigs of said Southwest quarter of the i
Northeast quarter,
t
S OS° 05' 18'9 V 142.62 feat along said vast li'16 to the i
northvastarly margin of that portion of the right -o= -way of
Primary State Highway No. 1 (snterstata 405) identified on
the highway map recorded under Recording Number 5399478,'
as the H -Line, and a point on a curve concave to the south, t,
the radius point of which bis S 020 17138" -E 231.00 fast,
westerly along said curve and along said northwesterly maz'4I
an arc distance of 17,4.03 fast through a central &ngla of m9c ;
49 9 3019, }
eontinuinq along said northwesterly margin S 470 38132" H !4
242.18 fast to the north north line. of said Govarlmnent Lot 8,
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m
Ma -225-^9g WED 15_:42 ID:PEC __ 121N nE r_ TEL ND:CMG) se4-1900 #436 P06
along said north line N 870 34215" W 16.07 teat to the
easterly margin. of the praVicus•Burlington Northern Rpiltead
Company right-of-way•and a point on a curve concave to the
7 southeast having a radius of 905.37 feet the radius'point of
which baars S 620 24109° E,
southerly alonq said easterly margin.and lalong said curve an
arc distance of 181.53 teat thiough•a central angle of le
29 _
of 160 to- a line the centerline of WWashington State ffighwaY No el *with and .70. 00 feet rthLstariy
,
along said parallel 7.ine-5 66° 53908" R 325.69 fast to the
easterly lint of 'a tract of .land conveyed to Sehobar
r Enterprises, =nc. by,the Municipality of tiatropolitan Seattle;
thence leaving said tract of sand.• established by rJ zq•county
y Superior Court Cause Nnn
Ito. -84-2-07769 7 and ruing thence along said
easterly lino of Sehobor traetr N 040 181035 W 14.69 feet; thence
continuing along said easterly -line N o6° 22910" W 321.59 feat to
the aout2iwastarly margin of the realignmant of Mounter Road; thence
continuing along.said anatarly line and along amid southwastarly
x"Vin, N 41° 33132° W 68.65. fast to the ■outherly comer of a
tract of land conveyed to the Municipality of Metropolitan Seattle
by Schobar Entarpriseo, Inc. W Dead recorded under Recording
Number 8903290412; thence cGntLnUULq along said southwesterly'
margin and along the southerlyline
of d southwastarlYl531320 W
�nJ and .
125.99 fast; thanal n
e continuing gsai
said eoutharly Lina X 690 31,09" W 11.12 fest to said easterly
right -of -+ray margin of Monster Read *stab" by the City of
Renton Is aligemisnt Of 3, 1988 -and • a point on Curve eoneaVa
to the southwest the =us point of whict►•bsars N 87° 4013AN W
347.11 feet.; thence northerly along
n osaid f 28° 3oig:L the troan arc ts Point -
ce of
182.72 feet through a centri g of beginning.
N •
�i
W.
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4
Page F-1 of 1
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EXHIBIT F
Ta REGIONAL DETENTION FACILITY
PM4P STATION AGREEMENT AND RECIPROCAL EASBbMNTS
tr
Estimated Budget for the System
1)
Construction Costs
$59,355.00
2)
Railroad Basement
$22,000.00
�
3)
Puget Power
$20,000.00
S1
4)
Bush, Roed & Hitchings.
$20,500.00
.5)
Permits'
5600.00
j:
4
SUBTOTAL
$122,455.00
6)
10% Contingency
$12.245.00
TOTAL
$134,700.00
Page F-1 of 1
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EXHIBIT G'
TO REGIONAL DETENTION FACILITY
PUMP STATEION AGREEMENT AND RECIPROCAL EASEMENTS
Easement Area on the Trust Property
ON-BZTB DRAYNRGB EASzX3= DESCRIPTION
PLUMBERS A PIPEPZTTERS TRUST PROPERTY
THAT PORTION OF THE NORTHWEST QUARTER OF SECTION 24, TOWNSHIP 23
NORTH, RANGE 4 EAST, W.M., IN RING COUNTY, WASHINGTON, LYING WITHIN
A STRIP OF LAND 10.00 FM IN WIDTH, HAvxNG S.00 FEET OF SUCH; WIDTH
ON EACH SIDE OF AN EASEMENT CENTERLINE DESCRIBED AS FOLLOWS:
COMMENCING AT THE HOST SOUTHERLY CORNER OF THAT CERTAIN PARCEL
DESCRIBED IN DEED TO E &RD BUILDING LIMITED PARTNERSHIP, RECORDED
UNDER RECORDING NO. 9006281432, RECORDS OF SAID RING COUNTY, THENCE
NORTH 54.284100 FAST 80.00 FEET ALONG THE SOUTHERLY LINE THEREOF TO
THE TRUE POINT OF BEGINNING OF SAID BASEMENT•CENTERLIME;
THENCE SOUTH 46610127" EAST 10.00 FEET ALONG SAID EASERM
CENTERLINE TO THE TERMINUS THEREOF;
THE SIDELINES OF THIS EASENENT SHALL BE SO SHORTENED OR LENGTHENED
SO AS TO TERMINATE IN -THE SOUTH LINE OF SAID ELAND PARCEL.
SITUATE IN THE CITY OF RENTON, RING COUNTY, WASHINGTON.
PLUMBERS 6 PIPEFITTERS TRUST
A REGIONAL DETENTION FACILITY
WILLIAM A. HICROX, P.L.S.
F
•+BRR JOB NO. 90369.07
,FEBROARY 22, 1995
1 i_ REVISED MARCH 27;' ' Y995
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7
e
O
EXHIBIT H
TO REGIONAL DETENTION FACILITY
PUMP STATION AGREEMENT AND RECIPROCAL EASEMENTS
Easement Area on the Eland Property
ON-SITE DRA13MGE EASEKENT DESCRIPTION
SLAM PROPERTY
THAT PORTION OF THE NORTHWEST QUARTER OF SECTION 24, TOWNSHIP 23
NORTH, RANGE 4 EAST, W.H., IN ICING COUNTY, WASHINGTON, LYING WITHIN
A STRIP OF LAND 10.00 FEET IN WIDTH, HAVING 5.00 FEET OF SUCH WIDTH
ON EACH SIDE OF AN EASEMENT CENTERLINE DESCRIBED AS POLiAWS:
COMMENCING AT THE MOST SOUTHERLY CORNER OF THAT CERTAIN PARCEL
DESCRIBED IN DEED TO ELAND BUILDING LIMITED PARTNERSHIP, RECORDED
UNDER RECORDING NO. 9006281432, RECORDS OF SAID KING COUNTY, THENCE
NORTH 54028010" EAST 80.00 FEET ALONG THE SOUTHERLY LINE THEREOF TO
THE TRUE POINT OF BEGINNING OF SAID EASEMENT. CENTERLINE;
THENCE ALONG SAID EASEMENT CENTERLINE THE FOLLOWING FOUR COURSES:
THENCE NORTH 46010127" WEST 125.66 FEET;
THENCE NORTH 22030142" WEST 282.00 FEET;
THENCE SOUTH 77029'18" WEST 23.04 FEET TO THE WESTERLY LINE OF SAID
ELAND PARCEL;
THENCE NORTH 36029133" WEST 12.00 FEET TO THE TERMINUS OF SAID
EASEMENT CENTERLINE AND FROM SAID TERMINUS SAID POINT OF COMMENCING
BEARS SOUTH 22015022" EAST 430.77 FEET DISTANT;
EXCEPT THAT PORTION THEREOF LYING WESTERLY OF SAID WESTERLY LINE OF
SAID ELAND PARCEL.
THE SIDELINES OF THIS EASEMENT SHALL BE SO SHORTENED OR LENGTHENED
SO AS TO MEET AT ANGLE POINTS AND TERMINATE IN THE SOUTH LINE OF
SAID ELAND PARCEL.
SITUATE IN THE CITY OF RENTON, RING COUNTY, WASHINGTON.
PLUMBERS & PIPEFITTERS TRUST
REGIONAL DETENTION FACILITY
WILLIAM A. JaCKOX, P.L.S.
HRH JOB NO. 90369.07
FEBRUARY 22, 1995
REVISED MARCH 27, 2.995
n
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GEOTECHNICAL REPORT
BY TERRA ASSOCIATES, INC. DATED
SEPTEMBER 26, 2017
12
GEOTECHNICAL REPORT
605 Monster Road SW
Renton, Washington
Project No. T-7716
TERRA ASSOCIATES, Inc.
Consultants in Geotechnical Engineering, Geology
and
Environmental Earth Sciences
September 26, 2017
Project No. T-7716
Mr. Ben Brodsky
DCT Industrial
701 Fifth Avenue, Suite 2830
Seattle, Washington 98104
Subject: Geotechnical Report
605 Monster Road SW
Renton, Washington
Dear Mr. Brodsky:
As requested, we have conducted a geotechnical engineering study for the subject project. The attached report
presents our findings and recommendations for the geotechnical aspects of project design and construction.
Our field exploration indicates that surface conditions at the site generally consisted of 3.5 to 4 inches of asphalt
pavement in parking areas and 4 to 8.5 inches of concrete floor slab inside of the existing industrial building. Soil
conditions observed underlying these pavements generally consisted of 4 to 7 feet of loose to very dense inorganic
fill material overlying 4 to 23.5 feet of soft to dense interbedded alluvial soils consisting of silt, clay, and
sand/gravel mixtures. In the majority of the borings, residual soils and sedimentary bedrock was observed
underlying the alluvial soils to the terminus of the borings. Wet soils were encountered in 8 of the 10 test borings
below depths of 7 '/z to 20 feet indicating the presence of a shallow groundwater table.
In our opinion, support of the structure addition using standard spread footing foundations will be feasible.
However, in order to gain suitable support, all foundations will need to be supported on a minimum of two feet of
granular structural fill and the new building pad areas will need to be subjected to a surcharge program to mitigate
post construction settlement. Detailed recommendations regarding foundation support along with other
geotechnical design and construction considerations are summarized in the attached report.
12220 113th Avenue NE, Ste. 130, Kirkland, Washington 98034
Phone (425) 821-7777 . Fax (425) 821-4334
Mr. Ben Brodsky
September 26, 2017
We trust the information presented in this report is sufficient for your current needs. If you have any questions or
require additional information, please call.
Sincerely yours,
TERRA ASSOCIATES, INC.
Alex De�v-H2
Staff
7—ZL _/ l
) 26742 �O
�C1STL�' G
NA1, ti
Project No. T-7716
Page No. ii
TABLE OF CONTENTS
aeN.
1.0
Project Description..........................................................................................................1
2.0
Scope
of Work ................................................ .............................................................1
3.0
Site Conditions
................................................................................................................2
3.1
Surface................................................................................................................2
3.2
Subsurface.......................................................................................................... 2
3.3
Groundwater....................................................................................................... 3
3.4
Geological Hazards.............................................................................................3
3.4.1 Seismic Considerations..............................................................................3
3.4.2 Erosion Hazard.......................................................................................... 4
3.4.3 Steep Slope Hazard....................................................................................5
3.4.4 Landslide Hazard......................................................................................5
3.4.5 Coal Mine Hazard
4.0
......................................................................................6
Discussion and Recommendations.................................................................................. 6
4.1
General................................................................................................................6
4.2
Site Preparation and Grading..............................................................................7
4.3
Surcharge............................................................................................................8
4.4
Excavations.........................................................................................................9
4.5
Foundation Support ..........................................................................................10
4.6
Floor Slab-on-Grade.........................................................................................10
4.7
Lateral Earth Pressure for Wall Design............................................................
11
4.8
Infiltration.........................................................................................................11
4.9
Drainage............................................................................................................11
4.10
Utilities.............................................................................................................12
4.11
Pavement..........................................................................................................12
5.0
Additional Services........................................................................................................13
6.0
Limitations.....................................................................................................................13
Fieutts
VicinityMa............................................................................... Figure 1
Exploration Location Plan.................................................................................................... Figure 2
SettlementMarker Detail...................................................................................................... Figure 3
TypicalWall Drainage Detail............................................................................................... Figure 4
Appendix
Field Exploration and Laboratory Testing....................................................................... Appendix A
Geotechnical Report
605 Monster Road SW
Renton, Washington
1.0 PROJECT DESCRIPTION
The project consists of expanding an existing industrial building located on a single tax parcel totaling
approximately 9,62 acres. The south and west building walls will be incorporated into a new 163,000 square -foot
industrial building with expanded loading lock access along the east side of the building. A six-inch thick
concrete slab will be placed over the existing concrete slab and extend to the new building areas as well.
Additional site access and parking will be constructed along the south side of the property. Grading plans were
unavailable at the time of this report; however, we anticipate that cuts of less than ten feet will be required to
establish the additional parking along the south of the building and that fills of up to two feet will be required to
support the new floor slab along the north of the building.
We understand that building construction will consist of perimeter reinforced concrete tilt -up wall panels, a
framed roof supported by interior isolated columns, and concrete floors constructed at grade. We expect
structural loads to be about 100 to 150 kips for isolated columns and 4 to 6 kips per foot for continuous perimeter
bearing walls. We expect that the depressed loading dock walls will be designed as retaining walls approaching
heights of 4 feet, and that maximum product loading on the floors will be 350 pounds per square foot (psf).
The recommendations in the following sections of this report are based on our understanding of the preceding
design features. We should review design drawings as they become available to, verify that our recommendations
have been properly interpreted and to supplement them, if required.
2.0 SCOPE OF WORK
Our work was completed in accordance with our authorized proposal, dated July 18, 2017. Accordingly, on
August 29, 31, and September 1, 2017, we observed soil conditions at 10 soil test borings advanced to depths of
7.5 to 31.5 feet below existing site grades. Using the information obtained from the subsurface exploration and
laboratory testing, we performed analyses to develop geotechnical recommendations for project design and
construction.
Specifically, this report addresses the following:
• Soil and groundwater conditions
• Geologic Hazards per the City of Renton Municipal Code
• Seismic design parameters per 2015 International Building Code (IBC)
• Site preparation and grading including surcharge recommendations.
• Excavations
September 26, 2017
Project No. T-7716
• Foundations
• Slab -on -grade floors
• Lateral earth pressure for wall design
• Utilities
• Infiltration feasibility
• Drainage
• Pavements
It should be noted that recommendations outlined in this report regarding drainage are associated with soil
strength, design earth pressures, erosion, and stability. Design and performance issues with respect to moisture as
it relates to the structure environment are beyond Terra Associates' purview. A building envelope specialist or
contractor should be consulted to address these issues, as needed.
3.0 SITE CONDITIONS
3.1 Surface
The project site consists of a single tax parcel totaling approximately 9.62 acres located at 605 Monster Road SW
in Renton, Washington. The approximate site location is shown on Figure 1.
The site is currently developed with an industrial warehouse building, paved parking to the north and east, and a
shop building to the southwest. Outside of the pavement and building areas, the site is landscaped with grass and
ornamental trees and shrubs. The developed portions of the site are relatively flat. A steep vegetated slope
descends from the south to north along the southern property line with an overall relief of approximately 35 feet.
3.2 Subsurface
Surface and subsurface conditions observed to the north of the existing building generally consisted of up to four
inches of asphalt pavement overlying four to seven feet of loose to medium dense fill. Below the fill. soils, we
observed 4 to 14 feet of soft to medium dense interbedded alluvial soils consisting of silt, clay, and sand/gravel
mixtures. Underlying these upper sediments, the test borings encountered medium dense to very dense weathered
sandstone bedrock. In Test Boring B-10, we observed a six-foot thick layer of medium stiff to stiff residual
sandstone soil between the upper alluvial soils and deeper sandstone layer.
Test borings located within the existing building indicated that the existing concrete floor slab ranges in thickness
from 4 to 8.5 inches and rests atop a 2- to 4 -inch thick layer of crushed rock. Below the slab stricture, we
observed 4.5 feet of medium dense to very dense fill material overlying 7.5 to 23.5 feet of soft to dense
interbedded alluvial soils consisting of silt, clay, and sand/gravel mixtures. Underlying these upper alluvial soils,
the test borings encountered 3.5 to 18 feet of medium dense to very dense residual soils, sandstone, siltstone,
claystone, and coal to the terminus of the test borings.
Page No. 2
September 26, 2017
Project No. T-7716
The following exceptions to the above general descriptions were observed: Test Borings B-2, B-3, and B-7, we
encountered the residual soils and bedrock immediately below the upper fill material. At Test Boring B-6, the
alluvial soils underlying the upper fill extended to the terminus of the boring at about 31 feet, no residual soil or
bedrock was encountered.
We observed sandstone exposed in several places along the face of the steep slope located to the south of the
existing buildings. These surface observations coupled with the shallow depth to sandstone bedrock observed in
Borings B-2 and B-3 indicate that the slope is composed of bedrock.
The Geologic Map of the Renton Quadrangle, King County, Washington by D.R. Mullineaux (1965) maps the site
as Renton formation (Tr) with alluvium (Qaw) mapped nearby to the north. The upper interbedded silt, clay and
sand/gravel mixtures observed in the test borings are consistent with the alluvium mapped description, the
residual soils as well as the sandstone, siltstone, claystone, and coal deposits observed underlying the alluvium
and along the southern slope face are consistent with the Renton formation mapped description.
The preceding discussion is intended to be a general review of the soil conditions encountered. For more detailed
descriptions, please refer to the Test Boring Logs in Appendix A.
3.3 Groundwater
We observed wet soils at 8 of the 10 boring locations at depths ranging from 7.5 to 20 feet. These water levels are
likely representative of the seasonal low groundwater table. The shallow groundwater observed is representative
of a regional groundwater table associated with the Black and Green Rivers.
3.4 GEOLOGICAL HAZARDS
3.4.1 Seismic Considerations
Section 4-03-050(G)(5)(d) of the RMC defines seismic hazards as the following:
i. Low Seismic Hazard (SL): Areas underlain by dense soils or bedrock. These soils generally have site
classifications of A through D, as defined in the international Building Code, 2012.
ii. High Seismic Hazard (SH): Areas underlain by soft or loose, saturated soils. These soils generally have site
classifications E or F, as defined in the International Building Code, 2012.
Based on the assigned site class and item i above, the site would be classified as a low seismic hazard (SL) per the
RMC.
Page No. 3
September 26, 2017
Project No. T-7716
Based on soil conditions observed in the test borings and our knowledge of the area geology, per Chapter 16 of
the 2015 International Building Code (IBC), site class "D" should be used in structural design. Based on this site
class, in accordance with the 2015 IBC, the following parameters should be used in computing seismic forces:
Seismic Design Parameters (IBC 2015)
Spectral response acceleration (Short Period), SMs
1.459
Spectral response acceleration (I — Second Period), SMI
0.817
Five percent damped .2 second period, SDS
0.973
Five percent damped 1.0 second period, SDI
0.545
These values were determined using the latitude/longitude coordinates 47.4731/-122.2431 and the United States
Geological Survey (USGS) Ground Motion Parameter Calculator accessed on September 21, 2017 at the web site
httR//earthquake.usgs ovg /designmaps/us/applicatign.phR.
Soil Liquefaction
Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in
water pressure induced by vibrations. Liquefaction mainly affects geologically recent deposits of fine-grained
sand that is below the groundwater table. Soils of this nature derive their strength from intergranular friction.
The generated water pressure or pore pressure essentially separates the soil grains and eliminates this
intergranular friction; thus, eliminating the soil's strength.
We completed a liquefaction analysis using the computer program LiquifyPro following procedures outlined by
Seed and Idriss. The analysis was completed using a ground acceleration of 0.389g, which represents acceleration
that could be expected for an earthquake having a 10 percent probability of exceedance in 50 years (return period
of once per 500 years).
The results of our analysis indicate that some of the upper layers of loose to medium dense existing fill and
alluvial sediments may be subject to the liquefaction phenomenon during a design level earthquake. The impact
to the site should liquefaction occur would be in the form of minor surface subsidence or settlement. Estimated
total potential settlement from our analysis is on the order of one-half inch and less. This amount of settlement
would not structurally impact the building but could result in limited damage of a cosmetic nature.
3.4.2 Erosion Hazard
Section 4-03-050(G)(5)(c) of the RMC defines erosion hazard as the following:
i. Low Erosion Hazard (EL): Areas with soils characterized by the Natural Resource Conservation Service
(formerly U.S. Soil Conservation Service) as having slight or moderate erosion potential, and a slope less than 15
percent.
Page No. 4
September 26, 2017
Project No. T-7716
ii. High Erosion Hazard (EH): Areas with soils characterized by the Natural Resource Conservation Service
(formerly U.S. Soil Conservation Service) as having severe or very severe erosion potential, and a slope more
than 15 percent.
The soils observed on-site are classified as Beausite gravelly sandy loam, 6 to 15 percent slopes, Puget silty clay
loam, Puyallup fine sandy loam, Urban land, and Woodinville silt loam by the United States Department of
Agriculture Natural Resources Conservation Service (MRCS), formerly the Soil Conservation Service. These
soils will have a slight to moderate potential for erosion when exposed. Therefore, the site is not considered an
erosion hazard area by the City of Renton. Regardless, erosion protection measures as required by the City of
Renton will need to be in place prior to initiating grading activities on the site. This would include perimeter silt
fencing to contain erosion on-site and cover measures to prevent or reduce soil erosion during and following
construction.
3.4.3 Steen Slone Hazard
Section 4-03-050(G)(5)(a) of the RMC defines steep slopes as the following:
i. Sensitive Slopes: A hillside, or portion thereof, characterized by: (a) an average slope of 25 percent to less than
40 percent as identified in the City of Renton Steep Slope Atlas or in a method approved by the City; or (b) an
average slope of 40 percent or greater with a vertical rise of less than 15 feet as identified in the City of Renton
Steep Slope Atlas or in a method approved by the City; (c) abutting an average slope of 25 percent to 40 percent
as identified in the City of Renton Steep Slope Atlas or in a method approved by the City. This definition
excludes engineered retaining walls.
ii. Protected Slopes: A hillside, or portion thereof, characterized by an average slope of 40 percent or greater
grade and having a minimum vertical rise of 15 feet as identified in the City of Renton Steep Slope Atlas or in a
method approved by the City.
The slope along the south side of the site is shown on the Renton Steep Slope Atlas as ranging from less than 25
percent to greater than 40 percent. Therefore, those portions of the slope inclined at greater than 40 percent would
be considered a protected slope per item ii above.
3.4.4 Landslide Hazard
Section 4-03-050(G)(5)(b) of the RMC defines landslide hazards as the following:
i. Low Landslide Hazard (LL): Areas with slopes less than 15 percent.
ii. Medium Landslide Hazard (LM): Areas with slopes between 15 percent and 40 percent and underlain by soils
that consist largely of sand, gravel, or glacial till.
iii. High Landslide Hazards (LH): Areas with slopes greater than 40 percent and areas with slopes between 15
percent and 40 percent and underlain by soils consisting largely of silt and clay.
iv. Very High Landslide Hazards (LV): Areas of known mapped or identified landslide deposits.
Page No. 5
September 26, 2017
Project No. T-7716
The steep slope along the southern side of the property is shown on the City of Renton Steep Slope Atlas as
inclined between 25 and greater than 40 percent would fit the criteria in item iii above. Therefore, the site would
be classified as a (LH) high landslide hazard area per the RMC. However, the City of Renton Landslide Hazard
Atlas does not show the site as located within a landslide hazard area. Also, during our site reconnaissance, we
did not observe any indications of deep seated instability on the slope face and at shallow depths in adjacent test
borings. Furthermore, we observed sandstone exposed on some portions of the slope face indicating that the slope
is composed of bedrock which is inherently stable in steep environments.
3.4.5 Coal Mine Hazard
Section 4-03-050(G)(5)(e) of the RMC defines coal mine hazards as the following:
i. Low Coal Mine Hazards (CL): Areas with no known mine workings and no predicted subsidence. While no
mines are known in these areas, undocumented mining is known to have occurred.
ii. Medium Coal Mine Hazards (CM): Areas where mine workings are deeper than 200 feet for steeply dipping
seams, or deeper than 15 times the thickness of the seam or workings for gently dipping seams. These areas may
be affected by subsidence.
iii. High Coal Mine Hazard (CH): Areas with abandoned and improperly sealed mine openings and areas
underlain by mine workings shallower than 200 feet in depth for steeply dipping seams, or shallower than 15
times the thickness of the seam or workings for gently dipping seams. These areas may be affected by collapse or
other subsidence.
Based on the City of Renton Coal Mine Hazard Atlas a known coal mine was located to the south and east of the
site. However, the mapped hazard area does not extend onto the subject site, therefore, the site does not contain a
coal mine hazard per the RMC.
4.0 DISCUSSION AND RECOMMENDATIONS
4.1 General
In our opinion, there are no geotechnical considerations that would preclude development of the site, as planned.
However, the soft alluvial soils located outside of the existing building area will be subject to consolidation under
the expected building loads. To mitigate this consolidation settlement and reduce potential post construction
building settlement to tolerable levels, we recommend implementing a surcharge/preload program. In addition,
the native alluvial soils would not be suitable for immediate direct support of building foundations. To establish
suitable support, we recommend replacing the upper two feet of existing soils below the bottom of footings with
granular structural fill.
Page No. 6
September 26, 2017
Project No. T-7716
The native soils encountered at the site contain a sufficient percentage of fines and will be difficult to compact as
structural fill when too wet. The ability to use soils from site excavations as structural fill will depend on the soil
moisture content and the prevailing weather conditions at the time of construction. The contractor should be
prepared to dry the native soils by aeration during the normally dry summer season to facilitate compaction as
structural fill. Alternatively, stabilizing the moisture in the native soil with Portland cement or lime can be
considered. If grading activities will take place during the winter season, the contractor should be prepared to
import clean granular material for use as structural fill and backfill.
The following sections provide detailed recommendations regarding the above issues and other geotechnical
design considerations. These recommendations should be incorporated into the final design drawings and
construction specifications.
4.2 Site Preparation and Gradin
To prepare the site for construction, demolition of existing structures should include removal of existing
foundations not to be incorporated into the new development and abandonment of underground septic systems
and other buried utilities. Abandoned utility pipes that fall outside of new building areas can be left in place
provided they are sealed to prevent intrusion of groundwater seepage and soil. The sub -slab utilities located
beneath the existing floor slab can be left in place provided that they are completely filled with CDF to prevent
future settlement beneath the slab. In the landscaped portions of the site all vegetation, organic surface soils, and
other deleterious material should be stripped and removed from the proposed development areas. Asphalt
removal depths of approximately 3 '/2 to 4 inches should be expected in the paved portions of the site. Existing
asphalt pavement can be left in place below new structural fill required to establish design grades provided it is
fractured in place to a maximum size of eight inches. Organic topsoil will not be suitable for use as structural fill,
but may be used for limited depths in nonstructural areas.
Once demolition and clearing operations are complete, cut and fill operations can be initiated to establish desired
building grades. Prior to placing fill, all exposed bearing surfaces should be observed by a representative of Terra
Associates, Inc. to verify soil conditions are as expected and suitable for support of new fill or building elements.
Our representative may request a proofroll using heavy rubber -tired equipment to determine if any isolated soft
and yielding areas are present. If excessively yielding areas are observed, and they cannot be stabilized in place
by compaction, the affected soils should be excavated and removed to firm bearing and grade restored with new
structural fill. If the depth of excavation to remove unstable soils is excessive, the use of geotextile fabrics, such
as Mirafi 500X, or an equivalent fabric, can be used in conjunction with clean granular structural fill. Our
experience has shown that, in general, a minimum of 18 inches of a clean, granular structural fill placed and
compacted over the geotextile fabric should establish a stable bearing surface.
We recommend supporting conventional spread footing foundations on a minimum of two feet of granular
structural fill that replaces the native alluvial soils and the existing loose fill material. The structural fill should
extend a minimum of one -foot laterally from the edges of the continuous wall or isolated column footings.
Page No. 7
September 26, 2017
Project No. T-7716
A representative of Terra Associates, Inc. should observe all bearing surfaces to verify that soil conditions are as
expected and are suitable for support of building foundations, floor slabs, and site pavements.
Our study indicates that the native soils contain a sufficient percentage of fines (silt and clay size particles) that
will make them difficult to compact as structural fill if they are too wet or too dry. Accordingly, the ability to use
these native soils from site excavations as structural fill will depend on their moisture content and the prevailing
weather conditions when site grading activities take place. Native soils that are too wet to properly compact could
be dried by aeration during dry weather conditions or mixed with an additive such as cement or lime to stabilize
the soil and facilitate compaction. If an additive is used, additional Best Management Practices (BMPs) for its
use will need to be incorporated into the Temporary Erosion and Sedimentation Control plan (TESL) for the
project.
If grading activities are planned during the wet winter months, or if they are initiated during the summer and
extend into fall and winter, the contractor should be prepared to import wet weather structural fill. For this
purpose, we recommend importing a granular soil that meets the following grading requirements:
U.S. Sieve Size
Percent Passing
6 inches
100
No. 4
75 maximum
No. 200
5 maximum*
*Based on the 3/4 -inch fraction.
Prior to use, Terra Associates, Inc. should examine and test all materials imported to the site for use as structural
fill.
Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of
95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials
(ASTM) Test Designation D-698 (Standard Proctor). The moisture content of the soil at the time of compaction
should be within two percent of its optimum, as determined by this ASTM standard. In nonstructural areas, the
degree of compaction can be reduced to 90 percent.
4.3 Surcharge
Following site grading to establish the desired building floor elevation, we recommend surcharging the new
building area north of the existing warehouse structure to limit building and floor slab settlements to tolerable
levels. For this procedure, we recommend placing a minimum of four feet of surcharge fill in the building area
above the design floor elevation and delaying building construction until primary settlement under this surcharge
fill load has occurred. The surcharge fill should extend a minimum of two feet beyond the outside edge of the
perimeter building footings. The surcharge fill does not need to meet any special requirements other than having
a minimum in place unit weight of 120 pounds per cubic foot (pcf). However, it may be advisable to use a good
quality fill that can be used to raise grades in other portions of the site, such as parking and driveway areas, if
necessary.
Page No. 8
September 26, 2017
Project No. T-7716
We estimate that total settlement under the surcharge fill will be in the range of one to three inches. It is
estimated that 90 percent of the consolidation settlement will occur in about four to six weeks following full
application of the surcharge. It is possible that soils below portions of the existing floor slab adjacent to the edge
of the surcharge will also experience some settlement during this period. However, the improvements planned for
the structure after the surcharging phase is complete will restore floor slab serviceability.
To verify the amount of settlement and the time rate of movement, the surcharge program must be monitored by
installing settlement markers. The settlement markers should be installed on the existing grade prior to placing
any building or surcharge fills. Once installed, elevations of both the fill height and marker should be taken twice
weekly until the full height of the surcharge is in place. Once fully surcharged, readings should continue weekly
until the anticipated settlements have occurred. A typical settlement marker detail is provided as Figure 3.
It is critical that the grading contractor recognize the importance of the settlement marker installations. All efforts
must be made to protect the markers from damage during fill placement. 1t is difficult, if not impossible, to
evaluate the progress of the surcharge program if the markers are damaged or destroyed by construction
equipment. As a result, it may be necessary to install new markers and extend the surcharging time period in
order to ensure that settlements have ceased and building construction can begin.
Following the successful completion of the surcharge program, with foundations designed as recommended in
Section 4.5 of this report, you should expect maximum total and differential post -construction settlements of one-
half inch for perimeter foundations and one -inch for interior columns.
4.4 Excavations
All excavations at the site associated with confined spaces, such as utility trenches, must be completed in
accordance with local, state, and federal requirements. Based on regulations outlined in the Washington
Industrial Safety and Health Act (WISHA), the native alluvial soils would be classified as Type C soils,
competent unweathered to slightly weathered sandstone bedrock would be classified as stable rock.
Accordingly, temporary excavations less than 20 feet in depth in Type C soils should have their slopes laid back
at an inclination of 1.5:1 (Horizontal:Vertical) or flatter, from the toe to the crest of the slope. Depending on the
degree of fracturing temporary excavations in stable rock may be able to be excavated vertically for a portion of
the excavation depth. All exposed slope faces should be covered with a durable reinforced plastic membrane
during construction to prevent slope raveling and rutting during periods of precipitation.
Groundwater should be anticipated within excavations that extend greater than eight to ten feet below current site
grades. For shallow excavations less than a few feet below the water table conventional sump pumping
procedures and a system of collection trenches, if necessary, should be capable of maintaining a relatively dry
excavation for construction purposes. If the excavations extend deeper than ten feet along the north end of the
site, particularly during the winter months, it is likely that the excavation will require dewatering by well points.
The utility subcontractor should be prepared to implement excavation dewatering as needed.
Page No. 9
September 26, 2017
Project No. T-7716
The above information is provided solely for the benefit of the owner and other design consultants, and should not
be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that
job site safety is the sole responsibility of the project contractor.
4.5 Foundation Support
The building may be supported on conventional spread footing foundations bearing on a minimum of two feet of
granular structural fill. Foundation subgrade should be prepared as recommended in Section 4.2 of this report.
Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior
grades. Interior foundations can be constructed at any convenient depth below the floor slab provided that
immediate support is obtained on a minimum of two feet of structural fill.
Foundations supported by structural fill can be dimensioned for a net allowable bearing capacity of 2,500 pounds
per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable
capacity can be used. With structural loading as anticipated, this bearing stress applied, and successful
completion of the surcharge program, estimated total and differential settlements are expected to be one -inch.
For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth
pressures acting on the side of the footing and buried portion of the foundation stem wall can also be considered.
We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pcf. We recommend not
including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by
future grading activity. This value assumes the foundation will be constructed neat against competent native soil
or backfilled with structural fill as described in Section 5.2 of this report. The values recommended include a
safety factor of 1.5.
4.6 Floor Slab -on -Grade
Slab -on -grade floors may be supported by the existing floor slab or on subgrade prepared as recommended in
Section 5.2 of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary
break layer composed of clean, coarse sand or fine gravel that has less than three percent passing the No. 200
sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil
and subsequent wetting of the floor slab. In the areas where the new floor slab will be poured directly over the
existing slab installing the layer of capillary break material will not be required.
The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission.
Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a
durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or
fine gravel to protect it from damage during construction, and to aid in uniform curing of the concrete slab. It
should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it
will not be effective in assisting uniform curing of the slab and can actually serve as a water supply for moisture
bleeding through the slab, potentially affecting floor coverings. Therefore, in our opinion, covering the
membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter
months and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the
2003 American Concrete Institute (ACI) Manual of Concrete Practice, Part 2, 302.1R-96, for further information
regarding vapor barrier installation below slab -on -grade floors.
Page No. 10
September 26, 2017
Project No. T-7716
For design of the industrial slab -on -grade floor with a stable subgrade comprised of compacted structural fill
consisting of native soils and a four -inch compacted layer of granular capillary break material, a subgrade
modulus (k,) of 150 pounds per square inch/inch of deflection can be used.
4.7 Lateral Earth Pressure for Wall Design
The magnitude of earth pressure development on engineered retaining walls will partly depend on the quality of
the wall backfill. We recommend placing and compacting wall backfill as structural fill as described in Section
4.2 of this report. To prevent overstressing the walls during backfilling, heavy construction machinery should not
be operated within five feet of the wall. Wall backfill in this zone should be compacted with hand -operated
equipment. To guard against hydrostatic pressure development, wall drainage must also be installed. A typical
recommended wall drainage detail is shown on Figure 4.
With wall backfill placed and compacted as recommended, and drainage properly installed, we recommend
designing unrestrained walls for an active earth pressure equivalent to a fluid weighing 35 pounds per cubic foot
(pcf). For restrained walls, an additional uniform load of 100 psf should be added to the 35 pcf. To account for
typical traffic surcharge loading, the walls can be designed for an additional imaginary height of two feet (two -
foot soil surcharge). For evaluation of wall performance under seismic loading, a uniform pressure equivalent to
8H psf, where H is the height of the below -grade portion of the wall should be applied in addition to the static
lateral earth pressure. These values assume a horizontal backfill condition and that no other surcharge loading,
sloping embankments, or adjacent buildings will act on the wall. If such conditions exist, then the imposed
loading must be included in the wall design. Friction at the base of foundations and passive earth pressure will
provide resistance to these lateral loads. Values for these parameters are provided in Section 4.5 of this report.
4.8 Infiltration
The native interbedded alluvial soils observed at the site characteristically exhibit low permeability due to their
high fines content (material passing the #200 sieve) and would not be a suitable receptor soil for discharge of
development stormwater using infiltration/retention facilities. This combined with the presence fill material and a
shallow groundwater table would preclude the ability of the site soils to infiltrate development stormwater.
Conventional stormwater detention with controlled release to the drainage basin must be used to manage
development stormwater.
4.9 Drainaae
Surface
Final exterior grades should promote free and positive drainage away from the site at all times. Water must not be
allowed to pond or collect adjacent to foundations or within the immediate building areas. We recommend
providing a positive drainage gradient away from the building perimeter. If this gradient cannot be provided,
surface water should be collected adjacent to the structures and disposed to appropriate storm facilities.
Page No. 11
September 26, 2017
Project No. T-7716
Subsurface
In our opinion, installation of footing drains need only be considered where landscaping will occur adjacent the
building perimeters. Footing drains would not be required where paved surfaces extend up to the exterior face of
building walls. The drains can consist of four -inch diameter perforated PVC pipe that is enveloped in washed pea
gravel -sized drainage aggregate. The aggregate should extend six inches above and to the sides of the pipe. Roof
and foundation drains should be tightlined separately to the storm drains. All drains should be provided with
cleanouts at easily accessible locations.
4.10 Utilities
Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) or
the local jurisdiction's specifications. As a minimum, trench backfill should be placed and compacted as
structural fill, as described in Section 4.2 of this report. As noted, most native soils excavated on the site should
be suitable for use as backfill material during dry weather conditions. However, if utility construction takes place
during the wet winter months, it will likely be necessary to import suitable wet weather fill for utility trench
backfilling.
Excavations into the native soils below the groundwater table may expose soft soils that will be unstable and
would not provide suitable support for the utility pipes when backfilled. When soft unstable soils are exposed, the
utility contractor should be prepared to overexcavate and remove the soils and replace them with crushed rock or
bedding aggregate to establish a stable pipe foundation. Given conditions indicated by the test borings, we would
not expect overexcavation and replacement of soils for establishing stable pipe foundations would exceed two
feet.
4.11 Pavement
Pavements should be constructed on subgrade prepared as described in Section 4.2 of this report. Regardless of
the degree of relative compaction achieved, the subgrade must be firm and relatively unyielding before paving.
Proofrolling the subgrade with heavy construction equipment should be completed to verify this condition.
The pavement design section is dependent upon the supporting capability of the subgrade soils and the traffic
conditions to which it will be subjected. We expect traffic at the facility will consist of cars and light trucks,
along with occasional heavy traffic in the form of tractor -trailer rigs. For design considerations, we have assumed
traffic in parking and in car/light truck access pavement areas can be represented by an 18 -kip Equivalent Single
Axle Loading (ESAL) of 50,000 over a 20 -year design life. For heavy traffic pavement areas, we have assumed
an ESAL of 300,000 would be representative of the expected loading.
With a stable subgrade prepared as recommended, we recommend the following pavement sections:
Light Traffic and Parking:
• Two inches of hot mix asphalt (HMA) over four inches of crushed surfacing base course (CSBC)
• 3 '/2 inches of full depth 11MA
Page No. 12
September 26, 2017
Project No. T-7716
Heavy Traffic:
• Three inches of HMA over six inches of CSBC
• Five inches of full depth HMA
The paving materials used should conform to the current Washington State Department of Transportation
(WSDOT) specifications for %-inch HMA and CSBC surfacing.
Soil cement stabilization or construction of a soil cement base for support of the pavement section can also be
considered as an alternative to the above conventional pavement sections. Assuming a properly constructed soil
cement base having a minimum thickness of 12 inches and a minimum 7 -day compressive strength of 100 pounds
per square inch (psi), a minimum HMA pavement thickness of 3 inches would be required for the heavy traffic
areas. The design of the soil cement base should be completed using samples of the subgrade exposed at the time
of construction.
Long-term pavement performance will depend on surface drainage. A poorly -drained pavement section will be
subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their
supporting capability. For optimum performance, we recommend surface drainage gradients of at least two
percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over
time. Regular maintenance should be planned to seal cracks when they occur.
5.0 ADDITIONAL SERVICES
Terra Associates, Inc. should review the final design drawings and specifications in order to verify that earthwork
and foundation recommendations have been properly interpreted and implemented in project design. We should
also provide geotechnical service during construction to observe compliance with our design concepts,
specifications, and recommendations. This will allow for design changes if subsurface conditions differ from
those anticipated prior to the start of construction.
6.0 LIMITATIONS
We prepared this report in accordance with generally accepted geotechnical engineering practices. No other
warranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc. and is
intended for specific application to the 605 Monster Road SW project. This report is for the exclusive use of DCT
Industrial and its authorized representatives.
The analyses and recommendations present in this report are based on data obtained from the subsurface
explorations completed on-site. Variations in soil conditions can occur, the nature and extent of which may not
become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to
reevaluate the recommendations in this report prior to proceeding with construction.
Page No. 13
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REFERENCE: https://www.bing.com/maps ACCESSED 9/22/17
Terra VICINITY MAP
Associates IC. 605 MONSTER RD SW
RENTON, WASHINGTON
Consultants in Geotechnical
Associates,
Geology and
Environmental Earth Sciences Proj.No. T-7716 Date:SEPT 2017 Figure 1
Nutt: Lr-UtNU:
THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND
DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR
REFERENCE ONLY AND SHOULD NOT BE USED FOR
DESIGN OR CONSTRUCTION PURPOSES.
REFERENCE:SITE PLAN PROVIDED BY https://www.bing.com/maps.
Terra
Associates Consultants Geotechnical gnInc.
gineering
Geology and
Environmental Earth Sciences
APPROXIMATE BORING LOCATION
0 100 200
APPROXIMATE SCALE IN FEET
EXPLORATION LOCATION PLAN
605 MONSTER RD SW
RENTON, WASHINGTON
Proj.No. T-7716 jDate:SEPT 20171 Figure 2
NOT TO SCALE
NOTES:
1. BASE CONSISTS OF 3/4" THICK, 2'x2' PLYWOOD WITH CENTER DRILLED 5/8" DIAMETER HOLE.
2. BEDDING MATERIAL, IF REQUIRED, SHOULD CONSIST OF CLEAN COARSE SAND.
3. MARKER ROD IS 1/2" DIAMETER STEEL ROD THREADED AT BOTH ENDS.
4. MARKER ROD IS ATTACHED TO BASE BY NUT AND WASHER ON EACH SIDE OF BASE.
5. PROTECTIVE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2" DIAMETER
PLASTIC TUBING. SLEEVE IS NOT ATTACHED TO ROD OR BASE.
6. ADDITIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPLINGS.
7. ADDITIONAL SECTIONS OF PLASTIC PROTECTIVE SLEEVE CAN BE CONNECTED WITH PRESS-FIT
PLASTIC COUPLINGS.
8. STEEL MARKER ROD SHOULD EXTEND AT LEAST 6" ABOVE TOP OF PLASTIC PROTECTIVE SLEEVE.
9. PLASTIC PROTECTIVE SLEEVE SHOULD EXTEND AT LEAST 1" ABOVE TOP OF FILL SURFACE.
Terra SETTLEMENT MARKER DETAIL
go
605 MONSTER RD SW
Associates Inc. RENTON, WASHINGTON
Consultants in Geotechnical 9ngineering
Geology and Pro No. T-7716 Date:SEPT 2017 Fi ure 3
Environmental Earth Sciences �• 9
12" MINIMUM 3/4"
MINUS WASHED
GRAVEL SLOPE TO DRAIN
4" DIAMETER PERFORATED PVC PIPE
NOT TO SCALE
NOTE:
D SLOPE
,RT TEXT
JPRIATE
)NS)
MIRADRAIN G100N PREFABRICATED DRAINAGE PANELS OR SIMILAR
PRODUCT CAN BE SUBSTITUTED FOR THE 12 -INCH WIDE GRAVEL
DRAIN BEHIND WALL. DRAINAGE PANELS SHOULD EXTEND A MINIMUM
OF SIX INCHES INTO 12 -INCH THICK DRAINAGE GRAVEL LAYER
OVER PERFORATED DRAIN PIPE.
Terra TYPICAL WALL DRAINAGE DETAIL
Associates IC. 605 MONSTER RD SW
RENTON, WASHINGTON
Consultants in Geotechnical
Associates,
Geology and
Environmental Earth Sciences Proj.No. T-7716 iDate:SEPT 2017 Figure 4
APPENDIX A
FIELD EXPLORATION AND LABORATORY TESTING
605 Monster Road SW
Renton, Washington
On August 29, 31, and September 1, 2017, we completed our site exploration by observing soil conditions at 10
test borings drilled to depths of 7.5 to 31.5 feet. Test boring locations were determined in the field by
measurements from existing site features. The approximate location of the test borings is shown on the attached
Exploration Location Plan, Figure 2. Test Boring Logs are attached as Figures A-2 through A-11.
A geotechnical engineer from our office conducted the field exploration. During drilling, soil samples were
obtained in general accordance with ASTM Test Designation D-1586. Using this procedure, a 2 -inch (outside
diameter) split barrel sampler is driven into the ground 18 inches using a 140 -pound hammer free falling a height
of 30 inches. The number of blows required to drive the sampler 12 inches after an initial 6 -inch set is referred to
as the Standard Penetration Resistance value or N value. This is an index related to the consistency of cohesive
soils and relative density of cohesionless materials. N values obtained for each sampling interval are recorded on
the Boring Logs, Figures A-2 through A-11. All soil samples were visually classified in accordance with the
Unified Soil Classification System (USCS) described on Figure A-1.
Soil samples obtained from test borings were placed in closed containers and taken to our laboratory for further
examination and testing. The moisture content of each sample was measured and is reported on the individual
Test Boring Logs. Grain size analysis and Atterberg Limit testing was performed on selected samples. The
results of the grain size analyses are shown on Figure A-12, the results of the Atterberg Limit tests are shown on
the individual boring logs.
Project No. T-7716
MAJOR DIVISIONS
LETTER
TYPICAL DESCRIPTION
SYMBOL
Clean
GW
Well -graded gravels, gravel -sand mixtures, little or no fines.
Gravels (less
GRAVELS
than 5%
J
o)
More than 50%
fines)
GP
Poorly -graded gravels, gravel -sand mixtures, little or no fines.
0
co N
of coarse fraction
CO)
m �'
is larger than No.
GM
Silty gravels, gravel -sand -silt mixtures, non -plastic fines.
a`) >
4 sieve
Gravels with
GC
Clayey ravels, ravel -sand -cls mixtures, plastic fines.
YY9 9 Y
Z m •)
Eo
fines
N
O
�
Clean Sands
SW
Well -graded sands, sands with gravel, little or no fines.
Lu U)
o
m Z
SANDS
(less than
W
- t
More than 50%
5% fines)
SP
Poorly -graded sands, sands with gravel, little or no fines.
O
2 ~'
of coarse fraction
SM
Silty sands, sand -silt mixtures, non -plastic fines.
U 2
is smaller than
No. 4 sieve
Sands with
SC
Clayey sands, sand -clay mixtures, plastic fines.
fines
°9
ML
Inorganic silts, rock flour, clayey silts with slight plasticity.
M m
� .�
SILTS AND
CLAYS
CL
Inorganic clays of low to medium plasticity. (Lean clay)
0
m
Liquid Limit is less than 50%
D
m 'En
OL
Organic silts and organic clays of low plasticity.
W
Eo
z
- N
CS)
C o
MH
Inorganic silts, elastic.
O
z
SILTS AND
CLAYS
W
z
--
Liquid Limit is rester than 50%
q 9
CH
Inorganic clays of high plasticity. (Fat clay)
ILL
�.
o
OH
Organic clays of high plasticity.
HIGHLY ORGANIC SOILS
PT
Peat.
DEFINITION OF TERMS AND SYMBOLS
Standard Penetration
T 2" OUTSIDE DIAMETER SPILT SPOON SAMPLER
W
Densi Resistance in Blows/Foot
1
z
2.4" INSIDE DIAMETER RING SAMPLER OR
O
Very Loose
0-4
SHELBY TUBE SAMPLER
as
Loose
4-10
2
Medium Dense
10-30
i WATER LEVEL (Date)
O
Dense
30-50
V
Very Dense
>50
Tr TORVANE READINGS, tsf
Pp PENETROMETER READING, tsf
Standard Penetration
Resistance in Blows/Foot
WConsistancy
�
DD DRY DENSITY, pounds per cubic foot
U)
Very Soft
=
Soft
2-4
LL LIQUID LIMIT, percent
O
Medium Stiff
4-8
V
Stiff
8-16
PI PLASTIC INDEX
Very Stiff
16-32
Hard
>32
N STANDARD PENETRATION, blows per foot
Terra
UNIFIED SOIL CLASSIFICATION SYSTEM
• • Associates
Inc.
605 MONSTER RD SW
RENTON, WASHINGTON
Consultants in Geotechnical
9ngineering
Geology and
Environmental Earth Sciences
Pro No. T-7716
�•9
jDate:SEPT 2017
Fi ure A-1
LOG OF BORING NO. B-1
Figure No. A-2
Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/31/2017
Client: DCT Industrial Driller: Boretec Logged By: AJD
Location: Renton, Washington Depth to Groundwater. 12.5 Feet Approx. Elev: N/A
m
Consistency/ SPT (N) Moisture
m Soil Description Relative Density Blows/foot Content (%)
t a
CL E
o in 10 30 50
0
5----------------------------------------------
10
=
15—M•
(7 -inch thick CONCRETE SLAB over 2 inches of 1 1/4"
CRUSHED ROCK
FILL: Brown silty GRAVEL with sand, fine to coarse grained
sand, coarse gravel, moist. (GM)
Red -brown silty clayey SAND to sandy clayey SILT, fine
grained, trace sand partings inclined at approximately 50
degrees, moist. (SM/MH)
----------------------------------------------
Gray silty SAND to silty SAND with gravel, fine to medium
grained sand, fine to coarse gravel, moist. (SM)
Gray sandy SILT, fine to medium grained, moist to wet,
interbedded with silty sand layers, scattered gravel. (ML)
Very Dense
'
68
19
21
8
7
12
6,2
17.1
19.4
16.0
18.6
13.9
Medium Dense
Loose
Medium Stiff
Stiff
------------------------------------
Gray silty SAND, fine grained, moist, varved in places with
20 steeply inclined bedding planes, frequent mica inclusions,
bedded with frequent silt layers below 30 feet.
(SM) (Residual Soil)
25-4=4 I Medium Dense
30
35
Boring terminated at 31.5 feet.
Wet soils observed at 12.5 feet.
17.9
12
21.0
21
• 18.0
17
- Terra
NOTE: This borehole log has been prepared for geotechnical purposes. This information
pertains only to this boring location and should not be interpeted as being indicative of Associates Inc.
other areas of the site
Consultants in Geotechnical engineering
Geology and
` Environmental Earth Sciences
LOG OF BORING NO. B-2 Figure No. A-3
Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 9/1/2017
Client: DCT Industrial Driller: Boretec Logged By: AJD
Location: Renton, Washington Depth to Groundwater, N/A Approx. Elev: N/A
To
Z
a) (
SPT Consistency/ N) Moisture
_c Y
m Soil Description t n.
P Relative Density Blows/foot Content (%)
CL E
o ai 10 30 50
0
10
15
(7 -inch thick CONCRETE SLAB over 3 inches of 1 1/4"
CRUSHED ROCK)
FILL: Brown, tan, and gray silty SAND with gravel, SILT with
sand and SANDSTONE gravel, fine to coarse grained sand, fine
to coarse gravel, moist. (SM/MUGP)
---------------------------------------------
Dark gray completely weathered SANDSTONE grading to tan
highly weathered SANDSTONE, fine grained, moist, Dames and
Moore sampler used.
No samples returned below 7 feet, cuttings appear to be fresh
gray SANDSTONE.
Boring terminated at 9.5 feet upon refusal.
No groundwater observed during drilling.
Medium Dense
Dense
Very Dense
18 9.8
35 15.2
50/0"
50/0"
- Terra
NOTE: This borehole log has been prepared for geotechnical purposes. This information I+
pertains only to this boring location and should not be interpeted as being indicative of • . • . Associates Inc.
other areas of the site Consultants in Geotechnical Engineering
Geology and
Environmental Earth Sciences
LOG OF BORING NO. B-3 Figure No. A-4
Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 9/1/2017
Client: OCT Industrial Driller: Boretec Logged By: AJD
Location: Renton, Washington Depth to Groundwater. N/A Approx. Elev: N/A
m
Consistency/
SPT (N)
Moisture
d
Soil Description
Relative Density
Blows/foot
Content (%)
r
CL
a
E
o`rn°
10 30 50
0
(8.5 -inch thick CONCRETE SLAB over 4 inches of 1 1/4"
CRUSHED ROCK)
FILL: Green -gray silty SAND with gravel, fine to coarse grained
sand, fine to coarse gravel, moist. (SM)
8.7
50/6"
Very Dense
Gray highly weathered SANDSTONE, fine to medium grained,
5
moist, trace iron staining present.
10.6
50/6"
No sample returned, cuttings appear to be fresh gray
SANDSTONE.
50/0"
Boring terminated at 7.5 feet upon refusal.
No groundwater observed during drilling.
0.8
10
Terra
NOTE: This borehole log has been prepared for geotechnical purposes. This information
pertains only to this boring location and should not be interpeted as being Indicative of
• Associates Inc.
other areas of the site
Consultants in Geotechnical engineering
Geology and
Environmental Earth Sciences
LOG OF BORING NO. B-4 Figure No. A-5
Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/31/2017
Client: DCT Industrial Driller: Boretec Logged By: AJD
Location: Renton, Washinstton Depth to Groundwater. 20 Feet Approx. Elev: N/A
t
n
o
m
Z
a�
a
E
rn
Soil Description
Consistency/
Relative Density
SPT (N)
Blows/foot
10 30 50
Moisture
Content (%)
0
(9 -inch thick CONCRETE SLAB over 3 inches of 1 1/4"
CRUSHED ROCK)
FILL: Green, gray, and gray -black silty SAND to silty SAND with
Medium Dense
•
23
12.4
5
gravel, fine to coarse grained sand, fine to coarse gravel, moist,
`trace fine asphalt pieces. (SM) 1
--------------------------------------------
10
20.5
Red -brown silty SAND interbedded with sandy clayey SILT, fine
r to medium grained, moist, trace fine coal fragments, mottled.
(SM/MH)
;
•
32
16.3
Dense to Very
10
-------------------------------- -------------
Brown and gray SILT with sand and gravel, fine to medium
Dense
50/2"
20.6
grained sand, coarse gravel, moist. (ML)
i
-
, -Dames and Moore sampler used at 7.5 feet.
�---------------------------------------------J
•
22
13.8
Medium Dense
15
Light gray to gray sandy SILT bedded with silty SAND, fine
grained, moist with scattered water bearing sandy layers, varved
along horizontal planes. (MUSM) (Residual Soil)
•
46
14.9
Dense
Medium Dense
20
•
28
19.7
25
20.2
Dense31
30
- No sample returned.
50/2"
Very Dense
Boring terminated at 30 feet.
Wet soils observed at 12.5 feet.
35
Terra
NOTE: This borehole log has been prepared for geotechnical purposes. This information
pertains only to this boring location and should not be interpeted as being indicative of
Associates Inc.
goConsultants
other areas of the site
in Geotechnical Engineering
Geology and
Environmental Earth Sciences
LOG OF BORING NO. B-5 Figure No. A-6
Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/31/2017
Client: DCT Industrial Driller: Boretec Logged By: AJD
Location: Renton, Washington Depth to Groundwater. 115 Feet Approx. Elev: N/A
.c
a
o
m
2
a�
a
E
in
Soil Description
Consistency/
Relative Density
SPT (N)
Blows/foot
10 30 50
Moisture
Content (%)
0
(6 -inch thick CONCRETE SLAB over 4 inches of 1 1/4"
CRUSHED ROCK)
FILL: Brown silty GRAVEL with sand, fine to coarse grained
Medium Dense
,
18
6.0
5
sand, fine to coarse gravel, moist. (GM)
-----------------------------------------
Red -brown, brown, and dark gray silty clayey SAND bedded
•
14
13.7
18.8
Stiff
with silty sandy CLAY and silty CLAY, fine grained, moist to wet,
trace fine gravel, trace fine roots, scattered mottling, varved in21.4
places. (SC/CL)
•
6
Medium Stiff
Soft
10
-Strong estery odor present in 12.5 -foot sample.
•
3
32.9
_
21.7
19
15
Very Stiff
22
27.6
20
'
32
22.0
Hard
Brown silty GRAVEL with sand, fine to coarse grained sand, fine
25
to coarse gravel, wet. (GM)
35
13.9
Dense
-----------------------------------------------
Light gray silty SAND, fine grained, moist, varved in places.
30
(SM) (Residual Soil)
•
33
16.4
Boring terminated at 31.5 feet.
Wet soils observed at 12.5 feet.
35
Terra
NOTE: This borehole log has been prepared for geotechnical purposes. This information
pertains only to this boring location and should not be interpeted as being indicative ofAssociates
other areas of the site
Inc.
9,• Consultants in Geotechnical ;ngineering
Geology and
Environmental Earth Sciences
LOG OF BORING NO. B-6 Figure No. A-7
Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/312017
Client: DCT Industrial Driller: Boretec Logged By: AJD
Location: Renton, Washington Depth to Groundwater: 20 Feet Approx. Elev: N/A
_Consistency/
t
CL
Q
To
a�
a
E
co
Soil Description
Relative Density
SPT (N)
Blows/foot
10 30 50
Moisture
Content (%)
0
(4 -inch thick CONCRETE SLAB over 4 inches of 1 1/4"
CRUSHED ROCK)
FILL: Gray and brown silty GRAVEL with sand, fine to coarse
Medium Dense
•
26
7.2
5
grained sand, fine to coarse gravel, moist. (GM)
---------------------------------------------
Red -brown grading to gray -brown sandy silty CLAY bedded with
4
18.9
silty CLAY, fine grained, moist to wet, scattered clayey sand
layers, mottled. (CL)'
Soft
4
27.8
10
-7.5-foot sample: LL=35, PL=23, PI=12
---------------------------------------------J
Gray and brown SILT, moist, mottled. (ML)
11
34.5
-Dames and Moore sampler used.•
Gray -brown CLAY interbedded with clayey SAND, moist, trace -
Stiff
12
21.2
15
fine gravel, trace coal and fine organics, few sand partings
present. (CUSC)
•
8
30.6
----------------------------------------------
Gray SAND with silt, fine to medium grained, wet,
�3120
with occasional silt layers. (SM)
•
17
17.2
Medium Dense
25
•
27
18.7
30
----------------------------------------------
Gray silty GRAVEL with sand, fine to medium grained sand,
coarse gravel, wet. (GM)
50/6"
9 8
Very Dense
Boring terminated at 30.75 feet.
Wet soils observed at 20 feet and 30 feet.
35
Terra
NOTE: This borehole log has been prepared for geotechnical purposes. This information
pertains only to this boring location and should not be interpeted as being indicative of
other areas of the site
Associates Inc.
• Consultants in Geotechnical engineering
Geok)gy and
Environmental Earth Sciences
LOG OF BORING NO. B-7
Figure No. A-8
Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/29/2017
Client: DCT Industrial Driller: Boretec Logged By: AJD
Location: Renton, Washington Depth to Groundwater: 20 Feet Approx. Elev: N/A
m
Z
Consistency/ SPT (N) Moisture
d Soil Description Relative Density Blows/foot Content (%)
t a
a E
o 10 30 50
0
5
10—IGray
15
:20
25
30
(6 -inch thick CONCRETE SLAB over 4 inches of 1 1/4"
CRUSHED ROCK)
FILL: Red -brown, gray, tan, silty clayey SAND to sandy clayey
SILT, fine to medium grained sand, moist, scattered coal
%fragments. (SM/MH)32.1
11
--------------------------------------------
Gray and brown clay interbedded with silty clayey sand, moist,
traces of coal below 7.5 feet. (CUSM) (Residual Soil)
and brown SANDSTONE, fine grained, moderately to
highly weathered, moist.
----------------------------------------------
Gray -brown SILTSTONE, moderately weathered, moist, 1/2"
thick coal seam observed.
---------------------------------
COAL bedded with gray -brown sandstone, coal layers are
fractured and water -bearing.
Brown -tan -gray CLAYSTONE, highly weathered, moist, traces
of coal.
COAL, fractured, wet.
Stiff
•
•
•
•
•
50/6"
8
14
35
36
21
22
12
50/6"
16.0
23.0
11.4
11.4
15.7
33.0
32.8
28.1
Dense
Medium Dense
Very Dense
Boring terminated at 31 feet.
Wet soils observed at 20 feet and 30 feet.
35
Terra
NOTE: This borehole log has been prepared for geotechnical purposes. This information /+
pertains only to this boring location and should not be interpeted as being indicative of Associates Inc.
other areas of the site • • • Consultants in Geotechnical Engineering
Geology and
Environmental Earth Sciences
LOG OF BORING NO. B-8
Figure No. A-9
Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/29/2017
Client: DCT Industrial Driller: Boretec Logged By: AJD
Location: Renton, Washinaton Depth to Groundwater:12.5 Feet Approx. Elev: N/A
m
Z
Consistency/ SPT (N) Moisture
a� Soil Description t a P Relative Density Blows/foot Content (%)
CL E
o rn 10 30 50
(3.5 inches of ASPHALT)
FILL: Green, brown, gray, and white silty sand, scattered gravel, Medium Dense 16.7
fine to medium grained sand, fine gravel, moist, mottled. (SM) 11
5 • 17.6
Loose 4
-----------------------------------------------
Brown, gray, and tan silty clayey SAND, scattered gravel, fine to 20.5
medium grained, fine gravel, moist, varved. (SM) 12
10 • 14.8
Medium Dense 25
Red -brown silty clayey SAND to silty clayey SAND with gravel, 21 19.6
fine to medium grained sand, fine to coarse gravel, moist with
water -bearing sandy layers, occasionally interbedded with sandy
15 silt layers, mottled. (SM) 54 17.0
20
IW..l
30
35
-----------------
Gray SANDSTONE, fine grained, moist, moderately weathered.
Very Dense
---------------------------------------------
Gray SANDSTONE, fine grained, moist, slightly weathered.
Boring terminated at 31.5 feet.
Wet soils observed at 12.5 feet.
50/3" 9.1
50/5" 9.4
13.6
64
Terra
NOTE: This borehole log has been prepared for geotechnical purposes. This information
pertains only to this boring location and should not be inlerpeted as being indicative of Associates Inc
■
other areas of the site
• � '� � . Consultants In Geotechnical Engineering
Geology and
Environmental Earth Sciences
LOG OF BORING NO. B-9 Figure No. A-10
Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/29/2017
Client: DCT Industrial Driller: Boretec Logged By: AJD
Location: Renton, Washington Depth to Groundwater: 7.5 Feet Approx. Elev: N/A
m
Z
Consistency/ SPT (N) Moisture
m Soil Description P Relative Density Blows/foot Content (%)
CL E
o rn 10 30 50
5
10
15
20
(4 inches of ASPHALT)
FILL: Red -brown clayey sand, fine to medium grained, moist,
trace coal fragments, occasional thin clay with sand layers.
(SC)
Loose
•
•
•
•
6
5
4
2
21
81
50/4"
17.6
17.6
29.3
27.5
18.4
19.0
19.4
Gray clayey SILT with sand grading to silty clayey SAND, trace
gravel, fine to medium grained sand, fine to coarse gravel, wet,
trace fine roots, mottled. (M USM)
Red -brown and gray SANDSTONE, fine to medium grained,
moist with water bearing fracture planes, higly to completely
weathered, fractured, interbedded occasionally with sandy clay
residual soil layers.
Soft
Medium Dense
1 25
35
Very Dense
Boring terminated at 30.5 feet.
Wet soils observed at 7.5 feet.
50/5" 1 16.3
50/5" 1 14.6
- Terra
NOTE: This borehole log has been prepared for geotechnical purposes. This information
pertains only to this boring location and should not be interpeted as being indicative of • Associates Inc.
other areas of the site
• Consultants in Geotechnical engineering
Geology and
Environmental Earth Sciences
LOG OF BORING NO. B-10 Figure No. A-11
Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/29/2017
Client: DCT Industrial Driller: Boretec Logged By: AJD
Location: Renton, Washington Depth to Groundwater: 7.5 Feet Approx. Elev: N/A
..
t
CL
o
m
2
�
m
a
E
in
Soil Description
Consistency/
Relative Density
SPT (N)
Blows/foot
10 30 50
Moisture
Content (%)
0
FILL: Brown and gray silty SAND, fine to medium grained, moist,
mottled. (SM)
Medium Dense
31.0
-----------------------------------------------
8
5-1
5
---------------------------------------------
Dark gray SILT interbedded with silty SAND, fine to medium
grained, moist grading to wet, trace roots and fine organic
.
5
35.8
inclusions observed. (MUSM)
Medium Stiff
-7.5-foot sample collected with a Shelby tube sampler.
10
-10-foot sample: LL=42, PL=28, PI=14
•
8
31.5
----------- ---------- ----------------------
Gray and brown CLAY, moist, occasionally interbedded with
clayey sand layers, mottled, occasional near vertical bedding
Stiff
9
24.6
15
plane present, frequent coal inclusions observed below 15 feet.
(CL) (Residual Soil)
•
7
24.0
Medium Stiff
Light gray silty SANDSTONE, fine grained, moist, occasional
20
horizontal bedding planes present, moderately to highly
weathered.
50/6"
15.5
Very Dense
25
50/6"
17.6
30
50/5'
12.2
Boring terminated at 30.5 feet.
Wet soils observed at 7.5 feet.
35
Terra
NOTE: This borehole log has been prepared for geotechnical purposes. This information
pertains only to this boring location and should not be interpeted as being indicative of
other areas of the site
Associates! Inc.
Consultants in Geotechnical Engineering
Geology and
Envinmmental Earth Sciences
Tested By: FQ
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Sand15Material
DescriptionProject
No. T-7716
i -t: DCT Industrial
Remarks:Project:
605 Monster Road SW
o Tested on 9-8-2017o
Location: Boring B-9
Depth: 10 feet Sample Number: 4Terra
Associates, Inc.Kirkland,
WA
Figure A-12
Tested By: FQ