HomeMy WebLinkAbout03696 - Technical Information Report--�--
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Starbucks
2920 NE 3rd Street, Renton, WA
Technical Information Report
May 28, 2013
Revised July 15, 2013
Revised August 9, 2013
Revised August 15, 2013
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The information contained in this report was prepared by and
under the direct supervision of the undersigned.
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Sara J. Martin, PE
Sterling Design Associates, LLC.
2009 W. Littleton Blvd
Suite 300
Littleton, CO 80120
jay M. Newell, PE
Wayne T. Sterling, RLA, LEED AP
2009 W.Littleton Blvd.#300
Littleton,CO 80120
303.794.4727
www.Sterli ngDesignAssoci atescom
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Starbucks
Technical Information Report
Table of Contents
1. PROJECT OVERVIEW......................................................................................................................1
2. CONDITIONS AND REQUIREMENTS SUMMARY ........................................................................2
3. OFFSITE ANALYSIS.........................................................................................................................3
4. FLOW CONTROL ND WATER QUALITY FACILITY ANALYSIS AND DES[GN.........................4
5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN......................................................................8
6. SPECIAL REPORTS...--------�................................"--........................----..................._................_..---•-•--�--g
7. OTHER PERMITS......................................•••••...........................................•••••••-•...................................8
8. CSWPPP ANALYS[S AND DESIGN..........................................................••-•••••...................................8
9. BOND QUANTITIES,FACILITY SUMMARIES, AND DECLARATION OF COVENANT.................9
]0. OPERATIONS AND MAINTENANCE MANUAL..............................................................................9
Tables
Table 1 -Affected Existing Areas....................................................................................................................4
Table 2-Affected Developed Areas...........................................................................................................................4
Table 3—Impervious Surface Comparison...........•••....................................................................................................�
Table4—Unmitigated Flow Rates..............................................................................................................................�
Figures
figures are located in the Figures Settion of chis reporc which folbws Section 7.
Figure 1 TIR Worksheet
Figure 2A Site Location Map
Figure 2B Downstream Flow Path
Figure 3A Existing Drainage Basins
Figure 3B Proposed Drainage Basins
Figure 4 Soils Map
Figure 5 Isopluvials of 2-Year Rain Fall -24-Hour Total Precipitation in Inches
Figure 6 Isopluvials of 10-Year Rain Fall-24-Hour Total Precipitation in Inches
Figure 7 Isopluvials of 100-Year Rain Fall -?4-Hour Total Precipitation in [nches
Figure 8 Proposed Oi1/Water Separator
Figure 9 Proposed Rain Garden
Figure 10 Conveyance Analysis
Appendices
Appendix A—Plans
Appendix B—Calculations
Appendix C—Special Report
1
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I . PROJECT OVERVIEW
The proposed project includes a new Starbucks cafe with a drive-thru at 2920 NE 3`d Street
in the City of Renton. The total parcel area is 21,408 sf(0.49 ac). The total on-site project
work area is approximately 17,843 sf(0.41 ac). The project entails the demolition of the
existing asphalt parking stalls along the west property line, construction of a new 1,912
square-foot building,patio, vehicle parking area, and pedestrian access routes. The project
will maintain the existing driveways on both NE 3`d Street and NE 4�' Street.
See Figure 1: TIR Worksheet and Figure 2A: Site Location Map.
Predeveloped conditions—The majority of the parcel will be affected by the
improvements for the project, except for the northwest corner. The project site is located
north of NE 3`d Street, south of NE 4t" Street, and west of an existing gas station and multi-
family residences. The project site is at a higher elevation than the surrounding areas to
the west and south; and the project area generally slopes from the northeast to the
southwest at varying slopes of approximately l% - 5%.
The site parcel is cunently undeveloped with the exception of a shared access driveway off
of NE 3�d Street and seven (7)parking stalls along the west property line. There is no '
formal drainage system on the site. The runoff from the site sheet flows across the grass to I,
the parking area west of the site, then through an underground pipe conveyance system to 'I
the public storm sewer in NE 3rd Street. There are several existing trees along the west il
side of the site, many of which will not be affected by the project. In some areas mature
trees will have to be removed to accommodate the site layout.
See Figure 3A: Existing Drainage Basins.
Developed conditions—The site is being developed with a cafe building, drive-thru, new
utilities, parking, and frontage improvements on NE 3rd Street. The shared access driveway
in the southwest corner will be retained. Various pedestrian and vehicular circulation
improvements are proposed along with the building construction.
The proposed drainage system will use an oiUwater separator to provide oil control of the '�I
stormwater. Flows will then be directed to a rain garden to provide enhanced basic water
qual'Ry treatment of stormwater. The rain garden will have an overflow, via catch basin
and tightlined pipe,that discharges to the existing catch basin in NE 4th Street. The
oiUwater separator has been designed in accordance with the current City of Renton Storm
Drainage Code, in accordance with the requirements of the 2009 King County Surface
Water Design Manual(KCSWDM), which was adopted in early 2010 by the City of
Renton, and the City of Renton Amendments to the 2009 KCSWDM. The rain garden has
been design in accordance��ith the 2012 Washington Department of Ecology (DOE)
Vb'estern Washington Hydrology Manual.
See Figure 3B: Proposed Drainage Basins and Figure 4: Soils.
Starbucks-3�d&Jefferson, Renton,WA TIR
Sterling Design Associates, LLC Page I August 15, 2013
2. CONDITIONS AND REQUIREMENTS
SUMMARY
A. CONDITIONS AND REQUIREMENTS SUMMARY
The proposed project includes the development of an area that includes 2,000 sf of new
and/or replaced impervious surface or 7,000 sf of land disturbing activity. Therefore a Full
Drainage Review is required, which includes Core Requirement #1-#8 and Special
Requirement #1-#5.
B. FRONTAGE IMPROVEMENTS
There will be no frontage improvements associated with this project.
C. DEVIATION FROM STANDARDS REQUESTS
None
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Sterling Design Ass«iates, LLC Page 2 August IS, 2013
3. OFFSITE ANALYSIS
A. DOWNSTREAM ANALYSIS AND MAP
A Level 1 Analysis, a qualitative survey of the downstream system leaving the project site,
has been completed for the project.
Drainage from the site is tributary to the public storm sewer system within NE 4�' Street,
whicli outfalls to the public storm sewer system within NE 3`d Street. This system flows
westerly, then south and eventually discharges to the Cedar River, south of the Maple
Valley Highway.
The piped public storm drain along the south side ofNE 3`d Street flows west for
approximately 3,800 If. The pipe then changes direction, flowing south for approximately
2,300 lf before discharging into the Cedar River.
Runoff fram the proposed development will be collected in a trench drain and a tightlined
system, and will be conveyed to onsite oil control and water quality facilities.
There are no apparent obstructions or limitations to the downstream system within '/4 mile
of the project site. There is not expected to be an adverse impact to the downstream system
as a result of the project, since the drainage system will be designed to meet the applicable
City of Renton drainage design requirements.
See Figure 2B: Downstream Flow Path.
B. UPSTREAM ANALYSIS AND MAP
The project site is located within the Lo��-er Cedar River basin; according to the survey and
a site visit, it appears off-site areas east of the site is tributary and upstream of the project
site. This grassy area will continue to sheet flow towards the west onto the project site.
G LEVEL 2 ANALYSIS
Level ? Analysis is not eYpected to be required for this site.
Starbucks-3�° &Jefferson, Renton,WA TIR
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4. FLOW CONTROL ND WATER QUALITY
FACILITY ANALYSIS AND DESIGN
A. EXISTING SITE HYDROLOGY
There are no existing detention systems that will be affected by the project development.
The flow control standard for the site is "Peak Rate Flow Control Standard", therefore the
undeveloped conditions were modeled as "existing conditions" in accordance with the
requirements of the 2009 KCSWDM and City Amendments. The following is a summary
of the existing conditions basin areas:
Table 1-Affected Existing Conditions Areas:
Surfaces sf acres
Pollution Generating Impervious 3,300 0.076
Pervious(grass) 14,543 0334
Total Area 17,843 0.410
See Figure 3A: Existing Drainage Basins.
B. DEVELOPED SITE HYDROLOGY
Stormwater runoff from the impervious surfaces, including the parking lot and sidewalks,
will sheet flow to a trench drain near the new entrance to the parking lot area. Runoff will
then be tightlined to and oiUwater separator and rain garden.
The following is a summary of the developed basin areas:
Table 2-Affected Developed Areas:
Surfaces sf acres
Pollution Generating Impervious 9,108 0.209
Non-Pollution Generating Impervious 3,170 0.073
TotalImpervious 12,278 0.282
Pervious 5,565 O.128
Total Area 17,843 0.410
See Figure 3B: Proposed Dra.inage Basins.
The site is considered to be a high-use site due to the Average Daily Trips (ADT)the
proposed project will produce. Therefore, oil control is required for this site. A coalescing
piate oiUwater separator provides oil control and a rain garden treats the stormwater runoff �,
from the 9,108 sf of on-site pollution generating impervious surface. No flow control is '
required for this site since there is an increase of less than 0.1-cfs from the existing to
developed conditions, peak 100-yr runoff rate.
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The runoffcollected in roof drains and from the footing drain will be tightlined to the on-
site storm sewer system after the oiUwater separator and rain garden. The point of
compliance for the stormwater analysis is the discharge point to the eYisting catch basin
north of the site within NE 4�'Street.
In the developed condition,there is a net increase of 8,978 SF of impervious surface on-
site from the existing condition. In the developed condition, there is a total of 9,108 SF of
pollution generating impervious surface (PGIS) area on-site.
Table 3-Impervious Surface Comparison:
Surfaces sf acres
Existing Conditions 3,300 0.076
Developed Conditions 12,278 0.282
Net Increase/Decrease 8,978 0.20b
C. PERFORMANCE STANDARDS
Based on the City of Renton's Flow Control Map, the project site is ��ithin the Peak Rate
Flow Control Standard,Existing Conditions. KCRTS stormwater modeling was used to
model both the existing and developed conditions. The areas shown above in Table ! ����,�
Table 2 were used in the KCRTS stormwater model. The modeling c ��::�� � � ::.,.� �
consistent with the 2009 KCSWDM and City of Renton Amendment�
The project adds more than 5,000 sf of pollution generating impervious surface, there i��r:_
vvater quality treatment will be required. The site is considered a commercial use site .
also classified as a hiah-use site.therefore oil control and Enhanced Basic Water Qua�
Treatment will be rec
Per KCSWDM Secti� _ _ , : - __ _ ,._ .� ._,. .. .. _ _, . ..., .,_...
convey and contain the 2�-year peak flow.
D. FLOW CONTROL SYSTEM
Table 4 provides a summary ofthe existing flow rates and the developed unmitigated flow
rates.
Table 4—Unmiti ated Flow Rates
Storm Event Eaisting Conditions Developed Conditions Net Change
unmi ' ated
2-year 0.024 0.080 +0.056
Storm Event cfs
10-year 0.043 0.096 +0.053
Storm Event cfs
100-year 0.095 0.160 +0.065
Storm Event cfs
Surbucks-3�d&Jefferson, Renton,WA TIR
Sterling Design Associates, LLC Page 5 August 15, 2013
No flow control is required for this site since there is an increase of less than 0.1-cfs from the
existing to developed conditions, peak 100-yr runoff rate. Although flow control is not
required for the site, the proposed rain garden, which will provide water quality treatment for
the stormwater,will provide some flow control.
KCRTS uses known precipitation quantities from 24-hour isopluvials. See Figures 5, 6 and 7:
Isopluvials
2-year,24-hour storm 2.(}0 in/24hr (stream bank protection)
10-year, 24-hour storm 2.90 in/24hr (runoffcontrol)
100-year,24hour storm 3.90 in/24hr (runoffcontrol&conveyance)
Note:these precipitation values are provided for the sizing ofthe conveyance system.
E. WATER QUALITY SYSTEM
The site is considered a high-use site,therefore oil control is required. Oil control is
provided via a coalescing plate oiUwater separator. The oiUwater separator was sized in
accordance with the requirements ofthe 2009 KCSWDM, the City of Renton
Amendments. The oiUwater separator was designed using a flow rate of 0.16 cfs (71.8
gpm). The Oldcastle Precast 660-CPS oiUwater separator Coalescing-105 gpm is being
proposed for oil control.
The site is considered a commercial use site and contaminant-generating disturbed areas
exceed 5,000 sf, therefore Enhanced Basic Water Quality is required.
Water quality treatment is provided for the 9,108 sf of pollution generating impervious
surface, on site with filtration through the bioretention soil mix in the rain garden. The rain
garden provides water quality treatment in accordance with the requirements of the 2009
KCSWDM, the City of Renton Amendments, and DOE Manual. The on-site rain garden is
designed to infiltrate a minimum of 91% of the runoff that is tributary to it through the
bioretention soil mix. The 91°/a infiltration is the City of Renton's requirement for
Enhanced Basic Water Quality treatment.
The rain garden is sized with 6-inches of open-water ponding above the bioretention soil;
there is 18 inches of bioretention soil mix in accordance with the requirements of the
W'DOE manual, Volume III, Appendix III-C, Item 7.7.L [n the WWHM stormwater
model for the rain garden, the pond depth is the depth of open water plus an allowance for
��ater held in the bioretention soil mix;the recommended approach to this per the DOE
Manual is to increase the ponding depth by an amount equal to the depth of the
bioretention soil mix multiplied by the void ratio, which is noted as 40% for the DOE- I
recommended bioretention soil mix. Thus, the proposed 18-inch layer of bioretention soil ,
mix at a void ratio of 40% equates to a ponding depth of 0.6 ft. The total affective pondin�,
depth entered in the stormwater model is 1.1 ft. An infiltration rate of 1.0 in/hr was uscd in 'i
the calculations for the bioretention soil mix, which is the minimum expected long-teri7i �
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S�erling Design Associates, LLC Page 6 August 15, 2013 j
int7Ltration rate tor the noted �il mix, per the� �'��DOE manual, Volume III, Appendi� I II-C,
Item 7.7.1 and is based upon the proposed soil material performance specification. The
native soil infiltration rate is 1.0 in/hr, per the Geotechnical Engineering report. The
bottom area of the rain garden shall be a minimum of 150 sf. In rare storm events it is
possible the rain gardens could overflow. Overflow is via a drain basin set at an elevation 6
inches above the top of the bioretention soil layer to insure that the area drains d� n�t �I����
and a channel is not created through the rain garden to the drain.
In accordance with the recommendations presented in the DOE manual and Chapter i.?.�
of the LID Manual,the WWHM model includes a riser height of 0.1 ft less than the
effective depth of the rain garden and a riser diameter of 10,000 inche� '�' . .'� . ' . _,
from the rain garden is connected to the on-site storm drainage system
The rain garden is designed to infiltrate a minimum of 91% of the runoff volume thro�
the bioretention soil mix, which is the DOE's minimum requirement for providing wat
quality treatment. Evapotranspiration—the loss of water in the soil by both evaporatic
and transpiration from the plants growing in the soil—will take up some of the storm��a«;.
In addition to infiltrating a minimum of 91%of the stormwater runoff, Section 3.3.7 of
Volume III of the DOE Manual requires all infiltration facilities that provide water quality
treatment to infiltrate the water yuality storm volume in 48-hours. The water quality storm
volume is defined as the 91 st percentile, 24-hour runoff volume, and it is obtained from the
WWHM stormwater model. We confirmed that each rain garden infiltrates the water
quality storm volume in under 48-hours (see drawdown time calculations in Appendi�c B).
See Appendix B for OiUWater and Rain Garden sizing calculations. See Figure 8:
Proposed OiUWater Separator and Figure 9: Proposed Rain Garden.
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Starbucks-3�d&Jefferson, Renton,WA TIR
Sterling Design Associates, LLC Page 7 August 15, 2013
5. CONVEYANCE SYSTEM ANALYSIS AND
DESIGN
See Figure 10: Conveyance Analysis
6. SPECIAL REPORTS
See Appendix C for the Geotechnical Engineering Report, dated 5/2/2013, prepared by
Terracon Consultants, Inc.
7. OTHER PERMITS
No other permits are required for this project.
8. CSWPPP ANALYSIS AND DESIGN
A. ESC PLAN ANALYSIS AND DESIGN
The project plans include a TESC design. The Construction SWPPP requirements defined
in The King County Pollution Prevention Manual will be addressed by the TESC Plan and
the associated TESC notes. The design will include the TESC measures to be utilized,
including the following:
• Construction Access Pads
• Perimeter Siltation Control Measures(silt fence,straw wattles,triangular silt dikes)
• Temporary Sediment Settling Facility — sediment settling facility sizing calculations
are included in Appendix B of this report. Commonly, the sediment settling facility is
sized by using the expected developed peak 2-year runoff rate to determine the
required surface area for the facility. The plans include temporary storage on site in
above-ground tank. The size of the tank was determined using the peak runoff rate of
0.08 cfs. The volume derived is based on the calculations in the KCPPM for a
sediment trap, which provides a surface area and depth; from this calculation we
determined a volume of approximately 2,800 gallons required. The TESC plans
include two tanks; a 600 gallon and 2,400 gallon stormwater storage tank;on opposite
sides of the site. Stormwater will be pumped to these locations and discharged to the
nearby stormwater system after settling. If larger storms occur, additional temporary
storage volume will be provided. See project TESC plan and details for add'rtional
information.
The implementation ofthe TESC plan and construction maintenance, replacement and
upgrading of the TESC facilities will be the responsibility of the contractor per the contract
documents. The TESC facilities will be constructed prior to and in conjunction with all
clearing and grading activity and in a manner in which sediment or sediment laden water
does not leave the project site, enter the drainage system, or violate applicable water
Starbucks-3`d&Jefferson, Renton,WA TIR ''
Sterling Design Associates, LLC Page 8 August 15, 2013
qualit}� standards. The TESC measures sho��n on the plan are considered the minimum
requirements for anticipated conditions. During construction the contractor shall be
responsible for upgrading these facilities as necessary.
B. SWPPS PLAN DESIGN
A SWPPP has not been provided for this project since it is less than 1 acre in size.
9. BOND QUANTITIES, FACILITY SUMMARIES,
AND DECLARATION OF COVENANT
Project is a private construction project, therefore Bond Quantities and a Declaration of
Covenant are not required.
10. OPERATIONS AND MAINTENANCE
MANUAL
Project is a private construction project, therefore an Operations and Maintenance Manual
is not required.
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Sterling Design Associates, LLC Page 9 August 15, 2013
Figures
Figure 1 TIR Worksheet
Fig�e 2A Site Location Map
Fig�e 2B Downstream Flow Path
Figure 3A Existing Drainage Basins
Figure 3B Proposed Drainage Basins
Figure 4 Soils Map
Figure 5 Isopluvials of 2-Year Rain Fall -24-Hour Total Precipitation in Inches
Figure 6 Isopluvials of 10-Year Rain Fall-24Hour Tota) Precipitation in Inches
Figure 7 Isopluvials of 100-Year Rain Fall- 24-Hour Total Precipitation in Inches
Figure 8 Proposed Oil/Water Separator
Figure 9 Proposed Rain Garden
Figure 10 Conveyance Analysis
K[NG C(�UN I Y, �1`AS{-IINGTO'�, SURFACE \�`ATER DESIG\ MANU.\L
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
i Part 1 PR�JECT OWNER AND Part 2 PROJECT LOCATION AND
; PROJECT ENGINEER DESCRIPTION
Project Owner ��►►�r?��jU�,{(� ��. Project Name `>���U
Phone �-'� �J1B"�5�� DDES Permit#
Address 2'��( �. � �.��. Location Township �.3 N
�71E�*�►t t�� �'t ��� Range ��
, Project Engineer� rnT�-t � Section � � ��1�
Company ���,.1� ���1��ccSc.� Site Address:2920 NE 3rd Street _
Phone � '' �'��2 ✓ • �J'T.
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
❑ Landuse Senrices ❑ DFW HPA ❑ Shoreline �
Subdivison / Short Subd. / UPD Management
❑ COE 404
� Build' � s ❑ DOE Dam Safety � Structural
M/F ommerical SFR RockeryNaulU
� Clearing and Grading ❑ FEMA Floodplain
❑ ESA Section 7
❑ Right-of-Way Use ❑ COE Wetlands
❑ Other � ❑ Other �I
Part 5 PLAN AND REPORT INFORMATION �
Technical Information Report Site Improvement Plan (Engr. Plans)
Type of Drainage Review �Full / Targeted / Type(circle one): �Full / Modfied /
- (circle): �arge Site �mall Site
Date(include revision �013��_ Date(include revision �'�g �a
dates)_ 7115/13 _ dates): —7/15/13
Date of Final: Date of Final:
Part 6 ADJUSTMENT APPROVALS j
Type(circle one): Standard / Complex / Preapplication / Experimental/ Blanket
Description: (include conditions in TIR Secfion 2)
I
Date of roval:
2009 Surface Water Design Manual 1/9/2009
1
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KING COUNTI', WASH[NGTON, SURF.ACE W'ATER DESIGT� MAtiUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
; Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes No ��ribe:
Start Date:
Completion Date:
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan : � �/��1N i
Special District Overlays: �
Drainage Basin: ���� _(�,�it_v�t1� �1�� . ^��
Stormwater Requirements: _Peak Rate Flow Control, Oil Control, Enhanced Basic WQ I�
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
❑ River/Stream ❑ Steep Slope I
❑ Lake ❑ Erosion Hazard
❑ Wetlands ❑ Landslide Hazard
❑ Closed Depression ❑ Coal Mine Hazard ',
❑ Floodplain ❑ Seismic Hazard
❑ Other ❑ Habitat Protection
❑
Part 10 SOILS
' Soil Type Slopes Erosion Potential
C-�Ad�l �n ����a
' ❑ High Groundwater Table(within 5 feet) ❑ Sole Source Aquifer
❑ Other ❑ Seeps/Springs
I ❑ Additional Sheets Attached
2009 Surface Water Design Manual 1/9/2009
2
KING COUNTY, WASHINGTON, SI;RFACE WATER DES[GN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
� Part 11 DRAINAGE DESIGN LIMITATIONS
i
� REFERENCE LIMITATION/SITE CONSTRAINT I
i
! ❑ Core 2—Offsite Analysis
I', ❑ Sensitive/Cntical Areas
� ❑ SEPA I
�' �Other (,t�1�1�1 � �-C� �CQ�� Q�� �
❑ �
', ❑ Additional Sheets Attached
li
Part 12 TIR SUMMARY SHEET rovide one TIR Summa Sheet Threshold Discha e Area
, Threshold Discharge Area:
' name or descri tion
Core Requirements(all 8 apply)
Dischar e at Natural Location Number of atural Discha e Locations: � �'
Offsite Analysis level: 1 2 / 3 dated:
' Flow Control Level: 1 ,2 3 or Exemption Number_1
incl. facili summa sheet Small Site BMNs
, Conveyance System Spill containment located at:
Erosion and Sediment Control ESC Site Supervisor.
Contact Phone:
After Hours Phon �
Maintenance and Operation Responsibility: Privat Public
If Private Maintenance L Re uired: Yes /No
Financial Guarantees and Provided: Yes / No
Liabili
Water Quality Type: Basic Sens. Lake / nhanced Basicm Bog
� (include facility summary sheet) or Exemp ion o.
Landsca e Mana ement Plan: Yes / No
S ecial Re uirements as a licable
Area Specific Drainage Type: CDA I SDO/MDP 1 BP/LMP/Shared Fac. one
' R uirements Name:
Floodplain/Floodway Delineafion Type: Major / Minor / Exemption one
100-year Base Flood Elevation (or range):
Datum:
Flood Protection Facilities Descnbe:
Source Control Describe landuse: �t.pm�
(comm./industrial landuse) pescribe any structural controls:
_'009 Surface Water Design Manual 1l9/?009
3
_
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Oil Control High-use Site: es NO
Treatment BMP:
Maintenance Agreement: Yes / No
� with whom?
; Other Draina e Structures
' Descnbe:
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
j MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
1 � Clearing Limits � Stabilize Exposed Surfaces
❑ Cover Measures ❑ Remove and Restore Temporary ESC Facilities
�Perimeter Protection �Clean and Remove All Silt and Debris, Ensure
, ❑ Traffic Area Stabilization Operation of Permanent Facilfies
� �{ ❑ Flag Limits of SAO and open space
,�7.Sediment Retention
preservation areas
❑ Surface Water Collection ❑ Other
❑ Dewatering Control
❑ Dust Control
❑ Flow Control
Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facili Summa and Sketch
Flow Control T e/Descri tion Water Quali T e/Descri tion
� rain garden
❑ Detention . � Biofiltration
�Infiltration __ ❑ Wetpool
❑ Regional Facility �Media Filtration ` _
i ❑ Shared Faality � Oil Control oil/water sep rator
� ❑ Flow Control ❑ Spill Control
BMPs
❑ Flow Control BMPs
❑ Other
❑ Other
' ?009 Surface \�ater Desi;n Manual 1!9/2009
v 4
KING COUNTY, WASHINGTON, SURFACE W.ATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
' Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS
' ❑ Drainage Easement ❑ Cast in Place Vault
!, ❑ Covenant ❑ Retaining Wall
, ❑ Native Growth Protection Covenant ❑ Rockery>4' High
��, ❑ Tract ❑ Structural on Steep Slope
� ❑ Other ❑ Other '
Part 17 SlGNATURE OF PROFESSIONAL ENGINEER
I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were '
incorporated into this wortcsheet and the attached Technical Information Repo�t. To the best of my
knowledge the information provided here is accurate.
S' ned/Date 'I
2009 Surface Water Design Manual i/9/2009
i
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I IMPERVIOUS AREAS:
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TOTAL IMPERVIOUS 3,300 SF (0.076AC)
PERVIOUS 14,543 SF (0.334 AC)
TOTAL SITE AREA 17,843 SF (0.410 AC)
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STARBUCKS /
RENTON,WA � Sterling Design Associates, Ilc
SCALE: 1"_�O'
NORTH DATE 5/21/13
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RENTON,WA � Sterling Design Associates� ���
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3-14
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FIGURE 3.2.I.B 10-YEAR 24-HOUR ISOPLWIALS
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3-17
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1Q? 7
FIGURE 8:PROPOSED OIL WATER SEPARATOR
�`�B"`� �c Sterling Design Associates, Ilc
RENTON,WA
SCALE:NTS
DATE:8/I 5/I 3
-
BOTTOM OF RAIN GARDEN
ELEVATION PER PLAN
BOTTOM AREA PER PLAN
3
-a WS PER PLAN �� FREEBOARD �
. OUTLET PIPE
� PER PLAN
`a
INLET PIPE y� ' • " � � � ��� � •
PERPLAN - •. • - � �� ��. • •r'' {
h p� �
F��:'_ •�V.. ��. f.�,T1``• �O�i•f Y ~ ` �I ��
_ .. . . , �.i . � .
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�:. ., �1.� ., .
. iS"��'p.Y�J aSj.'.::..
2"COMPOST MULCH � � - k v =. �� ti"'_ � -
3
'>�,��.�.r'4.3+'����
.a Y . .G A t A s'f�. .
BIORETENTION SOIL MIX.SEE
BELOW FOR SOIL SPECIFICATIONS. � � � � OVERFLOW DRAIN-NYOPLAST DRAIN BASIN
Wl DOMED GRATE
DO NOT COMPACT SUBGRADE. RIM PER PLAN
SCARIFY UPPER 3�"PRIOR TO PLACEMENT IE 8 SIZE PER PLAN
OF BIORETENTION SOIL MIX.
NATIVE SOILS
BIORETENTION SOIL
1. THE SOILS SURROUNDING BIORETENTION FACILITIES ARE A PRINCIPLE DESIGN ELEMENT FOR DETERMINING
INFILTRATION CAPACITY,SIZING AND RAIN GARDEN IYPE.THE PLANTING SOIL MIX PLACED IN THE CELL OR
SWALE IS A HIGHLY PERMEABLE SOIL MUCED THOROUGHLY WITH COMPOST AMENDMENT,AND A SURFACE
MULCH LAYER.
2. SOtL DEPTH SHOULD BE A MiNIMUM OF 18 INCHES TO PROVIDE ACCEPTABLE MtNIMUM POLLUTANT
ATTENUATION AND GOOD GROWING CONDITIONS FOR SELECTED PLANTS.
3. THE TEXTURE FOR THE SOIL COMPONENT OF THE BIORETENTION SOIL MIX SHOULD BE A LOAMY SAND(USDA
SOIL TEXTURAL CLASSIFICATION).CLAY CONTENT FOR THE FINAL SOIL MIX SHOULD BE LESS THAN 5 PERCENT.
THE FINAL SOIL MIX(INCLUDING COMPOST AND SOIL)SHOULD HAVE A MINIMUM SHORT-TERM HYDRAULIC
CONDUCTIVITY OF 1.0 INCHES/HOUR PER ASTM DESIGNATION D 2434(STANDARD TEST METHOD FOR
PERMEABILITY OF GRANULAR SOILS)AT 80 PERCENT COMPACTION PER ASTM DESIGNATION D 1557.
4. THE FINAL SOIL MIXTURE SHOULD HAVE A MINIMUM ORGANIC CONTENT OF APPROXIMATELY 10 PERCENT BY
DRY WEIGHT. j
5. THE PH FOR THE SOIL MIX SHOULD BE BETWEEN 5.5 AND 7.0. ��
COMPOST ''
1. MATERIAL MUST BE IN COMPLIANCE WITH WAC CHAPTER 173-350-220.THIS CODE IS AVAILABLE ONLINE AT
HTTP:JNWWV.ECY.WA.GOV/PROGRAMS/SWFA/FACILITIES/350.HTML.THE PH MUST BE BETWEEN 5.5 AND 7.0.
2. CARBON NITROGEN RATIO BETINEEN 20:1 AND 35:1 (35:1 CN RATIO RECOMMENDED FOR NATIVE PLANTS) �I
3. ORGANIC MATTER CONTENT SHOULD BE BEIWEEN 35%AND 65%.
PLANT MATERIALS
1. PLANTS SHOULD BE TOLERANT OF PONDING FLUCTUATIONS AND SATURATED SOIL CONDITIONS FOR THE
LENGTH OF TIME ANTICIPATED BY THE FACILITY DESIGN,AND DROUGHT DURING THE SUMMER MONTHS.
2. IN GENERAL,THE PREDOMINANT PLANT MATERIAL UTILIZED IN BIORETENTION AREAS ARE FACULTATIVE
SPECIES ADAPTED TO STRESSES ASSOCIATED WITH WET AND DRY CONDITIONS.
INSTALLATION
1. MINIMIZE COMPACTION OF THE BASE AND SIDEWALLS OF THE BIORETENTION AREA.EXCAVATION SHOULD NOT
BE ALLOWED DURING WET OR SATURATED CONDITIONS.EXCAVATION SHOULD BE PERFORMED BY MACHINERY
OPERATING ADJACENT TO THE BIORETENTION FACILITY AND NO HEAVY EQUIPMENT WITH NARROW TRACKS,
NARROW TIRES OR LARGE LUGGED,HIGH PRESSURE TIRES SHOULD BE ALLOWED ON THE BOTTOM OF THE
BIORETENTION FACILITY.
2. ON-SITE SOIL MIXING OR PLACEMENT SHOULD NOT BE PERFORMED IF SOIL IS SATURATED.THE BIORETENTION
SOIL MIXTURE SHOULD BE PLACED AND GRADED BY EXCAVATORS ANDIOR BACKHOES OPERATING ADJACENT
TO THE BIORETENTION FACILITY.
FIGURE 9:PROPOSED RAIN GARDEN
STARBUCKS
RENTON,wA �c Sterling Design Associates, Ilc
SCALE:NTS
DATE:8/9/I 3
Figure 10:Conveyance Analysis
CUNVLYANCG SYS1 EM ANALYSIS ANU SIZING fAk3LE USING'fI IL RA'IIUNAL ML;'CI IUI�
Location Sub Ares� C C'*A Sum Cc i(R) I(R1 (2(K) k'ipe 1'yp. Slope Q(I) V V L ft °'od,"I�
Basin (ac) C*A (min.) lc.f.s.) (in.) n (ft.ft.l (p�pe (Pipe (at (ft.) (min)
From Tb Number
full) full) Q(R))
trench drain rain �ardcn vench drain 0.25 �.79 Q20 020 5.3 U.80 2.73 0.54 8 0.013 0.5"/0 0.86 2.46 2.59 ti 0.0 58A0°i�
roof south i e roof south 0.03 0.90 0.03 0.03 6.3 0.80 2.73 0.08 a 0.013 2.0% 027 3.09 2.69 68 0.4 39.00%
i c CB i e 0.00 0.00 0.00 0.03 6.7 0.77 2.62 0.08 6 O.U13 0.5% Q40 2.04 U.34 104 5.2 30.00°��
roof west CB roof west 0.01 0.90 0.01 0.01 6.3 0.80 2J3 0.03 d 0.013 2.0% 0.27 3.09 2.08 44 0.4 21.00"/0
roofnorth CB roofnorth 0.01 09U QOl 0.02 6.7 0.78 2.64 O.US 4 0.013 2.U% Q27 3.U9 2.33 25 02 29.50%
roofeast CB ruufeast OAO 0.90 0.00 O.OQ 6.3 0.80 2.73 0.01 4 OA13 2.0% 0.27 3.09 I.85 10 0.1 12,00°/
CB Ex CB CA OAO Q90 0.00 0.25 12.1 0.53 1.79 0.45 8 Q013 0.5% 0.86 2.46 2.47 58 Q4 52.0090
Yroject: Starbucks R- 25 vr P(R)= �¢,�i Calcs by: SJM
Location: Kenlon,WA Uate: 7/15/13 Pa>e I
These lows are used for the backwater
analysis on the following page
Starbucks-Renton,WA Conveyance Analysis-25 Year 7/15/2013
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STARBUCKS COFFEE COMPANY
A PORTION OF THE NE 1l4 OF THE NW 1l4 OF SECTION 16,TOWNSHIP 23 N.,RANGE 5 E.,W.M.
, CITY OF RENTON,KING COUNTY,STATE OF WASHINGTON
I GENERAL NOTES VICINITY MAP ��i
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a� W , IMENCEDiM�RMBAfM66MNNONTH�EIHANAN.PORIFWnNPiM�r�nFVFtm�Ltfiiavin�tEO.tA'6iRUCTEDiSMWCU \ CIOI SITEDETAILS
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�-�.p�.��-I & Shc iF5T5 TO AF PNONOEO BY CONTFACI[N AND PiC�MMEN�ATIIX.S TO BE SUBNIi7FA i0 OWN[X CUNI.LXNIN4 ANY 601��ML,NOMFNTS�R FEAIRILNTMJ REQl11qFYFNT4.
B. OURING IN.IALL�TION.THE I�NOSCME CONiNRCTOR SHALL NOT�Y lllC OWNCIt Of ANY CONOrTONi WHICN MAY Bi HARMNL TO PLANT IIFE,$UCH AS
/ POOR DPNNAaC,IIAZAR�WS YAILRIIIS,CTC. Ti[LANOSCA>f CONiRACTOR SNALL M�KE A PFCCM11FN9ATION TO MOPE55 ME SGECIiIC SITU�IIW. '�
arouw co�cx auMi yE ruxs �Pi.nr� DECIDUOUS TREE PLANTING CONTAINFR OR B&P P���Twc oos ro oc uouHoco iu n uwiMu�n Nnwrt or e'�oovi aRe*o rn[v[Ht;r,wwNo wnrza ,�
Y'BAPof YULpI � fpl SIAdHG SPA(1Nf. It� PpGN 4�EBRiS(LARODi IHAN]'IN qPIACTCR)IN PLRNTIN6 AREAS i4A��PF Fi'uiiK[� �ult Mvi q�s.�wtM N��K.PM]til�L IiEASGVIWIY fPEE
M 140NTNG BlD. �^--�-1M�) OF".ipNlLS VLAHIS,R0015 S11C'NS'AN�OIMEH FONlGN M�IEFIPlS. LPNUSCAPE MCAS ARE i0 RFCfIOF 1'CpAV08T i1ly.E0 TO DEFiH OF 18�. I
}+p, .. � �pr t1 INSIAiI,!i(�'�t�vm��ik!t u.�tHWH�:ti��l�x+H 1"t:��uNuyl IiU}:U Rl�DEPiX Of i2', NANE SMDOTi NIO HEM01E S10NtS,N00'IS AND 0.0D$ I
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IY�NIING I1L0 WH3Eft i11AN 1�' Rq.L WI1H W�lpi FlLLfD UWN ROLL£R INSTALL 500 AfT�11RRI0ATON IS WSIM.IFD ANfi I1111C11fM/�1,
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.. ��l\��� �um�I�ennw�urEnr ��iW�°°f ..' ' "� or nw•ewvnrcrt� _.— CITY OF RFNiON —_'....... /���(��
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' NOR GPWNDCOKA 1'LANiS I I II� I 4'PFIi�IInK4�MTMiE / n(�C/
SNIIl NOi B[SDACCO MOR4 � U �.
nTMiµai nui�sraixa aei m� � APPROVED BY DATE � C�UC..?I �
EoOE a n�c PLNinNG BEo. '. ._..EYJsIIHc A19p1A0E """"I' """ �. .SIocWAu � .
i�'��'� ���'� APPROVED BY DATE: I '>
GROUNDWVER PLANTING � '.f h�U � �5�. ,. . ...__.....__..,.,.. � �� �i/ DAVID CVANH
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p� R00T BARRIER INS.AL APPROVEDBY. DATE »'�+�*� �10°g^�^^"'^a���'""+'
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CAUTION NOTILETOCONTNACTOR I � i ..�nu.o ` rann„aa.a�enoi
wa:...M��.,.�. vno�..soaan.aee�
I CALL UTILITY UNDERGROUND�� _ ' � � � LATIGN � �,r
ut r es,v a o APPROVED BY: DATE_� �(.,,.t'/J..l �q
� LOGATIONCEN7ER � xono^�,r uc t�rv uu� � �, e `
�� 1-800-424-5555 `�M Nr���x,wn���rn•v�.m�s�w�c;cov�n�wni�i�� _""_'__'_——_��_�_- ...1 i'.Jo, I�W7olSS ....-�p—� (;ITY �)F �,•�.. 2 20NE3�S1RE�FR NTONMWAB8�21 �
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ocvonerouoowuoc.rnaeAv�s �,y � w t� � I � =�� I�LNI�1N I PROJEC N0.57964 0 -
',, rwr�r.w+rcixoo�unut:konwHu � unium
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' ... I . .��.. . �.. ._ .�I
Appendix B —Calculations
TESC Sediment Pond Calculations
KCRTS Peak Runoff Rate Output Tables
OiVWater Separator Sizing Calculations
Rain Garden Sizing Calculations
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Sediment Trap Sizing, per 2009 King County Manual
Step 1:Obtain 2-yr peak discharge rate from stormwater modeling.
Q2= 0.08 cfs
Step 2:Determine the required minimum surface area at the top of the riser pipe.
SA=2'Q2/0.00096
min SA= 167 sf
Step 3:Set pond geometry such that L:W is between 3:1 and 6:1.
min SA= 167 sf
L= 18ft
W= 10ft
SA= 180.0 sf
L/W= 1.80
Side slope= 3(H):1(�
Depth= 3.5 ft(min 3.5 commonly)
Active Storage Bottom L= 6
Active Storage Bottom W= -2
Pond Bottom L= -3
Pond Bottom W= -11
Total Pond Volume= 372.8 cf
2788.2 gallons
,
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Time Series File:predev.t�f
Project Location:Sea-Tac
---Annual Peak Flow Rates-- ---Fiow Frequency Ai�alysis------
rlow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CE'S) Period
0.042 4 2/09/01 2:00 0.095 1 100.00 0.9°,��
0.024 6 1/05/02 16:00 0.052 2 25_00 0.9r':
0.052 2 2/27103 7:00 0.043 3 10.00 0. 9G�
0.015 8 8/26/04 2:00 0.042 4 5.00 0.80�'
0.024 7 1/OS/05 8:00 0.039 5 3.00 0_Eh�'
0.043 3 1l18/06 16:00 0.024 6 2.00 0.500
0.039 5 11/24/06 3:00 0.024 7 1.30 0.23i
0.095 1 1/09/08 6:00 0.015 8 1.10 0.091
Computed Peaks 0.081 50.00 0.980
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Flcw Fr2cuency Anall�s�s
Time Series File:dev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates-- ---r low Fr2cr.iency Analysis-----
F1ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) ;CFS) Period
0.080 6 2/09/Ol 2:00 0. 160 1 100.00 0.990
0.066 8 1/05/02 16:00 0.106 2 25.00 Q.96G
0.096 3 2/27/03 7:00 0.096 3 10.00 G.90C
0.073 7 8/26/04 2:00 0.087 4 5.00 G.80C�
0.087 4 10/28/04 16:00 0.085 5 3.OJ 0.667
0.085 5 1/18/06 16:00 0.080 6 2.00 0.50:�
0.106 2 10/26/06 0:00 0.073 7 1.30 0.231
0.160 1 1/09/08 6:00 O.Ob6 8 1.10 0.091
Computed Peaks 0. 142 50.00 0.980
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DATE � ����� PAGE I OF��
660-C PS '
Projected Coolescing Plate Area = 444 Sq.Ft.
•Design Flow Rote = 105 GPA1 (see bock page)
Maximum Process Flow = 565 GPM
I
Full 180' Open
(Typical) //--Spring Assisted
r Golvanized Dicmond Plate Doors
,i ,'' \�� J w'/Locking Latch
4•_8• ���� � / �� Optional-NonSlip Ooors
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where not subjected to high density troffic. ��' / ��� � ��- � � � �;';'=-' 6�
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Yk.
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I (1 Each Corner) ;
4" PVC l
OUTLET PIPE � �0 1 Retaining 8affle
w/Sompling Tee
�Sediment Weir
BASE ASSEMBLY ,, _� a" avc �'-8'
�, i INI.ET PIPE
No.66Q�PS-B � �-r � - 1 W/Tee
_ �' �
6,460 Ibs. � `-. � .
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8ose 5,415 Ibs. - _ -�� � �
Boffle Wall 475 Ibs.
W?ir vNoll 57C I�s. !i, .f
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"ctc. 6.450 'i�s. '-� � ��
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OPTIONAL TOP-HEAVY TRAFFIC �
Mo.660-T-CPS-HD � � `
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No. it x 4 Casting \ /�
(11" Grade Risers Avoilable)
No. 42 x 4 Costing 6'-0"
� (42� Grade Risers Amilable)
4-8� 4�-0
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Note:
- 660-CPS is a�ailable set up for future instollation
of coalescing media and designuted os 660-CPS-R.
� 660-CPS 660-CPS
�OldCastle Preeast� F�e Name:020EC0660CPS1 OIL /WATER SEPARATOR
PO Box 323,Wilsonville,Oregon 97070-0323 ��ue Date: Revised 3-19-21 COALESCING - 105 GPM
Tel:(503)682-2844 Fax:(503)682-2657 oldcastleprecas�com/wilsonville
102.0
660—CPS
Projected Coalesciny ?late �.rea - «� S�.-t.
'Design flow Rate = '�.0� GPM __ � �o. 3�2P
Alaximum Process Flow = 565 GPM 6�-8� �
6'-0� Sprinq Assis:eC Gaiv�n�zed
5'-6� Diamond P ote Ccors
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(2) - �"' Dio. Uft Insens
Oil Retainng Baffle PLAN VIEW 4" PVC INLET PIPE
4' PVC IX1TL.ET PIPE w/Tee
w/Sampling Tee Coulescing Medio
Hdd-Down 2-Ton Lift Anchor
Butyl Resin Sealant For Coulescing Medio (1 Each Comer)
� Sediment Weir Risers �
Flow Line Avoilable
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SECTION AA Basic oesipn Intormat:
Influent Characterics
"DESIGN IOOR - Oi: Specific Grovily = ,..
FLOW EFFLUENT COLLECiED - Opernting Temperoture = _
RATE QUALITY SIZE - �nfluent Oii Concentration = -
Notes: - Mean Oil Droplet Size = 130 �:�..
- Static Water Depth = 4'-0" 105 GPM 10 ppm 60 Micron _ .033 ft/min_ Giticol Oil Oroplet P�
- Prior to "Startup' of system, fil with clean water
to bottom of outlet pipe_ For best results, fill to flow line. '9asic Design Informotion per Washington
- Follow Regular inspection, Cleaning, & Mointenance State Oepartment of Ecology, User to Adjus�:
�� Schedule (See Clean Out & Maintenonce). �O1e� �IZ� _ ��-0" Estimates fw Variations in Real Condi[ions.
� sso-cPs sso-cPs
OldCastle Precast� File Name:020EC0660CPS2 OIL !WATER SEPARATOR
PO Box 323,Wilsonville,Oregon 97070-0323 ��ue Date: Revised 3-19-12 COALESCING - 105 GPM
Tel:(503)682-2844 Fax:(503)682-2657 otdcasUeprecasicomlwilsonville
102.1
WWHM2012
PROJECT REPORT
� �
General Model Information
Project Name: renton
Site Name: Starbucks
Site Address: 3rd &Jefferson
City: Renton
Report Date: 7/10/2013
Gage: Seatac
Data Start: 1948/10/01
Data End: 2009/09/30
Timestep: 15 Minute
Precip Scale: 1.00
Version: 2013l04/29
POC Thresholds
Low Flow Threshold for POC1: 50 Percent of the 2 Year
High Flow Threshold for POC1: 50 Year
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renton 7/10/2013 2:59:06 PM Page 2 ��
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Landuse Basin Data
Predeveloped Land Use
Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Lawn, Flat 0.334
Pervious Total 0.334
Impervious Land Use Acres
PARKING FLAT 0.076
Impervious Total 0.076
Basin Total 0.41
Element Flows To:
Surface Interflow Groundwater
�enton 7i1Qi2013 2 59 06 PM Paae 3
zv;;�,y��� . -
Basin 1
Bypass: No ,
GroundWater: No II
Pervious Land Use Acres '�
C, Lawn, Flat 0.128 I
Pervious Total 0.128 ,
Impervious Land Use Acres
ROOF TOPS FLAT 0.044
SIDEWALKS FLAT 0.029
PARKING FLAT 0.209
Impervious Total 0.282
Basin Total 0.41
Element Flows To:
Surface Interflow Groundwater
rain garden
renton -;10,2013 2 59�06 PM Page�
Routing Elements
Predeveloped Routing
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renton 7l10/2013 2:59:06 PM Page 5
Mitigated Routing
rain garden
Bottom Length: 17.21 ft.
Bottom Width: 8.61 ft.
Depth: 1.1 ft.
Volume at riser head: 0.0055 acre-ft.
Infiltration On
Infiltration rate: 1
Infiltration safety factor: 4
Side slope 1: 3 To 1
Side slope 2: 3 To 1
Side slope 3: 3 To 1
Side slope 4: 3 To 1
Discharge Structure
Riser Height: 1 ft.
Riser Diameter: 10000 in.
Element Flows To:
Outlet 1 Outlet 2
Pond Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)
0.0000 0.003 0.000 0.000 0.000
0.0122 0.003 0.000 0.000 0.013
0.0244 0.003 0.000 0.000 0.013
0.0367 0.003 0.000 0.000 0.013
0.0489 0.003 0.000 0.000 0.013
� 0.0611 0.003 0.000 0.000 0.013
0.0733 0.003 0.000 0.000 0.013
0.0856 0.003 0.000 0.000 0.013
0.0978 0.003 0.000 0.000 0.013
0.1100 0.003 0.000 0.000 0.013
0.1222 0.003 0.000 0.000 0.013
0.1344 0.003 0.000 0.000 0.013
0.1467 0.003 0.000 0.000 0.013
0.1589 0.004 0.000 0.000 0.013
0.1711 0.004 0.000 0.000 0.013
0.1833 0.004 0.000 0.000 0.013
0.1956 0.004 0.000 0.000 0.013
0.2078 0.004 0.000 0.000 0.013
0.2200 0.004 0.000 0.000 0.013
0.2322 0.004 0.000 0.000 0.013
0.2444 0.004 0.000 0.000 0.013
0.2567 0.004 0.001 0.000 0.013
0.2689 0.004 0.001 0.000 0.013
0.2811 0.004 0.001 0.000 0.013
0.2933 0.004 0.001 0.000 0.013
0.3056 0.004 0.001 0.000 0.01�
0.3178 0.004 0.001 0.000 0.01�
0.3300 0.004 0.001 0.000 0.01�
0.3422 0.004 0.001 0.000 0.01:;
0.3544 0.004 0.001 0.000 0.013
0.3667 0.004 0.001 0.000 0.013
0.3789 0.004 0.001 0.000 0.013
0.3911 0.004 0.001 0.000 0.013
renton 7l10/2013 2:59:06 PM Page 6
0.4033 0.005 0.001 0.000 0.013
0.4156 0.005 0.001 0.000 0.013
0.4278 0.005 0.001 0.000 0.013
0.4400 0.005 0.001 0.000 0.013
0.4522 0.005 0.001 0.000 0.013
0.4644 0.005 0.002 0.000 0.013
0.4767 0.005 0.002 0.000 0.013
0.4889 0.005 0.002 0.000 0.013
0.5011 0.005 0.002 0.000 0.013
' 0.5133 0.005 0.002 0.000 0.013
0.5256 0.005 0.002 0.000 0.013
0.5378 0.005 0.002 0.000 0.013
0.5500 0.005 0.002 0.000 0.013
0.5622 0.005 0.002 0.000 0.013
0.5744 0.005 0.002 0.000 0.013
0.5867 0.005 0.002 0.000 0.013
0.5989 0.005 0.002 0.000 0.013
0.6111 0.005 0.002 0.000 0.013
0.6233 0.005 0.002 0.000 0.013
0.6356 0.006 0.002 0.000 0.013
0.6478 0.006 0.003 0.000 0.013
0.6600 0.006 0.003 0.000 0.013
0.6722 0.006 0.003 0.000 0.013
0.6844 0.006 0.003 0.000 0.013
0.6967 0.006 0.003 0.000 0.013
0.7089 0.006 0.003 0.000 0.013
' 0.7211 0.006 0.003 0.000 0.013
0.7333 0.006 0.003 0.000 0.013
0.7456 0.006 0.003 0.000 0.013
0.7578 0.006 0.003 0.000 0.013
0.7700 0.006 0.003 0.000 0.013
0.7822 0.006 0.003 0.000 0.013
0.7944 0.006 0.004 0.000 0.013
0.8067 0.006 0.004 0.000 0.013
0.8189 0.006 0.004 0.000 0.013
0.8311 0.006 0.004 0.000 0.013
0.8433 0.007 0.004 0.000 0.013
0.8556 0.007 0.004 0.000 0.013
0.8678 0.007 0.004 0.000 0.013
0.8800 0.007 0.004 0.000 0.013
0.8922 0.007 0.004 0.000 0.013
0.9044 0.007 0.004 0.000 0.013
0.9167 0.007 0.004 0.000 0.01�'
0.9289 0.007 0.004 0.000 0.01�.
0.9411 0.007 0.005 0.000 0.01�
0.9533 0.007 0.005 0.000 0.01;�
0.9656 0.007 0.005 O.OQO 0.013
0.9778 0.007 0.005 0.000 0.013
0.9900 0.007 0.005 0.000 0.013
1.0022 0.007 0.005 0.850 0.013
1.0144 0.007 0.005 14.08 0.013
1.0267 0.007 0.005 35.34 0.013
1.0389 0.008 0.005 62.24 0.013
1.0511 0.008 0.005 93.77 0.013
1.0633 0.008 0.006 129.3 0.013
1.0756 0.008 0.006 168.5 0.013
1.0878 0.008 0.006 211.0 0.013
1.1000 0.008 0.006 256.6 0.013
renton 7/10/2013 2 59:06 PM Page 7
Analysis Results
POC 1
R75 - � � �cwwatr.re?mEab��ry� - `
� a,2 _ e -- --
---------_
0 , ,
OQ�y ...__._ _ ,�..+�.,r`' + 4 ' _
� o �+�"_',,.r/" ��_4~
� QO6 . . . ' ' • `N�«.d"' �r .
Q03 ._-__. . .___—_�.___.--.�._ _.__'—____�_ ....
t0E-5 tOEd 1�-3 10E-2 10E�1 1 10 � 100
Plrpr�t Tim�Exc��tliri9 [C . ;5 1 1 : _ :_ .. .. '. _" ._ _. .' -- ._, .,_
+ Predeveloped � r;%��t�natP�
Predeveloped Landuse Totals for POC #1
Total Pervious Area: 0.334
Total Impervious Area: 0.076
Mitigated Landuse Totals for POC #1
Total Pervious Area: 0.128
Total Impervious Area: 0.282
Flow Frequency Method: Log Pearson Type III 17B
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.053001
5 year 0.080015
10 year 0.100598
� 25 year 0.129771
50 year 0.153871
100 year 0.18006
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.08649
5 year 0.1248
10 year 0.151786
25 year 0.187603
50 year 0.215486
100 year 0.244373
Annual Peaks
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1949 0.089 0.130
1950 0.093 0.139
1951 0.053 0.079
1952 0.030 0.061
1953 0.027 0.070
1954 0.042 0.054
1955 0.042 0.089
1956 0.044 0.082
' 1957 0.062 0.105
1958 0.036 0.047
renton 7:10.2013 2_59�06 PM Page 9
1959 0.029 0.050
1960 0.056 0.080
1961 0.049 0.087
1962 0.029 0.050
1963 0.047 0.055
1964 0.041 0.063
1965 0.067 0.087
1966 0.033 0.064
1967 0.094 0.124
1968 0.069 0.100
1969 0.060 0.101
1970 0.048 0.092 '
1971 0.061 0.094
1972 0.087 0.117
1973 0.028 0.055
1974 0.059 0.061
1975 0.065 0.105
1976 0.045 0.076
1977 0.041 0.061
1978 0.049 0.099
1979 0.047 0.075
1980 0.104 0.145
1981 0.050 0.103
1982 0.100 0.158
1983 0.050 0.118
1984 0.038 0.047
1985 0.051 0.105
1986 0.052 0.080
1987 0.051 0.088
1988 0.025 0.077
1989 0.031 0.034
1990 0.177 0.222
1991 0.120 0.164
1992 0.039 0.071
1993 0.026 0.042
1994 0.021 0.040
1995 0.042 0.089
1996 0.079 0.106
1997 0.060 0.097
1998 0.046 0.075
1999 0.127 0.223
2000 0.053 0.099
2001 0.038 0.103
2002 0.087 0.137
2003 0.068 0.041
2004 0.111 0.203
2005 0.052 0.084
2006 0.051 0.074
2007 0.162 0.194
2008 0.118 0.159
2009 0.067 0.099
Ranked Annual Peaks
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0.1772 0.2232
2 0.1625 0.2218
3 0.1269 0.2030
renton ir101201 3 2 59 40 PM Page 10
4 0.1197 0.1941
' 5 0.1176 0.1637
6 0.1110 0.1587
7 0.1039 0.1577
8 0.0997 0.1447
' 9 0.0938 0.1390
10 0.0927 0.1365
11 0.0886 0.1297
12 0.0872 0.1241
13 0.0867 0.1184
14 0.0788 0.1165
15 0.0692 0.1058
16 0.0677 0.1053
17 0.0672 0.1051
18 0.0670 0.1051
19 0.0645 0.1032
20 0.0617 0.1029
21 0.0606 0.1006
22 0.0603 0.0999
23 0.0602 0.0995
24 0.0592 0.0987
25 0.0565 0.0985
26 0.0530 0.0970
27 0.0527 0.0936
28 0.0521 0.0918
29 0.0519 0.0894
30 0.0511 0.0891
31 0.0510 0.0882
32 0.0505 0.0868
� 33 0.0502 0.0865
I 34 0.0495 0.0838
� 35 0.0488 0.0823
� 36 0.0487 0.0798
37 0.0478 0.0798
38 0.0474 0.0792
39 0.0473 0.0766
40 0.0464 0.0757
41 0.0454 0.0751
42 0.0444 0.0747
43 0.0424 0.0738
44 0.0419 0.0708
45 0.0416 0.0702
46 0.0414 0.0641
47 0.0406 0.0633
48 0.0388 0.0613
49 0.0378 0.0607
50 0.0376 0.0607
51 0.0359 0.0551
52 0.0327 0.0545
53 0.0307 0.0538
54 0.0303 0.0502
55 0.0293 0.0500
56 0.0291 0.0470
57 0.0279 0.0467
58 0.0267 0.0420
59 0.0261 0.0415
60 0.0246 0.0403
61 0.0213 0.0340
renton 7/10/2013 2:59:40 PM Page 11
Duration Flows
Flow(cfs) Predev Mit Percentage Pass/Fail
0.0265 1420 2357 165
0.0278 1232 2203 178
0.0291 1084 2046 188 r -
0.0304 931 1906 204 F a :
0.0316 792 1787 225 F a��
0.0329 690 1671 242 F a i I
0.0342 596 1555 260 F a i I
0.0355 527 1455 276 Fail
0.0368 476 1370 287 Fail
0.0381 424 1273 300 Fail
0.0394 381 1176 308 Fail
0.0407 349 1097 314 Fail
0.0419 311 1029 330 Fail
0.0432 287 958 333 Fail
0.0445 262 887 338 Fail
0.0458 244 824 337 '
0.0471 219 779 355
0.0484 203 727 358
0.0497 186 684 367
0.0509 172 641 372 F a i�
0.0522 158 610 386 Fail
0.0535 142 579 407 Fail
0.0548 131 540 412 Fail
0.0561 127 510 401 Fail
0.0574 119 481 404 Fail
0.0587 112 458 408 Fail
0.0600 104 428 411 Fail
0.0612 95 407 428 Fail
0.0625 93 389 418 Fail
0.0638 89 366 411 Fail
0.0651 85 345 405 Fail
0.0664 84 322 383 Fail
0.0677 80 308 385 Fail
0.0690 71 293 412 Fail
0.0702 65 270 415 Fail
0.0715 61 262 429 Fail
0.0728 56 256 457 Fail
0.0741 56 235 419 Fail
0.0754 55 218 396 Fail
0.0767 53 208 392 Fail
0.0780 49 203 414 Fail
0.0792 45 191 424 Fail
0.0805 44 181 411 Fail
0.0818 42 175 416 Fail
0.0831 40 168 419 Fail
0.0844 37 164 443 Fail
0.0857 37 156 421 Fail
0.0870 35 144 411 Fail
0.0883 34 139 408 Fail
0.0895 32 131 409 Fail
0.0908 32 128 400 Fail
0.0921 30 117 390 Fail
0.0934 29 112 386 Fail
0.0947 26 108 415 Fail
renton 7/10/2013 2:59:40 PM Page 13
�
0.0960 24 104 433 Fail
0.0973 22 101 459 Fail
0.0985 22 99 450 Fail
0.0998 20 95 475 Fail
0.1011 19 92 484 Fail
0.1024 17 85 500 Fail
0.1037 17 80 470 Fail '
0.1050 15 78 520 Fail
0.1063 15 74 493 Fail
0.1076 14 73 521 Fail
0.1088 13 69 530 Fail
0.1101 12 68 566 Fail
0.1114 10 66 660 Fail
0.1127 10 66 660 Fail
0.1140 10 63 630 Fail
0.1153 9 62 688 Fail
0.1166 8 59 737 Fail
0.1178 7 57 814 Fail
0.1191 7 52 742 Fail
0.1204 6 50 833 Fail
0.1217 6 47 783 Fail
0.1230 6 45 750 Fail
0.1243 4 44 1100 Fail
0.1256 4 38 950 Fail
0.1269 4 37 925 Fail
0.1281 2 36 1800 Fail
0.1294 2 36 1800 Fail
0.1307 2 34 1700 Fail
0.1320 2 34 1700 Fail
0.1333 2 32 1600 Fail
0.1346 2 31 1550 Fail
0.1359 2 29 1450 Fail
0.1371 2 26 1300 Fail
0.1384 2 26 1300 Fail
0.1397 2 24 1200 Fail
0.1410 2 24 1200 Fail
0.1423 2 24 1200 Fail
0.1436 2 23 1150 Fail
0.1449 2 21 1050 Fail
0.1462 2 21 1050 Fail
0.1474 2 20 1000 Fail
0.1487 2 18 900 Fail
0.1500 2 18 900 Fail
0.1513 2 18 900 ���'
0.1526 2 15 750
0.1539 2 14 700
The development has an increase in flow durations
from 1/2 Predeveloped 2 year flow to the 2 year flow
or more than a 10% increase from the 2 year to the 50
year flow.
The development has an increase in flow durations for
more than 50% of the flows for the range of the
duration analysis. I
renton ir10i2013 2 59 40 PM Page 14
Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0.0349 acre-feet
On-line facility target flow: 0.0464 cfs.
Adjusted for 15 min: 0.0464 cfs.
Off-line facifity target flow: 0.0262 cfs.
Adjusted for 15 min: 0.0262 cfs.
'
renton �i 1012013 2 59:40 PM Page 15
Model Default Modrfications
Total of 0 changes have been made.
PERLND Changes
No PERLND changes have been made.
IMPLND Changes
No IMPLND changes have been made.
Appendix
Predeveloped Schematrc
i
�
i �
�
i i
�
� � � �
�
_. _.__ ._______ _. _ ---
Basln '1
, .4� ac` �
,
� _ _ __ -----_._ __.___.�
f �
f
(
�
i
,
i
i
i
i
�
i (
� �
i_
renton 7/10/2013 2:59:40 PM Page 17
_ Mitigated Schematic
' �
� �
� , �
;
,
�.____ ____. ___ _'�--. .
Basin �
' .4'I ac ' I
; i
� � �
� I
, - ---
ain garden ;
i
�'r�+-'.�l�'�
k��3.
_ .._ I
� { i
f �
' � �
� �
� I
�
� (
� i � '
�
�
�
1
I
� ►
�
�- .
�
, �
�
renton 7/10/2013 2:59:40 PM Page 18
Mitigated UCI File
RUN
GLOBAL
WWHM4 rrodel simulatior.
START 1948 10 Ol END 2009 09 30
R[JN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1 UNIT SYSTEM 1
END GLOBAL
FILES
<File> <Un#> <-----------File Name------------------------------>**�
<-ID-> ***
WDM 26 renton.wdm
MESSU 25 Mitrenton.MES
27 Mitrenton.L61
28 Mitrenton.L62
30 POCrentonl.dat
END FILES
0?t1 �EQUENCE
-\GRP INDELT 00:15
PERLND 16
I`�IPLND 4
I`•1PLND 8
I`�IPLND 11
R.CHRES 1
COPY 1
COPY 501
�ISPLY 1
�ICC INGRP
E:�L OPN SEQUENCE
J,_c�Lv
DISPLY-INFO1
_ - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND
- rain garden MAX 1 2 30 9
EP�� DISPLY-INFO1
�ND DISPLY
CGPY
TT'�1�SERI�'S
# - # NPT NMN ***
1 1 1
5C1 1 1
E:VD TIMESERIES
JND COPY
�=NER
OPCODE
# # OPCD ***
-VD OPCODE
PARM
# # K ***
�ND PARM
END GENER
=E3LND
�-�'-INFO
<�LS ><-------Name------->NBLKS Unit-systems Printer ***
# - # User t-series Engl Metr ***
in out ***
16 C, Lawn, Flat 1 1 1 1 27 0
�ND GEN-INFO
"** Sectio� PWATEF.***
NCTIVITY
<PLS > �*<***�.*��+� F.:tiv2 S2Ct`_CP.g =�*����x**�*����*�+++x�*�+*��
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC �*�
16 0 0 1 0 0 0 0 0 0 0 0 0
END ACTIVI�='
, ?RINT-INFO
<FLS > ���+xxr�r+x���**� Frin�-fl�gS x�f���+xt*��+x**+z�*����+�++� Fi�TL F'R.
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ******x*�
1 6 0 0 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT-IP1F0
PWAT-PARM1
<PLS > >'✓dhTER -.-ariabl� mor.tl:l; p�rar-:e_�r ��a-ue =���,� `**
# - # CSNO RTOP UZFG VCS VliZ GNN JIFVJ V'IRC VLE INFC E�^JT ***
1 6 0 0 0 0 0 0 0 0 0 0 G
END PWAT-PAF.Ml
pWAT-PARM2
<PLS > F'rv'��E� input ir_��: Fa�t 2 ***
# - # ***FOF.E,S� LZS'� ITIFIL,� LSUR SLSUR KVAR_`= ::G✓�'RC
�, 16 n 4,5 n.C3 �OJ C .05 C .� 0. 99F
' END PWAT-PARh12
PWAT-PARM3
', <PLS > Pu�ATER input info: Part 3 ***
# - # ***PETMAX PETMIN INFEXP INFILD �EEFF� ?..UEI'F AGt�E�D
16 0 0 � 2 � n �
END PWAT-PARM3
PWAT-PARM4
� <PLS > PTr7=�I'E� inout in=o; =�e�t = �*x
# - # CE?S� i;2S'1 I�]Sr�R I:':=FP� IR.0 �ZETP **�
16 C. � 0.25 ��.25 6 0.5 �.�5
END PWAT-PARM4
PWAT-STATEl
<PLS > *** Initia�� condi�ions at start of simulation
ran from 1990 to end of 1992 (pat 1-11-95i RUN 21 *F�
' #� - # *** CEPS SURS UZS IF'WS LZS tGr��� Gr��vS
16 0 0 0 0 2.5 1 0
END PW�'�-t Ty�=i
� END F��iLt�dD
IMPLPd�;
� GEPd-iPdF,��
� <PLS ><-----'�;��r------, ����.it-s��✓sterr_s P�_r���r *�'
# - # Jser t-ser_es Er.a-� [�]etr -
in out �
4 ROOF TOPS/FLAT 1 1 1 27 C
8 SIDEWALKS/FLPT 1 1 1 27 C;
11 PARKING/FLAT - : 1 �-
END GEN-I'�TFn
*** Sect l _.- l•�:_T�F ; , .
ACTIVI�"�"
<PLS . - _ . .-.� _ . _ � �_i:__ . . . . . . . . . . . . . . . . . . . . . . . . . . . .
# - # ATMF SNOW IGuAT SiD IWG IQ;,� � �
4 0 0 1 0 0
8 0 0 1 0 0
11 � � ,
END ACTI`✓]
PRINT-INFC
<ILS > J , .
# - # ATMF SNO�I IVuAT SLD IWG IQAi, **x****x x
4 0 0 4 0 0 0 1 9
8 0 0 4 0 0 0 1 9
1 1 0 0 4 0 0 0 1 9
END PRINT-INFO
IWAT-PARMl
<PLS > IWATER variable monthly parameter value flags ***
# - # CSNO RTOP VRS VNN RTLI ***
' 4 0 0 0 0 0
� 0 0 0 0 0
l� 0 0 0 0 0
renton 7/10/2013 2:59:40 PM Page 21
END IWAT-PARM1
IWAT-PARM2
<PLS > IWATER input info: Part 2 ***
# - # *** LSUR SLSUR NSUR RETSC
4 400 0.01 0.1 0.1
8 400 0.01 0.1 0.1
11 400 0.01 0.1 0.1
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3 ***
# - # ***PETMAX PETMIN
4 0 0
8 0 0
1"� 0 0
END IWAT-PARM3
I�nAT-STATE 1
<PLS > *** Initial conditions at start of simulation
� - # *** RETS SURS
_ 0 0
8 0 0
li 0 0
E��D IWAT-STATEI
�ND IMPLND
SCHEMATIC
<-Source-> <--Area--> <-Target-> MBLK ***
<Name> # <-factor-> <Name> # Tbl# ***
3asin 1***
F�RLND 16 0.128 RCHRES 1 2
-MPLND 4 0.044 RCHRES 1 5
�MPLND 8 0.029 RCHRES 1 5
�MPLND 11 0.209 RCHRES 1 5
******Routing******
PERLND 16 0.128 COPY 1 12
iMPLND 4 0.044 COPY 1 15
IMPLND 8 0.029 COPY 1 15
IMPLND 11 0.209 COPY 1 15
R�HRES 1 1 COPY 501 li
END SCHEMATIC
NETWORK
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # # ***
��CPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # # ***
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer ***
# - #<------------------><---> Oser T-series Engl Metr LKFG ***
in out *x*
1 rain garden 2 1 1 1 28 0 _
END GEN-INFO
*** Section RCHRES***
ACTNITY I
<PLS > ************* Active S2Ct10I1S *****************************
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NDFG PKFG PHFG ***
1 1 0 0 � G 0 0 0 0 0
EPdD ACTIVITY
renton 7?10.�2013 2.59:40 PM Page 22
� - -
F�z:;r-����o
<PLS > ***************** PL1:lt-f1d�S *****"*********`*** F�UL PYR.
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR �*'�x*�**-
1 4 ^ 0 C r p n n � n � a
END PRINT-IN=C �
HYDR-PARM1
RCHRES Flacs for each H"iDR Sec�ior **;
# - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for eac:�
FG FG FG FG possible exit *** possible exit possible exit
* * * * * * * * * * * * * * ***
1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2
END HYDR-PARM1
HYDR-PARM2
# - # FTABNO LEN DELTH STCOR KS DB50 ***
<------><--------><--------><--------><--------><--------><--------> ***
1 1 0.01 0.0 0.0 0.5 0.0
�ND HYDR-PARM2
=1YDR-INIT
RCHRES Initial conditions for each HYDR section ***
# - # *** VOL Initial value of COLIND Initial value of OUTDG"'
*** ac-ft for each possible exit for each possible exit
<------><--------> <---><---><---><---><---> *** <---><---><---><---><--->
1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
�ND HYDR-INIT
EN� RCHRES
SPEC-ACTIONS
END SPEC-ACTIONS
F�'ABLES
rTABLE 1
9� 5
Depth Area Volume Outflowl Outflow2 Velocity Travel Time***
(ft) (acres) (acre-ft) (cfs) {cfs) (ft/sec) (Minutes) ***
0. 000000 0.003900 0.000000 0.000000 O.00OOOC
0.012222 0.003444 0.000042 0.000000 0.013714
0.024444 0.003488 0.000084 0.000000 0.013714
0.036667 0.003532 0.000127 0.000000 0.013714
0.048889 0.003576 0.000171 0.000000 0.013714
G.061111 0.003620 0.000214 0.000000 0.013714
0,073333 0.003665 0.000259 0.000000 0.013714
0.085556 0.003710 0.000304 0.000000 0.013714
0.097778 0.003756 0.000350 0.000000 0.013714
0. 110000 0.003801 0.000396 0.000000 0.013714
0.122222 0.003847 0.000443 0.000000 0.013714
0.134444 0.003893 0.000490 0.000000 0.013714
0.146667 0.003939 0.000538 0.000000 0.013714
0.158889 0.003986 0.000586 0.000000 0.013714
G.171111 0.004033 0.000635 0.000000 0.013714
0.183333 0.004080 0.000685 0.000000 0.013714
0.195556 0.004127 O.OG0735 0.000000 0.013714
0.207778 0.004175 0.000786 0.000000 0.013714
0.220000 0.004222 0.000837 0.000000 0.013�14
0.232222 0.004270 0.000889 0.000000 0.013714
0.244444 0.004319 0.000941 0.000000 0.013714
0.256667 0.004367 0.000994 0.000000 0.013714
0.268889 0.004416 0.001048 0.000000 0.013714
0.281111 0.004465 0.001102 0.000000 0.013714
0.293333 0.004514 0.001157 0.000000 0.013714
0.305556 0.004564 0.001213 0.000000 0.013714
0.317778 0.004614 0.001269 0.000000 0.013714
0.330000 0.004664 0.001326 0.000000 0.013714
0.342222 0.004714 0.001383 0.000000 0.013714
0.354444 0.004764 0.001441 0.000000 0.013714
0.366667 0.004815 0.001499 0.000000 0.013714
0.378889 0.004866 0.001558 0.000000 0.013714
0.391111 0.004917 0.001618 0.000000 0.013714 '�
0.403333 0.004969 0.001679 0.000000 0.0137�4 '
renton i i10�2013 2:59:40 PM Page 23
-� -
0. 41���6 G.�05G21 G.Ci��l?4C� O.C�uO�G O.G1371�
0.427778 0.005073 0.001801 O.Q00000 0.01371�
0.440000 0.005125 0.001864 0.000000 0.01371�:
0.452222 0.005177 0.001927 0.000000 0.013714
0.464444 0.005230 0.001990 0.000000 0.013714
0.476667 0.005283 0.002055 0.000000 0.013;�4
0.488889 0.005336 0.002119 0.000000 0.013714
0.501111 0.005390 0.002185 0.000000 0.013714
0.513333 0.005443 0.002251 0.000000 0.013714
0.525556 0.005497 0.002318 0.000000 0.013714
0.537778 0.005551 0.002386 0.000000 0.013714
0.550000 0.005606 0.002454 0.000000 0.013714
0.562222 0.005661 0.002523 0.000000 0.013714
0.574444 0.005716 0.002592 0.000000 0.013714
0.586667 0.005771 0.002662 0.000000 0.013714
0.598889 0.005826 0.002733 0.000000 0.013714
0. 611111 0.005882 0.002805 0.000000 0.013714
u.623333 0.005938 0.002877 0.000000 0.013714 i
0. 635556 0.005994 0.002950 0.000000 0.013714 ,
0. 64?778 0.006050 0.003023 0.000000 0.013714 '
0.660000 0.006107 0.003098 0.000000 0.013714
0.672222 0.006164 0.003173 0.000000 0.013714
0.684444 0.006221 0.003248 0.000000 0.013714
0.696667 0.006279 0.003325 0.000000 0.013714
J.708889 0.006336 0.003402 0.000000 0.013714
0.721111 0.006394 0.003480 0.000000 0.013714
0.733333 0.006452 0.003558 0.000000 0.013714
C.745556 0.006511 0.003637 0.000000 0.013714
C.757778 0.006569 0.003717 0.000000 0.013714
C.770000 0.006628 0.003798 0.000000 0.013714
C.782222 0.006687 0.003879 0.000000 0.013714
C.794444 0.006747 0.003961 0.000000 0.013714
C.806667 0.006806 0.004044 0.000000 0.013714
G.818889 0.006866 0.004128 0.000000 0.013714
C.831111 0.006926 0.004212 0.000000 0.013714
G.843333 0.006987 0.004297 0.000000 0.013714
0.855556 0.007047 0.004383 0.000000 0.013714
0.867778 0.007108 0.004469 0.000000 0.013714
0.880000 0.007169 0.004557 0.000000 0.013714
G.892222 0.007231 0.004645 0.000000 0.01371�
G, g04444 0.007292 0.004733 0.000000 0.013714
O, g16667 0.007354 0.004823 0.000000 0.013714
0. 928889 0.007416 0.004913 0.000000 0.013714
0. 941111 0.007479 0.005004 0.000000 0.013714
0.953333 0.007541 0.005096 0.000000 0.013714
0.965556 0.007604 0.005189 0.000000 0.013714
�i.g7777g 0.007667 0.005282 0.000000 0.013714
J.990000 0.007731 0.005376 0.000000 0.013714
1.002222 0.007794 0.005471 0.850187 0.013714
1.014444 0.007858 0.00556? 14.08914 0.013714
1.026667 0.007922 0.005663 35.34160 0.013714
1.038889 0.007986 0.005?60 62.24026 0.013714
1.051111 0.008051 0.005858 93.77911 0.013714
1.063333 0.008116 0.005957 129.3545 0.013714
1.075556 0.008181 0.006057 168.5515 0.013714
1.087778 0.008246 0.006157 211.0620 0.013714
END FTABLE 1
END FTABLES
EXT SOURCES
<-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<I�ame> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # ***
bti'DM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC
WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC
WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP
i�DM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP
END EXT SOURCES
EXT TARGETS
renton 7/10/2013 2:59:40 PM Page 24
<-Vo�ume-> <-�rp> <-Me:nber-><--�Llt-->Tran <-��clume-> <�en�er> Tsys Tgap i�r�c *�*
<Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strc:' -'
RCHRES 1 HYDR RO 1 1 1 WDM 1006 FLOW ENGL REP�
RCHRES 1 HYDR O 1 1 1 WDM 1007 FLOW ENGL RE�:_
RCHRES 1 HYDR O 2 1 1 WDM 1008 FLOW ENGL REF�
RCHRES 1 HYDR STAGE 1 1 1 WDM 1009 STAG ENGL REF=
COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REF�
COPY 501 OtiTFUT n7�A"� 1 1 4E.4 P1DM 80�� FLCti�I ENG� R.�F'�
END EXT TN�cGETS
MASS-LINK
<Volume> <-G�p> <-[�,erri�er-><--C�iul�--> <Targe�> <-�-rp> <-[�_err��r->T�*
<Name> <Name> # #<-factor-> <Name> <Nam�> # �T'�
MASS-LINK 2
PERLND PWATER SU�'.G :�.�833�� �CHR�S IPdFLO�i� -. ��
END MASS-LINK �
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END MASS-LINK �
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PERLND PWATER SUR�� ���.�i�+3�33 �",��F�i It•;�P^ `�]EaPd
END MASS-LINK 1�
MASS-LINK 15
IMPLND IWATER S:;R-��, (' . ,._ _3�� �F'_' ='��1F'�� [�9E�.P-i
JND MASS-LINK 1`
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END MASS-�L.=<:
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Disclaimer
Lega! Notice
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renton 7/10/2013 2:59:40 PM Page 28
Appendix C — Special Reports
Geotechnical Engineering Report, Terracon Consultants, Inc., dated 5/2/2013
� i
���rr�c�n
Geotechnical Engineering Report May2,2013
SCM Solutions,LLC
Renton Hi hlands Starbucks 1281 EastMagnolia,Unit#186
g Fort Collins,CO 80524
Renton,Washington Attention: Ms.Lisa Sunderland 8 Ms.Elizabeth Hughes
R�: GEOTECHNICAL ENGINEERING EVALUATION
Renton Highlands Starbucks
May 2,2013 NE 3rtl Street&NE 4'"Street
Renton,Washington
Terracon Project No.81135021 Tercacon Project No.81135021
Dear Lisa and Elizabeth,
Prepared for:
SCM Solutions,LLC Terracon Consultants, Inc. (Terracon)hes completed a geotechnical engineering evaluation for
the above-referenced project. Our services were performed in general accordanCe with our
Ft.Colllns,Colorado proposal(Terracon No. P81130056)dated February 26,2013. This report presenls lhe results
of our evaluation and provides our geotechnical recommendatio�s concerning design and
constructbn issues.
We appreciate the opportunity to be of service to you o�this project. If you have any questions
Prepared by: concerning our report,or iF we may be of further service,please don't hesitate to contact us.
Terracon Consultants, Inc.
Mountlake Terrace,Washington Sincerely,
Terracon Consultants,Inc.
1�0��y����
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Robert W.SargeM;P.E. James M.Brisbine,P.E.,L.G.
ProJect Geotechnical Engineer Sr.Project Geotechnical Engineer
� � � � ,
.; I Copies to, Addressse(1 PDF copy via emaip
V�
+,;. ;.° ' -�•,- " .. ,..:, Sara Martl�/Sterling Design Assceiates(1 PDF copy via emaiq
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I
Geotechnical Engineering Report 1 f�rracon
lferracon Renton Highlands Starbucks Renton,WA
May 2,2013 Terracon Project No.81135021
TABLE OF CONTENTS
EXECUTIVE SUMMARY
EXECUTIVE SUMMARY...............................................................................................................i
1 0 INTRODUCTION...................................................................................................................1 Terracon has completed a geotechnical engineering evaluation for the proposed construction
2.0 PROJECT INFORMATION....................................................................................................1 of a new Starbucks coffee shop at the project site. Our scope of work included five exploratory
2.1 Site Delineation..................................................................................................................1
2.2 Existing Site Usage............................................................................................................2 borings, Iimited laboratory soil testing, geotechnical analysis, and preparation of this report.
2.3 Proposed Site Development...............................................................................................2 Based on our findings, we have derived the following geotechnical conclusions and
2.4 Scope of Work....................................................................................................................2 recommendations:
3.0 SITE SETTING......................................................................................................................3
3.1 Regional Geography..........................................................................................................4 Subsur/ace Condklons: The entire site appears to be underlain at shallow depths
3.2 Regional Geology...............................................................................................................4 '
3.3 Re ional Zonin q (typically about 1 foot)by generally medium dense,granular soils,which we Interpret
g' g.................................................................................................................
4.0 SITE CONDITIONS...............................................................................................................4 as recessional outwash. One boring disclosed approximately 6 feet of loose fill soils
4.1 Development and Surface Features...................................................................................4 over the outwash deposit. None of our borings encountered groundwater within the
4.2 Soil Stratigraphy.................................................................................................................5 depths explored(about 20 feet below the surface).
4.3 Groundwater Levels...........................................................................................................6
5.0 CONCLUSIONS AND RECOMMENDATIONS......................................................................6 Geolog/cal Hazards: Based on municipal zoning maps,the site does not appear to
5.1 General Design Conslderations.........................................................................................6 �
5.2 Site Preparation..................................................................................................................7 be impacted by landslide risks, liquefaction potential, abandoned landfills, peat
5.3 Spread Footings.................................................................................................................8 deposits,or other geological hazards that would adversely affect site development.
5.4 SIa6-On-Grade Floors.............................. ....................................................................10
5.5 Drainage Systems............................................................................................................11 . Bullding and Floor Support: The proposed building walls and columns can be
5.6 Pavement Sections..........................................................................................................11 supported by conventional spread footings that bear on undisturbed native
5.7 Structural Fill....................................................................................................................14 recessional outwash. A convantional slab-on-grade floor can be used within the
6.0 CL05URE............................................................................................................................15
proposed buiiding If the floor subgrades are properly prepared.
FIGURES • Earthwork Considerations: The on-site soils are moderately silty,which renders
them sensitive to moisture conditions and difficult to compact when wet. As such,
Figure 1—Site Location Map earthwork should be performed during periods of dry weather.
Figure 2—Site&Exploration Plan
Infikratlon Considerations: The native recessional outwash deposit that underlies
the site Iikeiy possesses a low to moderate permeability. Although percolation rates
APPENDIX A–Field Exploration Procedures,General Notes,and Logs will not be high,the site does appear to offer the potential for infiltrating stormwater
runoff.
APPENDIX B–Laboratory Testing Procedures,Soil Classifications and Results
This summary should be used only in conjunction with the entire report for design purposes.
APPENDIX C–Supplemental Information it should be recognized that geotechnical details were not included or not fully developed in this
section;as such,the report must be read in its entirety for a comprehensive understanding of
the items presented above. Also, please refer to the GENERAL COMMENTS section for a
discussion of the report limitations.
I
l��rracon Geotechnical Engineering Evaluation l��rracon
Renlon Hiyhlands Slarbucks Renlon,WA
May 2,2013 Terracon Project No.81135021
- _
GEOTECHNICAL ENGINEERING REPORT rae�e�
SUMMARY OF PROJECT 5/TE DEUNEATION
RENTON HIGHLANDS STARBUCKS Parameter Genera��escripuon
NE 3RD 8�NE 4T"STREET Township I Range I Sectlon NE'/.of NW'/.,Sect.16,T23N,RSE
RENTON,WASHINGTON
Latitude/Lonyltude Lat=47.488 deg. Lon=-122.179 deg.
____ _ _ -__.___ _
Terracon ProJect No.81136021 Overall Shape: Trapezoidal.
May 2,2013 Geometry Approximate Dimensions: 130 feet x 240 feet overall.
Approximate Total Area: 25,363 aquare feet.
North Side: NE 4lh Streef;residential property beyond.
1.0 INTRODUCTION Visual BoundaAes South Side: NE 3rtl Street commercial property beyond.
West Side: Abandoned ges statlon and parking lot.
This report presents the results of our geotechnical engineering evaluation performed for the East Side: Undeveloped grassy area.
proposed construction of a Starbucks coffee shop on the subject site. The purpose of our
evaluation was to provide geotechnical characterizations, conclusions, and recommendations
concerning the following elements of the project: 2.2 Existing Sfte Usage
Building foundations ■ Flexible pavements Most of the site is currently vacant and undeveloped. However,the southwestern corner of the
Slab-on-grade floors ■ Rigid pavements site is currently occupied by a parking area and sign that are associated with the adjacent
Geological hazards . Structural fill abandoned gas station.
Seismic criteria . Generai earthwork
Infiltration potential . Building dralns 2.3 P�oposed Slte Dev9lopment
Development plans call for constructing a Starbucks coffee shop on the site. According to a
2.0 PROJECT INFORMATION conceptual layout plan,the new development will comprise a 1650-square-foot bullding situated
in the northwestern portion of the site,with a drive-through lane extending around the northern
The following sections present information regarding site delineation, existing site usage, and western sides of the bullding,and with an asphaltic parking lot located on the eastern and
proposed development features, and our geotechnical scope of work. Terracon should be southern sides. We anticipate that foundation,floor,and pavement loads wiil be relatively low.
notified if any significant changes are made in the proposed slte location,layout,or details. It has not been determined whether stormwater runoff will be discharged into a municipal storm
drain system or infiltrated on site.
2.1 Site Delineation
2.4 Scope of Work
The project site comprises a vacant parcel located at the wastern corner of the intersection of
NE 3rd Street and NE 4'"Street In the Highlands area of Renton,Washington. Table 1,below, We pertormed all geotechnical services in general accordance with our previously mentioned
summarizes our understanding of the site tocation and boundaries, as gained from maps, proposal. It should be noted that our authorized scope of services did not include any
survey plans,aerial photos,team communications,and a site reconnaissance. Figure 1 shows environmental characterization or testing of on-site soil samples. We ultimately completed the
the general site location,and Figure 2 illustrates the approximate site boundaries in relalion to following geotechnical scope items:
surrounding features.
<, +- .: ,.. .� , _..
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i
Geotechnical Engineering Evaluation Geotechnical Englneering Evaluation 1��rracon
Renton Highlands Slarbucks Renton,WA l��rracon Renton Highlands Starbucks Renron,WA
May 2,2013 Terrecon Project No.81135021 May 2,2013 Terrecon Project No.A1135021
Reviewed topographic maps,aerial photographs,surtace photographs,municipal hazard 3.7 Regional Geography
maps,and geologic maps regarding the site vicinity.
Performed a surface reconnaissance of the site and immediate vicinity. Topographically, the project site is situated on the western edge of a large upland plateau
known as the Renton Highlands. Regional surface grades slope gently downward to the west
Advanced five exploratory borings(designated B-1 through B-5)to depths ranging up to across this plateau,and surtace elevations range from about 320 to 325 feet(USGS datum)in
about 21 feet below existing grades,at strategic locations across the site. the site vicinity. Judging by local topography,it appears that very little cutting and possible only
minor filling was performed near the site as part of the original development of neighboring
Performed Ilmited geotechnical laboretory testing on representative samples of the near- properties and streets.
suriace soiis.
3.2 Reglonal Geology
Analyzed subsurface conditions in relation to the proposed development,and prepared
this written report. According to the 2007 Geologic Map of King County,the site and immediate vicinity is mantled
The tunctional locations,elevations,and depths assoclated with our recent on-site explorations by a recessional outwash deposit. Recessional outwash ryplcally consisis of silty sands with
are summarized in Table 2,and their relative locations are illustrated on Figure 2. Appendix A moderate densities and a thickness ranging from a few feet to several tens of feet. The geology
describes our field exploration procedures, and Appendix B descrlbes our laboratory testing map shows that this surficial soil deposit overlies a more-widespread glacial till deposit,which is
procedures. exposed to the north and east of the project site.
_ -- – — .
___ ___--
TABLE 2 3.3 Regional Zoning
SUMMARY OF SITE IXPLORATION PROGRAM
Surface Termination King County's on-line regional zoning maps show approximate locations where geological
Exploration Functional Elevation Depth hazards and other Environmentally Sensitive Areas are documented or suspecled. According
�ceatlon (teet) (feet) to these maps,there are no potential or known landslide areas,wetlands, liquefaction zones,
B-1 Proposed Building Footprint 322 21% abendoned landfills,or peat deposits within or near the site vicinity.
B-2 Proposed Building Footprint 323 21%
B-3 Proposed Parking Area/Drive Thru Lane 324Y 6'/ 4.0 SITE CONDITIONS
B-4 ' Proposed Parking Area 324%x 9
B-5 Proposed Entry/Exit Area 322 6'/:
Note: All exploretion depths and elevations should be regarded as only epproximate values. Terracon representatives visited the project site several times during February and March of
Elevation datum: Concept Plan provided by SCM. 2013 to evaluate surface and subsurface conditions. Due to the undeveloped nature of this site,
we had no communications with the current property owners and,as a result,did not obtain any
site information from them. Our geotechnical observations, measurements, findings, and
3.0 SITE SETTING interpretatlons are described in the following text sections.
We obtalned information concerning regional condltlons In the site vicinity from a review of 4.1 Developm9nt 8nd SurfaC6 Features
topographic maps published by the U.S. Geological Survey(USGS),geologic maps published
by GeoMap Northwest, and on-line zoning maps prepared by King County. Our research The following paragraphs briefly discuss existing site development and surface features, as
findings are discussed below,and excerpts from selected maps and photo files are contained in observed or inferred during our site reconnaissance.
Appendix C.
o Sur/ace Giades: Most of the site is fairly flat,with a very gentle slope downward to the
west. We observed two gently rounded high points on the site: one in the central-
southern portlon and another at the far northwestern edge. The site has an average
surface elevation of about 324 feet(USGS datum).
Relfable«Responsiva •Comenient�Innovative 3 Reliable+Reaponsfve�Convenlent<Innovative 4
�
Geotechnical Englneering Evaluation Geotechnical Engineering Evaluation 1�erracon
Renton Highlands Starbucks Renton,WA �rracon Renton Highlands Starbucks Renton,WA
May 2,2013 Terracon Prnjer.l No.81135021 May 2,2013 Te�racon Project No.81135021
4.3 Groundwater Levels
Pavements: Asphaltic pavement presently covers a roughly triangular area that
encompasses approximately 3000 square feet at the southwestern corner of the site. Our exploratory borings did not encounter groundwater at the time of drilling(March 28,2013).
This pavement extends onto the site from the adjacent abandoned gas station. It However, it is likely that perched water forms atop the glacial till deposit, which we infer to
generally appears to be in fair condition,but the thickness of the pavement is unknown. underlie the site at greater depths. Over the entire site, groundwater conditions probably
fluctuate with season,precipitation patterns,on-site or off-site usage,and other factors.
Vegetation: Existing site vegetation includes several deciduous trees within the
landscaping verga at the northern edge of the site (alongside NE 4'" Street), several 5.0 CONCLUSIONS AND RECOMMENDATIONS
evergreen trees at the northwestern edge of the site,and a clump of bushes near the
northwestern corner. The remalnder of the site is predominantly covered by short Based on our surface reconnaissance, subsuAace exploration, and document research, we
grasses with a few scattered deciduous trees.
conclude that the proposed site development is feasible from a geotechnical standpoint,
Structures: No buildings currently exist on the project site. Near the southweslern contingent on proper design implementation and construction practices. Our geotechnical
corner of the site,there is a two-leg sign that is associated with the adjacent abandoned conclusions and recommendations concerning general design considerations,site preparation,
spread footings, slab-on-grade floors, drains, pavement sections, and structural fill are
gas station. presented in the following text sections. ASTM specification codes cited herein refer to the
2010 manual published by the American Society for Testing&Materials. WSDOT codes refer
Utilities: We Inier that the neighboring site to the west is serviced by underground to the 2012 edition of Standard Specilications for Road. Bridge, and Municipal Construction
sewer and water,and possibly by underground gas. The electrical service appears to be published by Washington State Department of Transportation.
overhead. Utilities do not currently appear to be established on the project site.
4.2 Soil Stratigraphy 5.1 General Design Considerations
Our exploratory borings revealed two shallow soil deposits below the sfte,as described in the We offer the following comments, conclusions, and recommendations concerning general
following paragraphs. The boring logs contained in Appendix A and the lab sheets contained in geotechnical design issues affacting the overall development.
Appendix B provide details regarding on-site soil conditions. Although our scope of work did not
involve any sampling or testing for possible environmental soii contaminants,it should be noted Geological Hazards: King County's on-line regional maps do not show any geological hazard
that we did not detect any petroleum sheens or odors in any of the soil samples that we areas,such as steep slopes,landslide zones,peat deposits,landfills,and liquefaction zones,at
obtained. or near the subject site. Our surface reconnaissance and subsurface exploration confirmed this
regional mapping. Consequently, the or000sed site development does not aooear to be
Su�Cial Fill Soils: One of our five borings(B-4)disclosed a deposit of loose,gravally, constrained by anv municioal Sensitive Area Ordlnances(SAO)of a peoloyicai nature.
silty sand extending approximately 6 feet below exlsting grade. We interpret this deposit
to represent a pocket of either old fill soil or reworked native soils. Earthwork Consideretions: Our borings and laboratory testing disclosed generally silty soils
underlying the site. Because these soils are moisture-sensltive and easily disturbed when wet,
Recesslonal Outwash: At a depth of less than 1 foot below existing grades, our we recommend that earthwork be scheduled for extended periods of dry weather.
remaining four borings encountered silty,gravelly sand or gravelly sand with silt,which
we interpret as native recessional outwash. This deposit ranged from loose to dense but Foundation Conslderations: Our borings revealed that the site is generally underlain by
was generally medium dense,and it extended to the termination depth of all five borings. medium dense recessional outwash soils. These near-suAace soils are adequately suited for
Our grain-size analyses pertormed on two representative samples revealed a fines(silt foundatfon bearing due to their fairly low compressibillty and moderate shear strength. We
and clay)content of about 4 to 12 percent,a sand content of about 56 to 65 percent,and therefore conclude that conventional shallow spread footings can be used to su000rt the new
a gravel content of about 24 to 39 percent. Measured field moisture contents ranged buildinq if subqrades are orooerly oreoared and protected from weather.
from about 4 to 12 percent.
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Geotechnical Engineering Evaluation Geotechnical Engineering Evaluation l��rr�con
Renton Highlands Starbucks Renton,WA lf�rracon Renton Highlands Starbucks Renton,WA
May 2,2013 Terracon Project No.81135021 May 2,2013 Terracon Project No.81135021
Selsmic Site Class: The 2009 International Building Code(IBC)assigns a seismic Site Class 5.3 Spread Footings
on the basis of geological conditions prevailing within a depth of 100 feet below the local ground
surtace. Although our borings did not extend to a depth of 100 feet,we infer from near-surface Conventional spread footings can be used to support the proposed building if the subgrades are
soil observations and from available geologic maps that the overall subsurface conditions properly prepared. We offer the following comments and recommendations concerning design
corresoond to Site Class"D"as defined bv the IBC. and constructlon of spread footings. In the event that unfavorable soil conditions are revealed
by future excavations, then we might need to provide supplemental recommendations for
Inflltratlon Potential: Our scope of work did not inctude infiltration testing or analysis,but we subgrade improvements or an alternative foundatlon system.
infer from density and texturel properties that the recessional outwash deposit underlying the
entire site would likely offer a low to moderete percolation rate(probably on the order of 0.5 to Footing Depths and Widths: For frost and erosion protection, the bottoms of all exterior
1.0 inch per hour). As such,the on-site soil conditions appear to be suitabte for some degree of footings should bear at least 18 inches below adjacent outside gredes,whereas the bottoms of
stormwater infiltration. We recommend that In-situ percolation testing and gyiantftative analyses interior footings need bear only 12 inches below the surrounding slab or crawispace level. To
be oerformed if the develooment plans call for infiltrating some or all stormwater at the site. reduce post-construction settlements, continuous(wall)and isolated (column)footings should
be at least 18 and 24 inches wide,respectively.
5.2 Site Preparation
Bearing Provlslona: We recommend that all footings bear directly on firm,undisturbed,native,
Preparation of the proJect site will Involve tasks such as temporary drainage,stripping,cutting, recessional outwash soils. In the event that localized zones of loose or soft native soils or
filling, erosion control, and subgrade compaction. The paragraphs below present our uncontrolled fill are encountered below footing subgrades, these deficient soils should be
geotechnical comments and recommendations concerning these varlous issues. overexcavated end replaced with suitable bearing material. This will Involve overexcavating the
existing soil downward as needed to reach firm native soils, and oulward a commensurate
Temporary Dralnage: Any sources of surface or near-surface water that could potentially enter dfstance as Indicated in the sketch below. The resulting overexcavations should then be
the construction zone should be intercepted and diverted before stripping or grading activities backfilled to create aggregate bearing pads in accordance with the following paragraph.
begin. We tantatively anticipate that a system of temporary curbs or berms placed around the
upslope (eastern) side of the construction zone will adequately intercept most surface water `�
runoff. However, the selection of an appropriate drainage system will depend on the water
quantity, season, weather conditions, construction sequence, and contractor's methods; �+'`��i�����''��!= �' ���-��'_'���
ia:-i�_.su u� T
therefore,final decisions regarding temporary drainage details are best made in the field at the �'«�,;,I ��
time of construction. The site is bordered by sidewalks with curbs on the uphill portions of the `�
site and we anticlpate that current surtace drainage features will control most surface runoff. �_v�o .l! W ��zno�-
Wsi�l����x�l�iiy4vul�.. . ;— �
1��'1 i
Clearing and Stripping: After surface and near-surface water sources have been controlled, `��"°° o ���
the construction zone should be cleared and stripped of all existing pavements, slabs, _�
sidewalks,sod,and topsoil. Stripping depths on the order of 6 to 12 inches appear adequate �»�-__�: _�- —_.. . '.
nr>tu::- --�,��;r
over most of the site,but these should be adjusted as needed to remove all root mats,tree root =+�`= -
balls,muck,and other deleterious materials.
Bearing Pad Materlals: We recommend using a fairly clean,granular soil for the aggregate
Weather Considerations: It should be realized that if the stripping or cutting operations bearing pads where needad beneath footings. Suitable imported materials would include
proceed during wet weather,greater stripping depths might be necessary to remove disturbed "BallasY'per WSDOT:9-03.9(1),"Gravel Borrow"per WSDOT:9-03.14,and"Crushed Surfacing
moisture-sensitive subgrade soils. For this reason, site earthwork is best performed during a Base Course" per WSDOT: 9-03.9(3). Portions of the on-site outwash soils might also be
period of dry weather. suftable for this purpose if adequately moisture-conditioned at the time of placement. In all I
cases, the bearing pad materials should be compacted to a uniform density of at least 95 i
percent(based on ASTM:D-1557).
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Geotechnical Engineering Evaluation Geotechnical Engineering Evaluation lf�rracon
Renton Highlands Starbucks Renton,WA lf�rr�con Renlon Highlands Starbucks Renton,WA
May 2,2D13 Terracon Project No.81135021 May 2,2013 -Terracon Projecl No.81135021
Bearing Capacitles: Based on the bearing provisions described above,we recommend that all 5.4 31ab-On-Grade Floors
tootings be designed for the following maximum allowable soil bearing capacities. These values
incorporate static and translent (wind or seismic) safety factors of at least 2.0 and 1.5, In our opinion,a soil-supported slab-on-grade floor can be used in the proposed new building if
respectively. the subgrade is properly prepared. We offer the following comments and recommendations
concerning slab-on-grade floors.
— __
Design Parameter Allowable Value
5tatic eearing Pressure 2500 psf Floor Sectlons: A slab-on-grade floor section typically comprises a concrete slab over a vapor
Seismic Bearing Pressure 3300 psf barrier over a capillary break layer and,where needed,a subbase course. We recommend the
following minimum thicknesses for these layers. Our specific recommendations for subgrade
preparation and layer materials are discussed below.
Footing Settlements: We estimate that total post-construction settlements of properly
designed footings bearing on properly prepared subgrades wili not exceed 1 inch. Differential ---
settlements between new foundation elements over horizontal spans on the order of 50 feet Floor Layer(top to bottom) Minimum Thickness
could approach'/�inch. In all cases,these settlements would be reduced if the actual design Concrete sla6 (by others)
bearing pressures are lower than our recommended maximum allowable pressures. Vapor Retarder/Barrier 10 mil
Capiilary Break 4 Inches
Subbase Course 6 inches
Footing and Stemwall Backflll: To provide erosion protection and latera�load resistance,we
recommend that all footing excavations be backfilled on both sides of the footings and
stemwalis after the concrete has cured. Either imported or on-site granuler soils can be used Subgrade Preparetion: After the slab-on-grade floor area has been cut down to an elevation
for this purpose. All footing and stemwall backfill soil should be compacted to a uniform density that will accommodate the appropriate layers,the exposed subgrade solls should be compacted
of at least 90 percent(based on ASTM:D-1557). to a firm and unyielding condition by means of a vibratory-drum roller. Any localized zones of
soft, organic-rich, or debris-laden soils disclosed during compaction should be overexcavated
Laterel Reslstance: Footings and stemwalls that have been properly backfilled as described and replaced with structural fill material. If the subgrade is prepared during wet weather, it
above will resist lateral movements by means of both passive earth pressure and base frictlon. might be advantageous to cover it with a separation geotextile(such as Mirafi 140N)before the
We recommend using the following allowable values, which incorporate static and transient subbase course Is placed.
(wind or sefsmlc)safety factors of at least 1.5 and 1.1, respectively. Allowable base friction, Subbase Course: A subbase course provides structural support for a floor slab and helps to
which includes a safety factor of 1.5,can be combined with the respective passive pressure to reduce long-term differential settlements. For this purpose, we recommend using imported,
resist static and transient loads.
well-graded sand and gravel,such as"BallasY'par WSDOT: 9-03.9(1)or"Gravel Borrow"per
WSDOT:9-03.14. Alternatively,an angular material such as"Crushed Surfacing Base Course"
Design Parameter Allowable Value_ per WSDOT:9-03.9(3)could be used,although these materials would likely be more expensive.
static Passive Pressure 2�5 pcf In the interest oi using recycled materials, it would also be acceptable to use crushed cement
Transient Passive Pressure 375 pcf concrete, provlded that It meets the same textural criteria as the aforementioned WSDOT
Basa Friction Coefficient 0.4 materials.
Subgrade Verification: Footings should never be cast atop loose,soft,organic,or frozen soil, Capillary 8reak: A capillary break is a layer of relatively porous matarial placed beneath floor
slough,debris,existing uncontrolled fill,or surfaces covered by standing water. We recommend slabs to retard the upward wicking of groundwater, as well as to provide a smooth bearing
that the condition of all subgrades be verified by a Terracon representative before any bearing surtace. Ideally,the caplllary break would consist of clean, uniform,well-rounded gravel,such
pad fill is placed,and then again before any footing concrete is poured. as 5/8-inch or 7/8-inch washed rock. It would also be acceptable to use a clean,angular gravel
such as"Crushed Surfacing Base Course"per WSDOT:9-03.9(3)tor this purpose.
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Geotechnical Engineering Evaluation Geotechnlcal Engineering Evaluatfon l��rracon
Renton Highlands Starbucks Renlon,WA l�erracon Renton Highlands Starbucks ti Renlon,WA
May 2,2013 Terrecon Project No.81135021 May 2,2013 Terracon Project No.81135021
Floor Settlements: If the subgrade and floor�ayers are properly constructed,we estimate that our scope of work dfd not include a CBR test on the surficial site solls,we infer from our limited
tota�post-construction settlements of the slab-on-grade floor will not exceed'/.inch. Differential textural testing that a CBR value of 10 to 15 would likely be appropriate for pavement design
settlements across the length of the floor could approach one-half of the actual total settlement. purposes. Correlation charts indicate that this CBR range corresponds to a subgrade reaction
modulus range of about 200 to 250 pci.
Subgrade Veriflcation: Floor slabs should never be cast atop loose, soft,organic, or frozen
soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. We Traffic Design Values: Traffic conditions can be defined by a Traffic Index (TI), which
recommend that the condition of all subgrade areas be verlfied by a Terracon representative quantifies the combined effects of projected car and truck treffic. Although no specific traffic
before any underslab fill is placed,and then again before the slab is poured. data was available at the time of our analysis,we estimate that a TI of 3.0 to 4.0 would likely be
appropriate for the car-parking lot and drive-through lane. A slightly higher TI of about 5.0
b.b Dralnage Systems appears appropriate for an access driveway subjected to daily deliveries by small freight trucks,
but this does not accommodate frequent use by heavy Treight trucks.
In our opinion,the new development should be provided with permanent drainage systems to
reduce the risk of future moisture problems. We offer the following recommendatlons and Flexible Pavement Sectlons: A flexible pavement section typically comprises an asphalt
comments for drainage design and construction purposes. concrete pavement (ACP) over a crushed aggregate base (CAB) over a granular subbase
(GSB). Although the G58 can be omitted in certain cases,we infer that it is beneficial at this
Foundatlon Dralns: We recommend that the building be encircled with a perimeter foundation site in order to mitigate [he moisture-sensitive subgrade conditions. Our recommendad
drain to collect exterior seepage. This drain should consist of a 4-inch-diameter rigid,perforated minimum thicknesses for flexible pavement sections,which are based on the aforementioned
pipe within an envelope of pea gravel or washed rock,extending at least 6 inches on all sides of design values and a 20-year Iifespan,are shown below.
the pipe. The gravel envelope should be wrapped with filter fabric (such as Mirafi 140N) to
reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be Minimum Thickneas
' installed no more than 8 inches above or below the base of the perimeter footings. Flexible Pavement Layen parking lot 8 light-Truck
(top to bottom)
Drive-Thru Driveway
Subfloor Dreins: Based on the groundwater conditions observed in our site explorations,we
currently do not infer a need for drains beneath fioor slab if the foundation drains are properly Asphalt Concrete Pavement(ACP) 3 inches 3%inches
installed. However,the final decision regarding the need for subfloor dralns should be made at Crushed Aggregete Base(CAB) 3 inches 4 inches
Granular Subbase(GSB) 6 Inchea 6 Inches
the time of construction, after the floor subgrade has been exposed and the foundation walls
have been cast.
Rlgld Pavement Sectlons: A rigid pavement section typically comprises a cement concrete
Runoff Water: Roof downspouts,parking lot drains,and drains from any other runoff surfaces pavement (CCP) over a crushed aggregate base (CAB) over a granular subbase (GSB).
should not be tied into the perforated piping syslem of the foundation drain. Instead,the runoff Although the GSB can be omitted in certain cases,we infer that it is beneficial at this site in
water collected from such sources should be routed through a separate tightline piping system. order to mitigate the moisture-sensitive subgrade conditions. Our recommended minimum rigid
Also, final site grades should be sloped so that surface water flows away from the building pavement sections,which are based on the aforementioned design valuea,are shown below.
rather than ponding near the foundation walls. _
Ml�imum Thicknesa
6.6 Pavement Sectlons Rigid Pavement Layers parkinp Lot 8 Llght-Truck
(top to boetom)
Drive-Thru OHveway
We anticipate that some combination of flexible and rigid pavements wlll be used In new parking Cement Concrete Pavement(CCP) 5 inches 6 inches
lot and drive-through lane. The following comments and recommendations are given for Crushed Aggregate Base(CAB) 2 inches 2 inches
pavement design and construction purposes. Granular Subbase(GSB) 6 inches 6 inches
Soil Design Values: Soil conditions can be defined by a California Bearing Ratio(CBR),which
quantitatively predicts the effects of wheel loads Imposed on a saturated subgrade. Although
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Geotechnical Engineering Evaluation Geotechnical Engineering Evaluation lf�rracon
Renton Highlands Starbucks Renton,WA lferracon Renton Highlands Starbucks Renton,WA
May 2,2013 Terrecon Project No.81135021 May 2,2013.Terrecon Project No.81135021
Subgrade Preparatlon: All pavement subgrades should be compacted to a firm and unyielding
condition before any pavement layers are placed. We recommend using a vibratory rolier in Pavement Life and Maintenance: It should be realized that asphaltic pavements are not
granular(sand or gravel)subgrade areas and a static roller in cohesive(silt or clay)subgrade maintenance-free. The foregoing pavement sections represent our minimum recommendations
areas. The resulting subgrade condition should then be verified by proof-rolling with a loaded for an average level of performance during a 20-year design life;therefore,an average level of
dump truck or other heavy construction vehicle, in the presence of a geotechnical maintenance will likely be required. Furthermore, a 20-year pavement life typically assumes
representative. It should be specifically noted that boring B-4 disclosed up to 6 feet of loose fill that an overlay will be placed after about 10 years. Thicker asphalt, base, and subbase
soils. We recommend that this existing fill material be overexcavated and then either be courses would oHer better long-term performance,but would cost more initially;thinner courses
recompacted(if properly moisture conditioned)or be replaced with Imported granular material. would be more susceptible to"alligator"crecking and other failure modes. As such,pavement
design can be considered a compromise between a high initial cost and low maintenance costs
Granular Subbase: We recommend that all GSB material consist of Imported, well-graded versus a low Initlal cost and hlgher malntenance costs.
sand and gravel,such as"BallasP'per WSDOT:9-03.9(1)or"Gravel Borrow"per WSDOT: 9-
03.14. In the interest of using recycled materials from on-site or off-site sources, it would be 5.7 Structural Fill
acceptable to substitute up to 20 percent of the GSB with crushed asphalt concrete or up to 100
percent of the GSB with crushed cement concrete, provided that the final mixture meets the The term structural fill refers to any materials placed under foundations,retaining walis,slab-on-
same textural criteria as the aforementioned WSDOT materials. Regardless of composition,all grade floors,sldewalks,pavements,and other such features. Our comments,conclusions,and
GSB material should be compacted to a minimum density of 95 percent based on the Modified recommendations concerning structural fill are presented in the following paragraphs.
Proctor maximum dry density(per ASTM:D-1557).
Structural FIII Materlals: For general use,a well-graded mixture of sand and gravel with a low
Cruahed Aggregate Base: We recommend that all CAB material conform to the criteria for fines content(commonly called"gravel borrow"or"pit-run")provides an economical structural fill
"Crushed Surfacing Base Course" per WSDOT: 9-03.9(3). In the interest of using recycled material. For specialized applications,it may be necessary to use a highly processed material
materials from on-site or off-site sources,it would be acceptable to substitute up to 20 percent such as crushed rock, quarry spalls, clean sand, granulithic gravel, pea gravel, drain rock,
of the CAB with crushed cement concrete, provided that the final mixture meets the same controlled-density fill(CDF),or lean-mix concrete(LMC). Recycled asphalt or concrete,which
texturel criteria as the aforementioned WSDOT materlal. Regardless of compositlon, all CAB are derived from pulverizing the parent materials,are aiso potentially useful as structural fill in
material should be compacted to a minimum density of 95 percent based on the Modified certain applications. Soils used for structural fill should not contain any significant amount of
Proctor maxlmum dry denslty(per ASTM:D-1557). organic matter or debris,nor any individual particles greater than about 6 inches In dlameter.
Asphak Concrete Pavement: We recommend that the ACP aggregate gredation conform to Soll Molsture Conslderatlons: The sultability oi soils used for structural flll depends primarily
the control points for a Y�-Inch mlx(per WSDOT:9-03.8(6))and that the binder conform to PG on their grain-size distribution and moisture content when they are placed. As the fines content
58-22 criteria(per WSDOT:9-02.1(4)). We also recommend that the ACP be compacted to a (that soil fraction passing the U.S. No, 200 Sieve) increases, soils become more sensitive to
target average density of 92 percent, with no individual locations compacted to less than 90 small changes in molsture content. Soils containing more than about 5 percent fines(by weight)
percent nor more than 96 percent, based on the Rice theoretical maximum density for thet cannot be consistently compacted to a firm, unyielding condition when the moisture content is
material(per ASTM:D-2041). more than 2 percentage polnts above or below optimum.
Cement Concrete Pavement: We recommend using Portland cement concrete with a On-Site Soils: Because only minor cuts are plannad for the site after surtace stripping, we
minimum compressive strength of 4,000 psi and a minimum rupture modulus of 580 for the expect that only small quantities of on-site native soils will be generated during earthwork
CCP. We also recommend that the concrete be reinforced with a welded wire mesh such as activities. Most or all of these on-site soils will likely consist of sands with gravel and a variable
W2-6x6,positioned at a one-third depth within the layer. silt content. Depending on the silt content, most on-site soils will likely be reusable during dry
weather,but they are moderately moisture-sensitive will be difficult to reuse during wet weather.
Compaction Testing: Compaction of the CAB and GSB layers should be verified qualitatively Any zones of organic soil should be excluded.
by method observations, proof-rolling, and hand-probing, as well as quantitatively by nuclear
densometer testing. Compaction of the ACP should be quantified by laboratory testing of core Wet-Weather Earthwork: As discussed above, most of the on-site native soils would be
samples,along with in-situ nuclear densometer testing. difficult to reuse as structural fill during wet weather. Consequently,the proJect speciflcations
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Geotechnlcal Engineering Evaluation Geotechnlcal Englneering Evaluatlon l��rracon
Renton Highlands Starbucks Renton,WA l��rracon Renton Highlands Starbucks Renton,WA
Mey 2,2013-Terracon Project No.81135021 May 2,2013•Terrecon Project No.81135021
should include provisions for using imported, clean, granular fill. As a general structural fill This report has been prepared for the exclusive use of our client,for specific application to the
material, we recommend using a well-graded sand and gravel such as "BallasP' or "Gravel currently proposed project,and in accordance with generally accepted geotechnical engineering
Borrow" per WSDOT: 9-03.9(1) and 9-03.14, respectively. For combined structural fill and practices. No warranties, either express or implied, are intended or made. Site safety,
drainage purposes,a relatively clean and uniform angular material such as"Crushed Surfacing excavation support,and dewatering requirements are the responsibility of others. In the event
Base Course"per WSDOT:9-03.9(3)is preferable. that changes in the nature, design, or location of the project as outlined in this report are
planned,the conclusions and recommendations contained in this report shall not be considered
FIII Placement and Compaction: Structural fill materials should be placed in horizontal lifts not valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
exceeding about 12 Inches in loose thickness. Unless stated otherwise in this report, we report fn writfng. '
recommend that each lift then be thoroughly compacted with a mechanical compactor to a
uniform density of at least 90 percent, based on the Modified Proctor test (ASTM: D-1557).
Compaction is not necessary for certain structural fill materials,such as pea gravel,drain rock,
quarry spalls,CDF,and LMC.
Subgrade Verificatlon and Compaction Testing: Regardless of material or location, all
structural fill should be placed over firm,unylelding subgrades prepared in accordance with our
various recommendations for site preparation. The condition of all subgrades should be verified
by a Terracon representative before soil or concrete placement begins. Also,fill soil compaction
should be verified by means of in-place density testing, hand-probing, proof-rolling, or other
appropriate methods periormed during fill placement so that the adequacy of soil compaction
efforts may be evaluated as earthwork progresses.
6.0 CLOSURE
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction, and other earth-related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from ihe explorations performed at the indicated locations and from other information discussed
In this report. This report does not reflect variations that may occur between explorations,
across the site, or due to the modifying effects of construction or weather. The nature and
extent of such variations may not become evident until during or after construction. If variations
appear, we should be immediately notified so that further evaluation and supplemental
recommendations can be provided.
The scope of services for this geotechnical project does not include either specifically or by
implication any environmental or biological (such as mold, fungi, and bacteria)assessment of
the site, nor any identification or prevention of pollutants, hazardous materials or conditions.
Our companion Phase 1 environmental report should be consulted regarding such information.
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FIELD EXPLORATION PROCEDURES
The following paragrephs describe our procedures associated with the on-site subsurface
explorations and field tests that we conducted for this project. Interpretive stratigraphic logs of
our auger borings are enclosed in this appendix. Our scope of work did not include a precise
survey of each exploration location. Instead,all horizontal positions were determined by pacing
or taping distances from existing site features, and all depths were referenced to existing site
grade. As such,the locations and depths given in the report text,shown on the report figures,
and stated on the stratigraphic logs should be considered accurate only to the de9ree implied by
our measuring methods.
Auger Borinaa
All borings were advanced with a hollow-stem auger,using a track-mounted drill rig operated by
an independent drilling firm(Boretec-1, Inc.)working under subcontract to Terracon. As each
boring was completed,the borehole was backfilled with suitable materials and the surtace was
APPENDIX A patched with asphelt or concrete. Excess soil cuttings were deposited on site in discreet
ia�c�o�g.
A geotechnical specialist from our firm continuously observed the borings, logged the
FIELD EXPLORATION subsurtace conditions, and collected representative soil samples. Throughout the drilling
operation,soil samples were obtained at 2Yr or 5-foot depth intervals by means of the Standard
PROCEDURES, NOTES, AND LOGS Penetration Test(SPT) per ASTM: D-1586. All samples were stored in watertight containers
and later transported to our laboratory for further visual examinaGon. InterpreGve stratigraphic
logs of our explorations are enclosed in this appendix.
81135021 81135021
BORING LOG NO. B-1 p e�af�
PROJECT: Renton Highlands Starbueks CLIENT:SCM Solutions,LLC
Ft.Collins,CO
GENERAL NOTES SfTE: NE 3rd and NE 4th Street
DRILLING 8 SAMPLING SYMBOLS: REf1�Of1,WA
SS. SpIilSpwu�1-'18'I.D,2'O.D..uNess otberwlse noteA HS: Nollem�Sleni Auyei � LOCATION sae E�abii n-Y � d �, .
S7 TNn-Wauan Tulx-2"p.D,unless othervAse notetl PA' Pnwer Aiignr u �'. �� � & �j �� LL
RS� Ring Piampler-2A2"I.D.,3"OD.,unk5s otlinwix noteC HA: Hend AUye� Si � ¢a '�` e
DB. �IampW&t COMq-4".N.B RB�. Rak BA a �w � � 9� ; g
BS. Bulk Sampk or Auger Sampk WB� Wasli Bonng or tAutl Rot�ry � eurlac�EXrv.�.JY't�Fi.) '� �o $ �
`0._fi_. bfOW11�RqlBl ]I1.5
The mmMmr ol:;low.s�eu•�ire�lu ativance a starMartl 2-Inch O D spllFspoon sampler�SSI Ine IdSt 12 inCheS of I9e Io�al 19�inCh a��7V - eV 1 I V�ANO TO• ey 1 y �n WtTM51�T fSMI,�ay,madium
penetr�4on wltn a WG�eno hamnwr falling 30 mUies is tonsltleretl lhe SlantlarG Pene7atbn'a`N-value' dense to tlonsq mast
WATER lEV[L MlASUREM[NT 5YM80LS: 6 ��-8 71
N=17
WL Wa�r Level WS�. Whlk Sampling WE� Not Encn�interecl
WCI Wet Cave ui WD. Whlk Dnlling
DG�. DryC�veln BCR�. BefaeCayngREmoval 5 -- �--
A�. ARer BOmg AI:R'. Af1Ef Ce9ing ReRroVal �4 B•70•11
N�21
Waler levels malcated ai the Uormg bgs are ihe kveK measure0 In me I�nngs at t�e timrs�nJi�atrU.Giuu�Wwaler levels at olhe�
tlmes antl ottler Iotatl0ns acro5s tne slte Cou10 vary. hl pervlous soils�he Intlicated levels may rellect the Intanon of grountlwater. In
bw permrahwp-cnuc tne accurate tleterminaUon of groundwater levels may not be posslhle wlin nnry snorPlerm ot>servaUons
g 4-17-17 7 12
OESCRIPTIVE SO�L CLA991FICATION:5dl[lasslfica�lon IS base0 on Ihe Llrnfietl Classiflca6on System.coarse crainea sais nave N`�
more Nan 50°�ol lhetr dry v.elght retalnetl nn a p?00 s�eve:thelr princlpal tlescnpbrs are�.Uoidtlers,mubies.gravel or sana Fne
,ralnetl Solls�ave less t�an 50%ot Ihelr tlry welgnt reG�irn�tl on a»200 sleve:lhey arp princ�PAlry desrnUed as d�ys d ttiey are plasNc, �o n_____,,,, .._ . .. 3tg �
antl sll(s rt Ihey afe sllghly plastic or non-pWstic PAaJof conStltueNs mdy be odtletl as motldiers and mmor rons6luents may Ue aticktl aReyELLV SeN�WRH SILT f8,�M1,mo�tled orBnge-gfey-bfown,medium denae, 8-12-13
accorang to the reiaave proporvais uasea on grain size. in aaditron to gra0auon coarse�raaxo solis are aennea on Ine basrs ot lheu mast ^ �Z N=25
io-place relative tlenslty antl flne-qra�ned solls on Il�e bas�s of thelr conzistency.
� izo . ___ --�ia
CONSISTENCY Of FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE6RAINED SOILS �:��� ,hace sIX end gravel,grey,metllum denae,moiat to
wel
3Seu9lC4
1lneon}In�d Pm�trotlon or StanCartl P�n�tratlon
Compr�ssN� N-vplw Itil or N-volu�(SS1
;V�nath.Ou.osf SIowLFi. Blows/Ft. �
Conslst�n[V R�lativ�D�nsiN 8.9_B
-500 •�2 VerySOR 0-3 VeryLoose � �B N_�� 8
500- I,000 2-3 Sort 4-v Loose �
t 001 - 2,D00 J-6 Metllum S[itt 10-2B Medlum Dense
2.001 - 4,OW 7�12 Stllt 30-45 Denu � 1
J 001 - 8.000 t9-26 Very 3hrt 50. Very Dense
BA00� 26+ Hartl I
RELATIVE PROPORTIONS OF SAND AND ORAVEL CRAIN SRF TERMINOLOGY � �I
D�scrlotW�T�rmisl of oth�r p�rc�nt cf AAalor Comoon�nt z 8-17-72
40nStiNfnts Drv W�laht of 3amoN Partleb SW - �B N=23
Q..
Trace <15 Boulders Over 121n.(300mm) � 8odnp Termin�fed�t 21.3 Feef
Wltq 15-25 CobUles 12 m to 31n.(3Wmm to 75 mm; �
AAOAiper -30 Gravel 3 in.IO M4 Sleve OSmm(0 4.15 mm1 5�
$atltl C4IOM7(IOSIP.VP(475111f�1I0OO75111t11) a
RELATIVE GROPORTIONS OF FINES SIII w Clay Passing#200 Sleve(0 075mm) �
D�scnntrv�Termisl of oth�r rc PLASTICITV DitCRIrT10N LL
tonstltWnts Drv W�iOht
T�rm Plastl�INlna�x � s�w�a�rn..n.00m�e�wa.naw,mene�ruwn�oeproeusi. wm�,wrym�.reaesd
Trate <5 Nofl-plaStK � n �'��°fn°�0�'�Am
Wl�h 5-72 Low I-IJ 'W^ARancementMethotl. nn�es�
Motlltlers -•12 MeOwm i��30 �
High a0+ �
�nberownnm MatMd'.
l��rracon �
� _ _ WATERLEVELOB6ERVA710N8 eanresmnee�.yza�zoia Bon^GCo^Wble0.3'YB/1013
� l�erracon �^�I Riy lrsM 6111er BorebcF
- _
81135021 '" _ --- --- ,
PiGI�G�N�..tl11lSUL1 G�ibil A-0
�
BORING LOG NO. B-2 Pe e,of, BORING LOG NO. B-3 P e,or,
PROJECT: Renton Highlands Starbucks CLIENT:SCM Solutions,LLC PROJECT: Renton Hlghlands Starbucks CLIENT:SCM Solutions,LLC
Ft.Collins,CO FL Collins,CO
5RE: NE 3rd and NE 4th Street SRE: NE 3rd and NE 4th Street
Renton,WA Renton,WA
c� LOCATION SeeE�iEun-7 �o a i f � LOCATION BeoEdiibi�A-2 _ d i � i
� ([ �- � � ��-^ � � LL �Q � W ��^ � �
,Y,�� `� > g�, a � � `� g o+ <�
' w�
� S��Ele�.'.�231Ft.� � <8 � � G� 3 � � SWan Elw.:724.5(FI.) � �� � � LL ;� �
'--" `- . FII I.All TV�f.QeyEL 1 V SANf]ISMI,(�IBY-DfOWf1,111d9I
BORING LOG NO. B-4 Pa a�or� BORING LOG NO. B-5 P e 1 of 1
PROJECT: Renton Highlands Starbucks CLIENT:SCM Solutions,LLC PROJECT: Renton Highlands Starbucks CLIENT:SCM Solutlone,LLC
Ft.Collins,CO Ft.Collins,CO
_ — -- ---
SITE: NE 3rd and NE 4th Street SRE: NE 3rd and NE 4th Street
Renton,WA Renton,WA
c� LOCATION s�ebmmun-2 �'� w(� � LOCATION BoaEihibnA-e �
� i �4 F F� � � � F� �� � �� �� LL
9 0 �w� a � ; � E �� a 9� � '@
<
� s��ew.aza s IFl.� 3� � ¢� � Surlen EMv.,]Z2(Fl.l � 3`� � � �
i
— cn�.nn 7v - � i i� AWB fSM1�9rgY"bfOWfl�filde� - �0 s . r -Mawn�moiet �z�. �
" _-.... , • _
�.. —....... .... ... __
FI��..RAV��Y.cli 7Y epp fs1A1,Mown,Imse,mdet to wd a e l 1 V Ceun(cP�ycMl.hece to NMh Slll,gfBy,medlum denYe,mde� -
I I� 12 5
.��.�� � '.,,`.'�
5 5
�J.en _a . ti 8
r.asvci i v �neun�sw.�race to wNh eiM.pray-brown.rrodum tlense,mdst to wet 5 �.
Borinp Termineted et 6.3 Feet
0
Borinp T�mdMfed if P Feel
'
i
I
I
I
i I
�
s
i $
a� �
�
� �
_ �
'� StretlMaMon INm re iVD�rtN4.IMiW.IM brritan iM'W P�r. MYnxna Tyye:utlwtl � 61ntifiMron linr�ie�GPa�m�la.F�aIW,ihe I�en4tbn mey De PbuN IYmnia TyGe:raNrtl
� doindwe�or nd obYenaG A7D �younM�eMr rol dwntd ATD
'^ Atlwncam�N A4tlwtl'. Nulne: MsrcumaM MOthotl: NnMR'
�A H9A
_ �
F ___... __— �
� no�m�arnrn,inw q nnawon���raecroe
n
' WATER LEVEI OBSERVATpN3 J WqTER LEVEL OBSERVATpNB
i � -- BonnpSlxletl.l2B/A1] BorinpComqeletl'.Y3B2013 �---- BpingSh�ed1ZF]ntJ'_'_'_'BOAryCompbbtl:Y281Nt3
p �rr�COn Qill Rg ImcN Drllkr Boro4ch $ �- 1�err�con �II Rip.Inck Onller Bdebch
,_ ._ _ .. , . ... .,.:.i ". N . . �„�.. .____.. ..._. ._..__
. .. —__ ._--__---_ '... � . .i.
•. F'mlalNo tl11�f5021 Fmipit n] — . . . Pi�octlJp B11lSVL1 Edi��it A31
I
LABORATORY TESTING PROCEDURES
The following paragraphs describe our procedures associated with the laboratory tests that we
conducted for this project. Our test results are enclosed in this appendix and/or are shown on
the exploration logs contained in Appendix A. As part of our testing program,the samples were
examined in our laboratory and classified in accordance with the attached General Notes or the
Unifled Soil Classification System (USCS), based on the texture and plasticity of the soil. A
brief description of the USCS is inGuded with this appendix.
Visual Classification Procedures
Visual soil classifications were conducted on all samples in the field and on selected samples in
our laboratory. All soils were classified in general accordance with the United Soil Ciassification
System,which includes color,relative moisture content,primary soil type(based on grain size),
and any accessory soil types. The resuking soil classifications are presented on the exploration
logs contained in Appendix A.
APPENDIX B Moisture Content Determination Procedures
Moisture content determinations were performed on representative samples to aid in
identification and correlation of soil types. All determinations were made in general eccordance
with ASTM: D-2216. The results of these tests are shown on the exploration logs contained in
LABORATORY TESTING AppendixA.
PROCEDURES, CLASSIFICATIONS,AND RESULTS Grain Size Analysis Procedures
A grain size analysis indicates the range of soil particle diameters included in a particular
sample. Grain size analyses were performed on representative semples in general accordance
with ASTM: D-422. The results of these tests are presented on the enclosed grain-size
distribution graphs and were used in soil classifications shown on the exploration logs.
81135021 81135021
I
_ I
GRAIN SIZE DISTRIBUTION
nsnm oaz2
USSIEVLUVF_NIN(.ININCMES I U.S.SIEVEVUMBEftS I HVDROMETER
4 7 1 12 "i B 10 16 �30 p .`+0 100 2(10
100
UNIFIED SOIL CLASSIFICATION SYSTEM ss
cmene�a,Usipuoo�row smwon ana cxwo No�w u.uw iauormorv Teoia• so�i ues�incanM, 90 _ ' _.
Grap � �� � � '
SymDd GrouONama' 85 - ..._..__._ � ;
Coarsa 6rvnea Sdis GnvHs �ixan�.r.N. Cu:I an0!_CC:3' GW WNFWa0e0 p�avM 80 --� � � : ' : : �
Mora ttun 50w.retyinatl �e tlun 5096 0l cwrte LeeSlPan 5%MeS Cu��andor 1�Cc�3' Gv pepny qra0ep qrayyr �-� -��
hadmn retv�eA m
nn No 200 abve No.a sbve fxavel5 wMi Fines Mae Finee da�N aJ hll or MN GM 9Xq'9rorN�... 75 ; ; : :
manirxnne.� vnncussMnCLaCH tiC Cuwvaavar-- ��,
9antle C�e�n9vb6 Cu:6aMt>Cc:T 9W WNFqraCBasaM 70 "- ---
50%olmor�ofcoMo Losntnan5%M16B' Cu 4MNa1�Cc�7 SP PoortyptWeavN'
Inrna+Daaeee e5
No.a sAeve 9aMs wlln FMwc Fi�claxsiry as ML n MN 9M Sltty f�M'�^ r � ;
More Nan 12%Mes" � : : �
FMKlCIaBSINasCLdCH SC Llayey6aiM•"� �BO � . ;__...____.__ '
'-�9��e-Ci�air.w 5ab 9�tts aiN Ctaya N+oryanit PI.7 antl Wob on n atw�a"A'Xne' Cl Lem tlaY'" N S
5J'n or mae PaSsas^�e UQultl pmlt laa tlfan 50 PI�d or pbts I�Ww`A'Mne� ML SAI"'" � m 55
Nc..^x s�e�,e
wqaMc L�OUM�Mt�oven EneO 0 75 p� aUanic ciaY•"" � �
�aunw,w-naawa avarvce�t^.•° � �!50
sms a-a a��s ��nreo�m PI WIXf an n Y�m.e'A'Nne cN Fr.cay�' G �` --
L����bilnNt�+.C.rrxre p�p�pNow.A'llne MH EUlDC9MC'" � �45
ww��c �w�rm-wa�a�rea o�s a+ �cwr.•• � �a0
�wwumn-naana avw��Wm�•= : � ' : : : :
__. .___ _.. __-__—_ LL 35 . . ._ .._. . :
Hpnl)'of�7��Tc fo IS FrintonlY d9�K rialfa.tlarl�m Wlu atJ u�Mc ab PT Peal
� 30 ___ _ _ —
'9ased m the material pauinq Ure}in.(75-nvn)�iaw "N fnws ye oiymiic.edd"v.ith organ�c hnea`lo proup nanx �
'N Held san 25
iple conWined coUfNas a Gwldars.a bdh.add'wiM m1�Ll�� 'N soil mntains'_15%qra�'el.add"wM y2v@f to 9�P nanw B
a�+�.a�''a 9�a4^�"p. 'I1 Atlerbeq limb plot in slw-dad area.sol is a CL-ML.s�it�c'.r, o _
=GravWa wilh 5 w 121i fii»s requiie dua symbd�GN'-GM wNlyradad '�II wil m�taxro 1510 29% " 20
i�ei wiM uit G1M1'-GC wN ratled avel wM ci GP-GM P�No.200.add'wM saW`a��x.m m
I�� 4Q 9' fi� D�Y 8ra.al;wfiicMwr is padon�iunl
5��aee qova w�th an,ca-ui;paxy graded graval xith clay 15
'S�ntls wiM 5 to 1:%Mqs reQwre dual aymlwle SW-SM wail9 aded y����°"��Y°N°2170 p�eda�nn�tly sand.�tlo �
saik xM vil SYr'-SC wailynEeE san0 vnN cWY.SP-SM poony gratled � � -
�,a�;m Hii.sr-sc p�rh y,a,a..�w�;n,d�y "'if edl canuiro.3096 Wua No.2U0.predominanty 9ra�el.a0� - 10
"ryavell�'lo goup�anr $
: : : : : ___..._..
e. IDx I_ "PI z 4 and plob on a alwve..A'.line, g 5 - . .
l.0•Da7Dm ��`p.a K Deo 'GI.4 or pb�s 6dow'A"6nu. R ��
�It wll contalre_I S%sand,add'x+M und�o group name °PI pbts on a aWw"A..Ima � 100� 10 7 0.7 � 0.01 0.001
`II Lnes c�ass�ry ay C�ML u»dwl er�bd GC-GM,or SC-SM. 'PI pbb Uebw'A'Ww. j�
GRAIN SIZE IN MILLIME7ERS
' __ .
�� For cuacixcauon oi mayn�nw ' � � I COBBLES �AVEL __ SAND - SILT OR CLAY
.ou..na nn.-pr.in.e irac�ian / ' ? coerse fine coerse medum tMe
w eor..-pniire wxa / .._. ___.. ...__
s'
w caw�o�m•- �,. �/I .�SSe' '�p , j � ._ .------- .
w,�.�,�,,�o���o��.,s s � � Boring ID Dep_ USCS Clasalflcation L� PL PI Ce Cu
% �p� tbnW.D]t(1.101 .', Q ! .. __-....._'.-_ ... .- -
JJ �{. � �• s-1 7.s z.4$ 13.e7
o Cquoio�M'V Nro .' .
Z V�r4c�tllL/ObPld J G� / ' w _._.'___
> �p tlqn PI.p D ILL 81 . a
�
� � r
52 C�'�!� S9 . ._---__.'__'...__ ".____. -__ '____-
�F � � Gy� /'. �
�'� '. MN o�pN .. ._
_ -_.__ _. _.._
�o ;' % ' w Boring ID Depth D, D D D,Q %Gravel °hSand °/aSilt %Cla
sl�-�� ML u�OL ;I i . . _ ._____
' �• B-1 7.5 25 0.817 0343 23.8 64.4 11.8
° o ____ .._..__. —._
o +o ie m :n a v� .�i m w� .n im io
. , y
'� . ._. ___. . . . .
LIOUID LIMIT(LL) p
7 ._ . ___ . ._
o� ' __.__ _ ..._______-
-._._. —'___ .� . _
1��rr�con � �OJECT ReMon Hqhlends Sta�budcs pRQ1ECT NUMBEfi 811350Y7
w
� SITE:NE 3N and NE 4ih Siree[ 1 f�rr�eon CLIENT: SCM Sdullons,LLC
81135021 � Renton,WA F�.Cdlins,CO
` 21905 647�Ave.W Suite 100
----_.. _-- - --
MounBake Terrace.WashinUtun EXHIBIT:B-1
i
GRAIN SIZE DISTRIBUTION
ASTM D422
U.S.SIEVtOPENIN^uININCHES I USSILVLNUMBERS I HVDROMEfER
4 2 1 12 3 8 10 1B � 30 `A 100 200
100
95 - -
90 � '—. .. _.' � .. _ _-_.__.
BS
80 - -
75 -- - —
70 -
85 - --
s �80 "- __
, m 55 __ _____
i� �
4 u�50 -
i �45 i i i i_ __ i
_.
� �`o APPENDIX C
LL 35 . '_� . ' ;.. .... _ .__'_
� ,o SUPPLEMENTAL INFORMATION
� 25
° 20 -
m
w 'S. : : ,� ; :
° _ __.._ . . ' __ ___
0
��
10
�
N 5 ... .: .. : : _ ._. � _.
�
0
100 10 1 0.1 0.07 0.001
GR41N SIZE IN MILLIMETERS
� _ _. __.._. .
� C08BLES GRAVEL _ _ SAND SILT OR CLAY
? ��— � coerse fine coarse metllum fine J
� _. . _.__ _._ ____.
� Borin ID Deptli USCS Claasificatbn LL PL PI Cc Cu
_ _ - --
g • &2 5.0 POORLY GRADED SArD with GRAVEL(SP) 0.38 18.81
s2 __ _.. _ _.
o i
� __ ....____..------ _ . .... ..
w Borin ID De th - D,� D D . . _D„ %Gravel °/,Sand %Sllt %Clay
< , -
n �� &2 5.0 1B �.496 O.B78 0288 3B.0 58.7 4.3
w
�
�._�—_.___ ___ __. _ —_. . ._
� -_ . .__ ._. _ _ -_ .
< PRQIECT:Rd�on Mphlands Slarbutics
N .. PRQIECT NUMBER:87135021
SITE�NE 3N and NE 4M Stree� ��� � CLIENT:&CM SoluU � �
� �rr�con �,s,LLC
� Rentm,WA Ft.Colllre,CO 81135021
- -- 21905 64th Ave.W.Suile 100 - �- �
� Mountlake Terrace,Washington EXHIBIT:&1 I
� i
NE 4TH`ST. .. Exceip[frum 1994 USGS indp tilled"kenton,WA"(cnntnur intrrval-1',hrrt)
—-- . . _ —� _ .. ._. - ... .
-- _.._——. _ .
__.. ._..— _ � .
- ---- — - � - ��� — '6,;,��\ �'`+�R I'�€ � i �' Id�t L � ••i , '' ���� 1 • �
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- ,89'13'02'E 131.34 CLEARANCE BAR ""--�� � T_r �� J' � ~
____ — — � - ' __
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s.r � sa T e a zo.o�—,w— �� /'�' I ' � 1� � � �
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