HomeMy WebLinkAbout03454 - Technical Information Reportr-
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m Valley View Professional Office
Development
Lot 4 East Valley Medical Park
City of Renton, Washington
TECHNICAL
INFORMATION REPORT
July 16, 2007
Revised: Feb. 8, 2008
March 31, 2008
April 28, 2008
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Prepared By: Prepared For:
Exeltech Consulting, Inc. Orb Architects
401 2"d Avenue S.,#205, 607 SW Grady Way, Ste. 210,
Seattle, WA 98104-3814 Renton, WA 98057
Ph: (206) 623-9646 Ph: (425) 226-3522
Contact: Choomeng Chin, P.E. Contact: Geoff E. Anderson,AIA
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Valley View Professional Building T1R 0720-010
TABLE OF CONTENTS
I. Project Overview............................................................................................................4
Existing Drainage System.......................................................................................4
Proposed Drainage System....................................................................................4
II. Conditions & Requirements.......................................................................................11
II I. Offsite Analysis...........................................................................................................13
UpstreamAnalysis..................................................................................................13
Downstream drainage Analysis: Level 1 ..............................................................13
Level1 Field Study.................................................................................................20
IV. Flow Control and Water Quality Facility Analysis and Design..............................23
Existing Site Hydrolo9Y �Part A)............................................................................23
Developed Site Hydrolo9Y(Part B).......................................................................23
PerFormance Standards (Part C)..........................................................................24
Flow Control System (Part D)................................................................................24
Water Quality System (Part E)...............................................................................25
V. Conveyance System Analysis and Design..............................................................28
VI. Special Report and Studies.....................................................................................31
VII. Other Permits............................................................................................................33
VII I. Erosion &Sediment Control (ESC)Analysis and Design..................................35
IX. Bond Quantity, Facilities Summary, and Declaration of Covenants....................38
X. Operations and Maintenance manual......................................................................40
Appendix:.........................................................................................................................46
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Valley View Professional Building 11R 0720-010
SECTION I
PROJECT OVERVIEW
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Valley View Professional Building TIR 0720-010
I. Project Overview
This Technical Information Report(TIR) provides the technical information and design
analysis required for preparing the Temporary Erosion and Sediment Control Plan
(TESC) and Drainage Plan for the proposed Valley View Professional Office Building. �
The City of Renton required SEPA condition to adopt the current 2005 King County ��
Surface Water Design Manual (KCSWDM)for this development. This project will follow
the 2005 KCSWDM requirements as amended per city drainage code.
The proposed building is located on the south side of S. 37th Street and on the west side
of Talbot Road S. with the access on S. 38'h Ct. (see Figure 2—Vicinity Map). The total
lot area for the site is approximately 5.46 acres. The drainage basin area where the
project lies is approximately 1.47 acres.
The proposed building is located on the south side of the S. 37th Street with surface and
under the building parking. The building foot print is approximately 13,450 s.f. SurFace
parking and sidewalk are proposed around the building perimeter except on the south
side where there is a stream buffer. Proposed utilities will include fire main and water
service, sanitary sewer service and storm drainage system. The total impervious area
for the improvement is approximately 44,867 s.f.
Existing Drainage System
Presently, majority of the proposed project development site is open with grass cover.
The remaining unde�eloped area is wooded. The existing ground generally slopes
southwesterly in the direction of the stream that cut through the 5.46 acres lot from east
to west. The slope within the portion of the proposed development is 4%— 15%. The
remaining undeveloped wood area is approximately 3-6%on the south and the portion of
the area north of the stream ranging from 4% to greater than 40%. The existing runoff
from property drains to the wetland and the stream. The stream flows northwesterly and
continues onto an open grass land belong to City of Renton on the east side of SR167.
(See downstream analysis in Section III).
Proposed Drainage System
The development of the site will not change the existing drainage patterns. Runoff from
the site will continue to flow westerly from the proposed detention tanks through the level
spreader located on the west limits of the development. Drainage system on this
proposed site consists of catch basins and drainage pipes system that drain to the
detention tanks. The discharge from the detention tanks will flow through a bio-swale
before flowing downstream. See Section IV for more information.
The site contains wetland, streams, low and high erosion hazard areas. The proposed
development will be located beyond the 100-ft stream buffer and wetland area, and only
develop in the low erosion hazard area.
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According to the Geotechnical Engineering Study prepared by GEO Group Northwest,
Inc. dated 12-06-2006, the majority of soils in the area consist of glacial till.
A review of the King County Soil Survey map for the area(see Figure 6) indicates AgD �,
and InC soil types that are Alderwood gravelly sandy loam, 15-30% slopes and Indianola �
loamy fine sand, 4-15% slopes. These soils are listed as Hydrologic Soil Group C,with a
moderately high runoff potential. KCRTS soil group is tilL
Under the proposed conditions the development will add an approximately 44,867 s.f. of
impervious area. Increase in the runoff volumes is expected. Due to the flooding
downstream as indicated by city's personnel, this development will fol►ow the 2005
KCSWDM level 2 flow control requirements.
Water quality treatment will be required for the pollution generated impervious parking
and driveway area. A bio-swale is proposed for the water quality treatment.
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Valley View Professional Building T1R 0720-010
Figure 1: TIR WORKSHEET
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Valley View Professional Building TIR 0720-010
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Valley View Professional Building TIR 0720-010
SECTION II
CONDITIONS AND REQUIREMENTS
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Valley View Professional Building T1R 0720-010
II. Conditions & Requirements
The following are the summary of the requirements for the development related to
drainage design according to the 2005 King County Surface Water Design Manual and
adopted by City of Renton.
Core Requirements:
• Discharge at a natural location (1.2.1): Runoff from the site will be discharged at the '
natural location to existing stream that flows across the property from east to west
• Offsite Analysis (1.2.2): Level 1 downstream analysis included in Section III.
• Flow Control (1.2.3): Conservation Flow Control (Level 2) proposed. Flow control
analysis is provided in Section IV.
• Conveyance System (1.2.4):All proposed conveyance system will be routed to
detention tanks and discharge through a bio-swale and level spreader.
• Temporary Erosion and Sediment Control (1.2.5): See Temporary Erosion and
Sediment Control Plan per 2001 DOE SWM for Western Washington requirements.
• Maintenance and Operation (1.2.6): Orrsite storm drainage system is owned and
maintained by the owner. See Section X for guidelines information.
• Financial Guarantees and Liability (1.2.7): The owner and contractor will attain all
necessary permits required by the City prior to the beginning of construction.
• Water Quality(1.2.8): Water quality improvement provided by using bio-swale.
Special Requirements:
• Other Adopted Area-Specific Requirements(1.3.1): The City does not indicate that
the site is subjected to an Adopted Area-Specific Requirements.
• Floodplain/Floodway Delineation (1.3.2): The project site is not located within a 1,00-
year floodplain. (See Figure 8
• Flood Protection Facilities(1.3.3): The project site does not contain a class 1 or 2
stream and will not be constructing or modifying an existing flood protection facility.
• Source Control (1.3.4): Will be addressed in water quality and TESC sections of this
repart.
• Oil Control (1.3.5): Oil control is not applicable since this proposed office building is
not a high-use site.
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Valley View Professional Building T1R 0720-010
SECTION III
OFF-SITE ANALYSIS
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Valley View Professional Building T1R 0720-010
III. Offsite Analysis
Upstream Analysis
Upstream area consists of a developed single-family buildings to the north, commercial
buildings on the east and wooded area to the west. The upstream drainage will not affect
the drainage system on-site, as it will be intercepted by the existing roadway drainage
system that discharges to the existing creek and portion of the area will sheet flow over
the heavily wooded area before reaching the existing site drainage system.
Downstream drainage Analysis: Level 1
The outfall from the project site is at the northwesterly property corner through the 100-
foot stream buffer that is heavily wooded onto an existing stream that cut across the lot
from east to west on the south side of the proposed development. General conveyance
of the drainage from the project site is westerly through a developed underground
drainage pipe and detention tanks system.
Task 1. Study Area Definition and Maps
The upstream tributary area to this project consists of the area east of the property line
that are developed commercial office building, single-family buildings to the north as
shown on the attached drainage areas map. There is no likelihood that the proposed
project activities could impact the upstream area since the development areas have their
own established separate drainage system.
The discharge point of the project site is located at the northwest corner of the property
line. A reduced copy of the existing conditions map is included as Figure 5, a site map
showing the property lines. A sketch of the drainage system map is included as Figure 9
to depict the existing downstream drainage system. The quarter mile point down stream
occurs at the east side of state route 167 shown on the attached drainage system map.
Task 2. Resource Review
In our effort to determine, if there were any existing or potential problems with this
downstream portion of the city drainage system, the following resources recommended
by the KCSWDM were reviewed:
a) Adopted Basin Plans: N/A(Not Applicable)
b) Finalized Drainage Studies: N/A
c) Basin Reconnaissance Summary Reports: N/A
d) Critical Drainage Area Maps: Does not seem to fall within any environmental
sensitive area per King County critical area maps.
e) Floodplainlfloodway(FEMA) Maps:
� Other Offsite Analysis Reports: N/A
g) Sensitive Area Folio: Steep Slope.
h) DNR Drainage Problem Maps: Offsite downstream flooding.
i) Road Drainage Problems: N/A
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Valley View Professional Building TIR 0720-010
j) U.S. Department of Agriculture Soil Survey. See Figure 7.
k) Wetland In�entory Maps: Delineated on survey map
1) Migrating River Studies: N/A
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Valley View Professional Building 11R 0720-010
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F�ceitech Consulting,Inc. F12007\0720102-CADD10720tir1Page 16 of 58
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Valley View Professional Building T1R 0720-010
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Valley View Professional Building TIR 0720-010
'
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Exeltech Consulting,Inc. P1200710720102-CADD10720tir1Page 18 of 58
Valley�ew Professional Building T1R 0720-010
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FIGURE 9: DRAINAGE SYSTEM MAP
Exeltech Consulting,Inc. P1200710720\02-CADD10720tirlPage 19 of 58
Valley View Professional Building T1R 0720-010
Task 3. Field Inspection
A field observation was conducted to gather information including a level 1 Downstream
Analysis and off-site conveyance system inspection.
Level 1 Field Study
1. No reported or observed problems within the proposed site. �
2. No existing or potential constrictions or lack of capacity in the existing drainage �,
system was apparent within the development except downstream where flooding on '
low area has been recorded.
3. No reported flooding areas were discovered within the development except
downstream wetland area.
4. No existing/potential overtopping, scouring, bank sloughing, or sedimentation is
apparent.
5. No known aquatic habitats in the conveyance route.
6. Off site areas tributary to the project site were consistent with the site map included.
The downstream area consists mainly of an existing undeveloped wooded area
where the stream is located. The topography for the site is moderate steep to steep
and gradually taper to flat within the wetland downstream. The soil types described in
the geotechnical report appear to resemble type C hydrologic soil group
7. Existing stream flowing through the site continues northerly along the east side of
SR167 where flooding occurs at the flat area wetland area as indicated on flood map
approximately 650 feet downstream from the property line.
8. The site visit was conducted at 3:00 p.m. on July 19, 2007. The weather was partly
cloudy with temperature 70° F.
Task 4. Drainage System Description and Problem Descriptions
Upstream
No indication of upstream off-site areas problem observed. These areas are developed
single-family houses and business office buildings with established roadways drainage
system that drain to the stream.
Drainage System Description:
Runoff from the proposed site is conveyed to a level spreader and overland flow through
approximately 150 feet of the heavily wooded area before reaching the stream. Runoff
continues 470 I.f. in the stream flowing northwesterly to the east side of SR 167. From
this point runoff is conveyed northerly approximately 1200 I.f along east side of SR 167 in
the stream through a wetland on the property belong to City of Renton. From this
point the stream continues flowing northerly onto private property where the analysis is
terminated that is greater than '/< miles from the project site.
Based on the King County drainage map, the stream continues northerly for
approximately 1500 I.f. to a culvert crossing SR 167 that drains to the Black River and
eventually to Duwamish River.
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Valley View Professional Building TIR 0720-010
During the down stream drainage field visit no areas of an existing or potential drainage
problems were apparent.
Problem description:
The down stream drainage system as described above and depicted in Figure 9 is not
prone to stream bank erosion, siltation, slides and does not threaten destruction of
aquatic habitats due to this proposed development as conservation flow control will be
implemented for the drainage system.
Task 5. Mitigation of Existing or Potential Problems
No off site mitigation is proposed since the runoff peak discharged from the site will be
reduced and will improve the existing downstream flooding problem. No other potential
problem is anticipated due to this proposed development.
Exeltech Consulting,Inc. F1200710720102-CADD10720tir�Page 21 of 58
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Valley View Professional Building 11R 0720-010
SECTION IV
FLOW CONTROL AND WATER QUALITY
FACILITY ANALYSIS AND DESIGN
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Valley View Professional Building TiR 0720-010
IV. Flow Control and Water Quality Facility Analysis and Design
Existing Site Hydrology (Part A)
Acreage
Existing site consists of approximately 5.46 acres. The threshold discharge area for this
basin is approximately 1.47 acres.
Soil type
The soil conservation map soil survey of the King County Area indicates AgD and InC soil
types that are Alderwood gravelly sandy loam, 15-30%slopes and Indianola loamy fine
sand,4-15%. The soils SCS hydrological soil group C. These soils are listed as
Hydrologic Soil Group C, with a moderately high runoff potential. KCRTS soil group is till
and scale factor of 1.
Land Cover
Existing land cover on the site consists of heavily wooded and open area covered with
grass and trees. The areas summary sheet included in the report quantifies these areas.
Natural Drainage Pattern
The natural drainage pattern site is sheet flowing northwesterly in the direction of the
stream. The stream flows northwesterly to the east side of SR 167 and continues
northerly.
We used the KCRTS computer program to determine the existing runoff flow of the
subject suk�basin. The existing area consists of 1.47 acres of till open grass (model as
forested for conservation flow control. The existing runoff rates for the 2-yr, 10-year and
50-yr storm events are 0.041 cfs, 0.071 cfs and 0.110 cfs respectively. See appendix for
the KCRTS printout.
Developed Site Hydrology (Part B)
Acreage
Existing site consists of approximately 5.46 acres. The threshold discharge area for this
basin is approximately 1.47 acres.
Soil type
The soil conservation map soil survey of the King County Area indicates AgD and InC soil
types that are Alderwood gravelly sandy loam, 15-30% slopes and Indianola loamy fine
sand, 4-15%. The soils SCS hydrological soil group C. These soils are listed as
Hydrologic Soil Group C, with a moderately high runoff potential. KCRTS soil group is till
and scale factor of 1.
Land Cover
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Valley View Professional Building T1R 0720-010
The redevelopment activity will consist of a new professional office building with
basement parking, sidewalk, paved driveway with parking and landscaping. The total
impervious area is 1.03 acres.
Proposed Drainage Pattern
The proposed drainage system includes catch basins and drainage pipes located in the
strategic location to catch surface runoff and convey to the detention tanks located under
the parking and driveway of the proposed development. Roof drain tightlines and swale
are also included to convey runoff to the detention tanks. The runoff from the outlet of the
detention tank will be discharged to a bio-swale before being discharged downstream.
The drainage basin will not be changed due to this development.
We analyzed the developed conditions of 0.44 acres of till grass and landscaping and
1.03 acres of impervious area using KCRTS program. The resulting values for the 2-yr,
10-yr and 50-yr storm events are 0.289 cfs, 0.346 cfs and 0.515 cfs respectively.
Performance Standards (Part C)
Area Specific Flow Control Standard
The flow control applications map shows that the project is located within an incorporated
area and does not specify the flow control facility required. However, due to the
downstream flooding experience on the east side of SR 167, the conservation flow
control will be used for the development.
Conveyance System Capacity Standards
The convey system will be designed to meet or exceed the 25-yr peak flow capacity and
the structures will be designed to overflow from the 100-yr runoff event without severe
flooding problem. The conveyance system consists of 12" PVC with a minimum slope of
1% can convey a runoff of 3.56 cfs respectively. These capacities are much more than
the 100-yr developed total site runoff of 0.58 cfs. See back water analysis using KC
Backwater Analysis program in Section V.
Area Specific Water Quality Treatment Menu
The project site is located within a portion of the Water Quality Application Map that is an
incorporated area and therefore does not specify the required water quality menu to be
followed. However, a basie water quality treatment will be provided.
Flow Control System (Part D)
The detention system is designed using the KCRTS program for the conservation flow
control requirements using the historic site conditions as predevelopment conditions. The
existing runoff rates for the 2-yr, 10-yr and 50-yr storm events are matched using 50% of
the developed peaks The resulting flow rates are as follow:
Storm Event: 2—yr 10-vr 50-yr
Pre-developed 0.041 cfs 0.071 cfs 0.110cfs
Developed 0.289 cfs 0.346 cfs 0.515 cfs
Discharge 0.016 cfs 0.041 cfs 0.051 cfs
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Valley Vew Professional Building 11R 0720-010
Water Quality System (Part E)
This project will need to provide water quality treatment based on the 2005
KCSWDM. The goal of this menu is to provide treatment to all new pollution
generated pavement area to reduce or eliminate visible oil sheen from leaving the
site.
The water quality for this site will be provided using a wet bio-swale since it is
downstream of the detention tanks that provides conservation flow control.
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Valley View Professional Building 11R 0720-010 I�
Areas Summary Sheet
Total Parcel Area = 5.46 Acres
Development Basin Area = 1.47 Acres
Existing Conditions:
Open space = 10,240 SF = 0.235 Ac.
Wooded area = 227,597 SF = 5.225 Ac
Totai Pervious = 237,837 SF = 5.460 Ac
Area of proposed development=64,033 sf= 1.47 Ac
Proposed Conditions:
Proposed Buildings = 13,428 SF = 0.308 Ac.
Pavement/Sidewalk = 31,438 SF = 0.722 Ac
Total Impervious = 44,866 SF = 1.030 Ac
Landscaping/Lawn = 19,166 S.F. = 0.440 Ac.
Existing Woods = 173,805 SF = 3.99 Ac. (Unde�eloped)
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Valley View Professional Building T1R 0720.010
SECTION V
CONVEYANCE SYSTEM
ANALYSIS AND DESIGN
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Valley View Professional Building T1R 0720-010
V. Conveyance System Analysis and Design
1. CONVEYANCE REQUIREMENTS FOR NEWSYSTEMS(1.2.4.1): All new
conveyance system elements, both on-site and off-site, shall be analyzed,
designed, and constructed according to KCSWDM �equirements.
The drainage conveyance pipes are designed to ha�e a minimum slope to achieve
the self-cleaning velocity. The proposed conveyance system exceeds the required
standards.
2. CONVEYANCE REQUIREMENTS FOR EXISTING SYSTEMS(1.2.4.2):
Existing systems may be utilized if they are capable of providing a minimum level
of protection as-is or with minor modifications.
The existing site is undeveloped, surface water is sheet flowing overland to the
stream. There have not been any documented flooding problems on-site except
downstream.
3. CONVEYANCE SYSTEM IMPLEMENTATION TION REQUIREMENTS
(1.2.4.3): Properly sized con�eyance elements provide sufficient hydraulic
capacity to convey peak flows of the return frequencies indicated in Sections
1.2.4.1 and 1.2.4.2.
The proposed conveyance system is designed to handle the 25-yr storm event at the
minimum. The proposed conveyance system exceeds the required standards. See
Appendix for Backwater analysis of the 12" pipes drainage system with the detention
tanks as tail water condition. No over topping for the 100-yr developed runoff of 0.58
cfs.
Spill Control Provisions:
Not applicable.
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Valley View Professional Building T1R 0720-010
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r� vr : .�, T �� � 5'� � Y 3 �
�/ f X. T'+' � '1y C YS, �—J ��L r �
t � , .', � �lti a! � 1Fr/ ,� B.-�� � , y� Q`� �;;x,�� �
., ,�t�z at r/!'�7-f�! � �x-�:` t���� 3� �..S��d"� ;,,_ t y ': > i�..,�t��� $ar.t .
/� _ i�i f'� �,i ,��t '.` .K}� 'h \� yI„� ��� � �.�6a5.� ^. �P'� '.
A� �sL_ / ''�/ �r � < i y, :� i � ,� '" � � t
'.��'it /� �'i .^ ". � � � � $ '�p
i j`���`-�'r. .`J� � ` fi�kw�. �•4_.y�__� �'. y v;• H 4 . t �
`.i� �M"ciA-
,��; , , �—+i �,. � � • .�,F,.._�, : ,, : j F �
`l:` r , J f , � � �a � "-'�'"`.^---"�a� Q '� � '
�
,� r .; '� �Js:. F - - --�"`� �i;._,'-�
f '' j r �Y � �� , - _ "e °r 7 -
'� ' � i
�� '`!/. >-� �f k ; ,� ; '
'•F, ,, � ..
t t q. �I�: A;�j } .:jh
,�.i .�:�... Y . , ' _ . . � . .
FIGURE 10: SITE DRAINAGE CONVEYANCE MAP
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Valley View Professional Building TIR 0720-010
SECTION VI
SPECIAL REPORT AND STUDIES
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Valiey View Professional Building 11R 0720-010
VI. Special Report and Studies
Geotechical Report.
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Valley Vew Professional Building T1R 0720-010
SECTION VII
OTHER PERMITS
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Valley View Professionai Building T1R 0720-010
VII. Other Permits
Following permits may be required for the completion of the redevelopments proposed.
1. Clearing and Grading Permit
2. Building Permit
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Valley View Professional Building 11R 0720-010
SECTION VIII
EROSION AND SEDIMENT CONTROL
ANALYSIS AND DESIGN
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Valley View Professional Building T1R 0720-010
VIII. Erosion 8� Sediment Control (ESC)Analysis and Design
Project Description: The project will consist of development of a professional office
building with parking on a 5.46 acres lot. Only approximately 1.47 acres will be involved
in the development activity and the rest will be remained undeveloped.
Existing Site Conditions:
The existing site is undeveloped with open grass and wooded cover. Only 1.47 acres of
the 5.46 acres will be developed. Majority of the proposed development area is open
grass cover. Existing drainage for the project site is from the east to west of the site.
During the proposed construction this drainage pattern will be maintained. The discharge
from the project will exit the site at the westerly property at the natural location.
Erosion and Sediment Control Measures:
Delineate Clearing and easement limits
The development drawings clearly indicate the limits of development activities. Prior to
any clearing or construction on site, the clearing limits for the project stage shall be
clearly marked. The stakes shall be vividly marked with surveyors flagging and located
with surveying methods.
Cover measures
According to the standard ESC notes included all disturbed areas that are to remain
unworked for more than seven days during the dry season (May 1 to September 30) or
four days during the wet season (October 1 to April 30), unless otherwise determined by
the city. Any disturbed areas to remain unworked for more than 30 days shall be seeded
or sodded, unless the city determines that winter weather makes the vegetation
establishment unfeasible. During the wet season any stockpiles to remain unworked for
more than 12 hours shall remain covered.
Perimeter Protection
A filter fabric silt fence shall be installed at the downstream end of the disturbed areas of
the site. The fence shall be so located that any sediment-laden runoff that does not
directly enter the protected inlets will be filtered prior to offsite discharge. The perimeter
protection will be installed prior to upstream grading.
Construction Entrance Routes
Prior to the start of general construction the construction vehicle entrances to the site
shall be stabilized with a rock pad as detailed on the TESC drawing.
Sediment retention
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Valley View Professional Building TIR 0720-010
The contributing drainage area for this development is much less than 3 acres. The
installation of the sediment trap and filter fabric fence are proposed to retain any
sediment-laden runoff on site
Surface Water Control
The existing features of the site are utilized together with surface water control
measures. They shall be installed to convey runoff to the appropriate outlet. The project
site is not highly susceptible to erosion due to its vegetative cover and relatively small
amount of disturbed areas. Therefore no special measures are necessary.
Dust Control
Preventive measures to minimize wind transport of soil by water truck shall be
implemented to prevent traffic hazard or sediment transported by wind into existing water
resources.
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Valley�ew Professional Building T1R 0720-010
SECTION IX
BOND QUANTITY,
FACILITIES SUMMARY,
AND
DECLARATION OF COVENANT
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Valley�ew Professional Building TiR 0720-010
IX. Bond Quantity, Facilities Summary, and Declaration of Covenants
Bond Quantities Worksheet '
Will be included at final approval as required. '
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Valley View Professional Building T1R 0720-010 '
SECTION X
OPERATION AND MAINTENANCE MANUAL
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Vailey View Professional Building T1R 0720-010
X. Operations and Maintenance manual
The project site development proposes the following drainage system components. The
following is the maintenance tasks to be performed on the facilities:
APPENDIX A MAIN'[ENANCE STANDARDS POR PRIVATELY MAINTAINED DRAINAGE FACILPIIES
NO.4-CONTROL STRUCTUREIFLOW RESTRICTOR
Mafntsnancs Dshct Conditlon When Mdnbnanp b NNd�d R�uMa Ezpacted When
Compon�nt N1alnNnanc�Is Perfortned
Generel Trash erW Debrls Distance behveen debrfs build-up�d bottam d All trash and debris rertaved.
(�ncludes Sedrnenh onfice plate Is lesa tlisn 1-1f2 teet.
SwcNral Damaye SVcxture le not securely atlached to manhole wall SWclure secu►ety attached ta
end outlet plpe s6ruduro at�ould aupport at least well and outlet plpe.
1,000 Iba of up a down preeaure.
StrucWre b not in�rlght poeldon(allow up to sm,aure�,correcc pos�r.on.
t o%trom pumb).
C.orxbclb�s eo outlet plpe are not watertlgM end ConnecYona to oudet ptpe are
- 911Dw s1y11�01 l WL wetx 6gh�,EVUCtUfe fspsirld of
f6�1ACYd Md YYOI�CS BB
deslgned.
My hdea—dher ihen designed holes--h the Structuro has no holes other
sinicture. tl�an designed holes.
Geano�A(1Ne Demaged a Missinp qearat�l Qets ls not wateAlqlk or b rr�eelrq. Gale k walaAfyht and wake as
. � desi�ed•
f3ue oamot 6e nmved up ervi dawn qy uns tietle moves�P ar►�down vnsly
�tairH�erae per�on. s�l le wateitlql'�.
Chai�Wa�l�O lo f�aRa ia mks;n4 or EatrMped• Cheh ie ih D�entl Norks ea
dcapned.
Oate is r�tad cvar 50%o�ita aw�aao nra�. Gtie ia rrpakedw npla:xu:M
ma�t doolpn ela�detds..
cMNoo PYu. Dornwped or t�elry ca�Gw c5ovlc.w noo wotld��g prvvKly wa to �ace N In�m+a wonao ay
mfeing,Gut d p oce,at nert oAHc»plurs. dv�ig�+�+d.
Oi�etrls�ais +U�y Vreh,detxl6.aa�rxirA.:r ve�atatic� P:ate Ip frae ol a�otasuatiais
�loddng 1ha pl�to, and wYork4 ae deeigne.�.
Cv�liaw Pipa Obod+bEons . +Uy trast:o�dsW1e doqcing{ar ha�Anp 1`�e Ptipc fe tra�d eN obstru�.�ticns
pcmrk�l al bloddnp)�e oveRtav t�W. snd worin ea daeipned.
�AalMx'Ae S9e`Closed DaOantla�3yr.ema'BUnd�tAa No.9 8w�'�Ciusod O�tenik�n bysea�
$tqnde�rtk Na 3
C:abeh 8asfn Sas'Catctt Be�fr.s'Slsrld�t�No.6 Soa`Cat��Tns'u�.v-carta
rlo.8
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Valley View Professional Building T1R 0720-010
APPENDSX A MAIn'7ENAVCE SCANDARDS FOR PRiVATELY MAIN'['AINED DRAINAGE FACILI'ilES
MO.5-CATCH BASINS
MtlMonene� Dsf�et Condkbns Wh�n IAafrKenance is Needed Resuks Expected Nfian
', Compon�nt AAaintanance Is psrformed
Generd Traah E Oebrfa Trash or dshtia of more then t/2 wbic toot wh�h fs No Traeh or debris located
pndudes Sedh�ent) bcated irtrnedately in hont of the catch bash Irtmedfateiy in iront of catch
tipening or fs docking a�pacAy of tlro basin by beain ope�ing.
moro rieui 10X
Trash a debris(in the besin}thM exceeds t/3 the No trash or debris In the catch
deplh from the bottom of baein to Invert tl�e bwest basin.
pipe into or out d the baNn.
Trash a debNs in any Ydet a o�dlet WPe bbckin9 INet arW outlet pipes hee o(
more than t/3 of ib haipht Vash or debris.
Dsad aNrtids a vegesatlaf fiat couW yenereta No dwd aNmafs or vegetatan
odors tl�at could causs cort�leinb or danperous preseM wNhm 1hs catch basln.
gases(e.g.,metl�ana).
���9��Oe�sedrg 1 a�bic toot in No condtion prasent which
vokane wadd attrad a suppoA the
ereear�p a a�eecu«ro�rns.
8tn,cnu.oairu�.ro Corrsc of hanw a�dsM�rtbb ti�n tl�s'vbh puc nams ia�n wM aeb.
FTame Md4+Top 9ieb aufh.6�ca'tkn thn etrtut(If a:+�licah[o).
Fop ekb hse flok�e krgsr i�atr 2 nqWrp kici�ew a Top sie6 ig!�n ol hdai[ws
cn�cira rcitler ttan 7f4 n:n;Lr_ert la m meite aure crecic�.
al nr�eAel ia nraM�itm baein;.
�
Frsmn net sftfirg fhnh ct:Gop tlat;i.n..capa�afnn =tame h�AIIrg dusr�n�N�p
af mxa tha�3.'S Inrh al the f;arw fiam tM Eop �kh6
�.
Crocke e,6asin WaN� Creaka wlder fhan 1i7 ir,ch a[d lmgew^tAen 3 Met 3aiin rcpbi�od ef rv�paUe�fi
8vtscm u+y eMduna�d a�f�wrl�lec er�lenr�cz�h ba,�in �asl�r�d�ank�.
. Cia�aaekv,or rr.�nlenMcs p�ram�udpee?iR
strw�r9 h ix�eClr!d.
Cieuics bid�thpn 1�2 Mxsh erd Ia:yor Ynan 1 tml tJ�cracka mofN 1Ran 114 t�i
at�ha�ONu uf s��INeH outlet pl�x s ary eu9Abncm wldn�Id�e iNnt d MIeO'outlst
of acil paiicies wt6Piitp we�#�baatri 1lvxyh pYae.
cta�.
Sxdma�l Hnsi�hia s��led rtrxa the�+(nas or Mn ro�eMd FJasinra�d x�epRi�e91n
Mr�i'gron�tt :�or6 M�n 2 i�'dies cv!af nAprtmA'tt dcrol�r sta'�dartis. .
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Valley View Professional Building 11R 0720.010 I
APPENDIX A MAIMENANCE S7ANDARDS FOR PRNATELY MAINTA[NED DRAINAGE FACILTfIES
NO.5-CATCH BASINS(CONTJNUF_D)
MainNnanc� Dsf�ct Cwiditions WMn Mdntenanc�fs Ne�dad ReauHs Expacbd Whsn ,
Compon�nt MdMan�nca is p�rfwm�d ,
Fre Hazard Presence of chertricals such es natural gas,08 and No flemmable c�emicals I
gasdine. preseM. I
Ve�tetlon Vegetatbn prowinp across a�d bbckcg more th� No vegetetlon bbckiny oper�ing i
10°K of Mie betin operrrp. fo bes§f.
Veqetatfon growirg in inleNouUet pipe�Oiits�tliet Is No veyel8tlon Or ro01 yrovM
more than aa ind�ee tall and less then s(x(nches preaerk.
�•
Po6utlon NonHamrtiaWe chemicals of more than 1/2 cubic foot No poNuGon present other rian
per thrae feol af basin length. surface Qkn.
�Idi Ba�f Cava ''•�cnr Kat in Pque �''over as mfatin�ar onty p�utlAl�M�p�Moe.W.y qpsn C,etd��min ooa�er ia cbacd
aiifi hnt;raqUare mainiqtiaru,�. �
L�.ic�Mec�nrram Micirar�iar.rnnW he ooe�srJ by a-mtirl�rta�c� Mee�eniam opens wih�r
Nqt SAinrfd�►� y�Eomv[9:p�uper toolc.8�11�i�o trNt�a rtsrle I�es is�Nt.
tl�n i J2 kch af shraed.
fava OlPksn(t b 4ne mak�nana peraon a�nnd raiwns Iid rFtx Cova aar Ga ronwwW by a:te
� Rseww applSAr�i 80 l�e.ot 1rt;k�tanCir kesP r�rer fro:n mffir�r►en�a pe�an.
eeasn�or!aaocca to m�aiea�nce.
Ledder L�,ddar Ru�.qe :addm Ie uneafe d�e Do m.bekip nnqs.mi�Jtpnrnent, l.nader n�►ses deallQnn smr�darea
�rnwM 'd.t,aacfm.a�l'�rp�e�. • end Nlowa mFii�llMma�arooff
� safe&xMe.
kbtnF t3taLr6 �nttr►wlth opav-g wider tu�t 718+ri�. (�nt�ope�i�me�ba dasbyn
fl}ltypwcaWr+ �'andeuda.
Trtah and Delr.:s 7nsi5 wscf�sbrhr that Y bbdJt�m�n 1xn 2�9�'.d dal�Mea cf t�ir end dW�.
. Crabesuxfacc.
�amuqeQ or 3asDo mf�4q�r Woken rn�AbtN(�j af 7,o yrgta. or+�Is ki pka�e and m�9K
h{lealnp. � 6ee�aoandard�.
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APPENDIX A MAIIdI'ENANCE STANDARDS F�R PRIVATEl,Y MAINTAINED DRAINAGE FACIL[77ES
NO.7-ENERGY DISSIPATERS
Maintenancs Dehct Co�ditbns Wh�n AAdnbnana b Needad Rasules Expeeted Wh�n
Componants Nal�nence is Petform�d.
xte •
Rock Pad Missfng or Moved On1y one layer ot rodc axisb above native soi in Repdaoe rodcs to design
Rock ans five squsro Net or larger.a ar�y exposwe oi alandards. ,
native sal.
Dispersion Trench Pipe Plupged wYh Accumulated ae�ment IMt excaeds 209L o}C�e Pipe cleened/Mnhed eo lhet it
SedimeM design deptl�. metdus design. I
Not Disd�arging Yaual evidenoe of water�Scharging at T�ench must be redesignad a
Water Properly concenbated pdnts along harxh(rarrt�al aonditlon rabuilt to sfandards.
is a'¢heet flov�of water ebnp hench).Intant is to
prevent eroaion damage.
Perbrations Over 1/2 d pertoratlons in ppe are pugged wi�h Geen a replace perlorated ppe•
Rugged. debris�d sedimerN.
Water Flows Oid MalMenence peraon obearves water flowing out Fadlity must be rebuilt or
Top d'Distr�utor during arry atortn lees Ihan the design slorm or Ib redealgned W staraards.
Catch Besin. causing or appean likely to cauee damege.
Recehring Area Wahr b�reoeiving aree b causing or has potentlal No danger d landslides.
Over-Salurated oi causing iandeUde problems. '
I�temel:
Manhda/Chember Wom a Dernaged StncMrte dseipating flow dNaiorates to 12 or Re�aca structure to desfpn
Posl.BaMes,Side origind size or any cancentraMd wom spot atandards.
of Chember exceeding one aquare foot�M�ch would make
strucAxe�rreo�xid.
Olher Defecb See'Catch Basfne"Stentlard No.5 See'CatcA Besins'Standard No.
5
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Valley View Professional Building T1R 0720-010
APPEtJDIX A MAINIENANCE STANDARDS FOR PRIVA'IELY MAINTAINED DRAINAGE FACILI7'IES
N0.10-CONVEYANCE SYSTEMS(PIPES&DITCHES)
Malntenenee DeMct Cooditloes Wh�e Wlnt�nanea Is PNWed Results Expected 4Vhen
Componant Mdntenance is P�rformsd
Plpes sed�,«a a o�s AoCurtxYffied sed�nxrft Mst exceeds 20%d Ihe P{ps daened of aN sediment
diert�eter of the pipe. and debtfa.
Yegetatbn Vegetatbn thet reduces ine movertieM of water /W vsgetetlon removed so water
Cvouyh pipes. lbws fresly Uray�pipes•
Dameyed Protective coaW�g is damaqed:tust k caurinp Pipe repaind or replaced.
more tlien 509L deteria�on to arry part of pipe.
Nry daM tlut decreae�s Ihs c►oaa seetion area of Pipe npeirod w�aplaced-
pipe by rmre then 209L.
Open Dltc:hes Trash d Debrfs Trash end debrls exceeds 1 cudc foot per 1,000 Traah end debris deared from
square fwt of dihch and Mapss. dtichee.
Sediment Acaxnuleted�diment tlut ezoeeds 20 9G d tl�e Di1ch deaned flwF�ed of ell
deaign deplh. aedinfent and dsbris so ihet it
rnetclws design.
Vepafafion Vegefatbn M�at feducas Irea rtivvWnent of water W�x fbws frsely IhtougA
ttraph dqd»s. d'ilches.
Erosbn Dart�ge lo Sae`Ponds'Sfanderd No.1 See'Ponds'Standerd No.1
Slopas
Rodc uniny ouc ot Maintenanc.pers�can.se nawe sou ceneam Repleo.iodcs to desqn
Place a AAissing(If Ihe rock Ik�np. stendarda.
?�9ix5fel.
i,�k;.:r�as�r Sae'�tlo�Baeins:6lsndud No.5 6ee'C�t 3aalr�3Mr+clatd
No.6
Osb�e R�lrinn� .8ee'D�dN BarfWrd�anCsrd W.R 8oe'DabAs BeniB��'�'snd�ird
(a.q.,79eh RAok! No,B
t�o.i i-o�ouNos�rtasca�r�c�y
IA�Inton�tKx Def�ef Rlon�YlNn fi�InbnnNe�k Rqwlts Fxp�cud iMhm
Cqnpooeek M�krhnerxs Is Pertor�d
C3erterel eeds Yleeck pioWJr�n trrae ian T.09r of fhe�endec�ro We�:p:atsttt ii IQsa th9n 59fc
�b�a�corwus� �nea(O+ees A'1�atmma onl�• dtAa f�.lps�oed eiaa.
9etaly I��d My Frcaenoe a�pdaon Ny or n�lher ynMor.v:s 'b paieono�e veqemlon
+aqeisuon. pr4ceneln lends��aci a+r. �
Tiaah r,r''.�ler f'apsr�asna.bottl�s.blel:'tp nlnr+�'�1 ouh'a toGt AtM Cl�w'Gt IID�B:.
x1ri4t a�andsatpsd eree(treet erld�Mt+�s or�y9�d
i,c�cn ocude;wt
Trae�ssn:Sr�-L'av urenv-�pe:f Lkrba a�1e oi U6as�x ah,ru6t'Jf�c e►a iptt t r 7rqa end v.�nabs wKfi I�'atM
broks�wiibF,mfa�x raaa mtn 2b!�a t+.noail s�x�ot lotc�r�wYn,apic or
fdfepa d 1M t�a a aFr::t. bmkM M�s.
TraeB a�throtra�at haw bw�6lovrr.M.x�r:o- T-�s ar rluu6 in pl�Ra�af
k:WL�101d Oref. i!`.j:ly.
T�ees ar d�n1id�wa not ad�:vsOsr a}�xied Tn�or sMub In p1aa4 md
a a�a I�arinq wot,tr.,aing�nqxxu�7 Vc�tvo�. �da��al&ty 4t�rort�;nmaw
yny cs�d or dkseEbd teea,
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Valley View Professional Building TIR 0720-010
APPENDIX A MAINfENANCE STANDARDS FOR PRIVATH,Y MAlP71'AINF.D DRAINA(3E FACII!'I7ES
N0.13-WATER OUALITY FAqLI11ES
A.)&oflltration Swale
Wintenanq DN�ct Cond[tion INMn MNn1�n�nc�b Nsedad R�sulb Exp�etb Wh�n
Componant IM�Inhmna b PwlwmW
BfoBNralbn awale SedMnent I�ocumularion Se�mant depth exceeds 2inctws No sediment depoeits an grass
on Cirose Lnyer iayx of the bio-swds,wl�ch wouJd
irnpsde nitration of nr�ofl.
Vegetetion Wtien the grass becom�s exassfvely teN Ysgetalbn b rtawed w nuisance
(9reater then 10-Inchea)�vrhen nuiaenos wseds vegstetlon is eradicated,such thet
and dher vagetation starb ro take over, fbw not Impedsd.(iraas aFauld be
mowed to a height betwean 4
inches and 9 ind�ee.
irrec a,re�Prps trrav ounw ppe do�ed wan aedim.nc ana or No dopplrq a Wockage In the Inlet
debrb. and ouuet piprg.
Trash and Debria Trmh and debris axumiihUd in tlie b(o-awals. Traeh and debris renwved irom
AccumWa�on bioswele.
E�osiaN 3cowkg Where the Wo�sMrMe hes eroded a sooured Bbswale slwuld be re-graded and
the bMtan due 0�ibw chennefzatlon,a NgMr re-seeded b spedfketlon,to
1bwe. eGrninated chenneled flow.
Overaaeded when bare epots are
e�AdBrtG
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Valley�ew Professional Building T1R 0720-010
Appendix: ,
Exeltech Consulting.Inc. F�200710720102-CADD10720tir\Page 46 of 58 '
.
, Valley Vew Professional Building T1R 0720-010
King County Runoff Time Series Prograa
Version 5.00
All files will be read/written in the Working Directory
Working Directorp:C:�kc swdx�projects�0720
KCRTS Connand
CREATE a new Tine Series
Production of Runoff Time Series
Project location : Sea-Tac
CoMputing Series : Pre3.TSF
Regional Scale Factor : 1.00
Data Type : Reduced
Creating Hourly Tine Series File
Loading Tine Series File:C:�HC_SWDM�KC_DATA�STTF60R.rnf 8
Till Forest 1.47 acres Scaling Yr: 8
--------------
Total Area : 1.47 acres
Peak Discharge: 0.119 CFS at 9:00 on .Tan 9 in Year 8
Storing Time Series File:Pre3.TSF 8
Time Series Computed
KCRTS Conmand
CREATE a new TiMe Series
------------------------
Production of Runoff Time Series
Project Location : Sea-Tac
Conputing 5eries : Dev3.TSF
Regional Scale Factor : 1.00
Data Type : Reduced
Creating Hourly Tine Series File
Loading Tine Series File:C:�KC_SWDM�KC_DATA�STTG60R.rnf 8
Till Grass 0.44 acres Scaling Yr: 8
Loading TiMe Series File:C:�KC_SWDM�KC DATA�STEI60R.rnf 8
Impervious 1.03 acres Adding Yr: 8
Total Area : 1.47 acres
Peak Discharge: 0.580 CFS at 6:00 on Jan 9 in Year 8
Storing Time Series File:Dev3.TSF 8
Tine Series Computed
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Valle View Professional Buildin 11R 72 1 I
y g 0 0-0 0 ,
Flow Frequency Analysis II
--------------------------------------------------------
Tine Series File:pre3. tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flo� Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS} {CFS) Period
0.092 2 2i09i01 18:00 0.118 1 100.00 0.990
0.025 7 1i06i02 3:00 0.092 2 25.00 0.960
0.068 4 2i28iO3 3:00 0.071 3 10.00 0.900
0.003 8 3i24iO4 20:00 0.068 4 5.00 0.800
0.041 6 1i05i05 8:00 0.060 5 3.00 0.667
0.071 3 1i18i06 21:00 0.041 6 2.D0 0.500
0.060 S ili24i06 4:00 0.025 7 1.30 0.231
0.118 1 1i09i08 9:00 0.003 8 1.10 0.091
�ornputed Peaks 0.110 50.00 0.980
Flov Frequency Analysis
--------------------------------------------------------
Time Series File:dev3.tsf
Project Lxation:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS} Period
0.289 6 2i09i01 2:00 0.580 1 100.00 0.990
0.240 8 1i05i02 16:00 0.385 2 25.00 �.960
0.346 3 2i27iO3 7:00 0.346 3 10.00 0.900
0.265 7 8i26iO4 2:00 0.317 4 5.00 0.800
0.317 4 10i28iO4 16:00 0.308 5 3.00 0.667
0.308 5 1i18i06 16:00 0.289 6 2.00 0.500
0.385 2 10i26i06 0:00 0.265 7 1.30 0.231
0.580 1 1i09i08 6:00 0.240 8 1.10 0.091
�omputed Peaks 4.515 50.00 0.980
Exeltech Consulting,Inc. P�200710720102-CADD10720tir1Page 48 of 58
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Valley View Professional Building T1R 0720-010
Retention/Detention Facilitv
Type of Facility: Detention Tank I'
Tank Diameter: 6.00 ft
Tank Length: 825.94 ft
Effective Storage Depth: 5.50 ft
Stage 0 Elevation: 57.00 ft
Storage Volume: 22423. cu. ft
Riser Head: 7.40 ft �
Riser Diameter: 12.00 inches ���
Number of orifices: 2 '!
Full Head Pipe j
Orifice# Height Diameter Discharge Diameter �
(ft) (in) (CFS) (in) I,
1 0.00 0.51 0.019
2 5.00 0.80 0.027 4.0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs)
0.00 57.00 0. 0.000 0.000 0.00
0.01 57.01 0. 0.000 0.001 0.00
0.02 57.02 0. 0.000 0.001 0.00
0.03 57.03 0. 0.000 0.001 0.00
0.04 57.04 0. 0.000 0.001 0.00
0.17 57.17 0. 0.000 0.003 0.00
0.29 57.29 0. 0.000 0.004 0.00
0.42 57.42 0. 0.000 0.005 0.00
0.54 57.54 0. 0.000 0.005 0.00
0.67 57.67 0. 0.000 0.006 0.00
0.79 57.79 0. 0.000 0.006 0.00
0.92 57.92 0. 0.000 0.007 0.00
1.05 58.05 0. 0.000 0.007 0.00
1.17 58.17 0. 0.000 0.008 0.00
1.30 58.30 0. 0.000 0.008 0.00
1.42 58.42 0. 0.000 0.008 0.00
1.55 58.55 0. 0.000 0.009 0.00
1.67 58.67 0. 0.000 0.009 0.00
1.80 58.80 0. 0.000 0.009 0.00
1.90 58.90 0. 0.000 0.010 0.00
2.03 59.03 376. 0.009 0.010 0.00
2.15 59.15 755. 0.017 0.010 0.00
2.28 59.28 1197. 0.027 0.011 0.00
2.40 59.40 1629. 0.037 0.011 0.00
2.53 59.53 2121. 0.049 0.011 0.00
6celtech Consulting,Inc. f?�200710720102-CfiDD10720tir1Page 49 of 58
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Valley Vew Professional Building TIR 0720-010 i
2.65 59.65 2595. 0.060 0.011 0.00 I
2.78 59.78 3128. 0.072 0.012 0.00
2.90 59.90 3636. 0.083 0.012 0.00
3.03 60.03 4202. 0.096 0.012 0.00
3.15 60.15 4737. 0.109 0.012 0.00
3.28 60.28 5328. 0.122 0.013 0.00
3.41 60.41 5931. 0.136 0.013 0.00
3.53 60.53 6497. 0.149 0.013 0.00
3.66 60.66 7117. 0.163 0.013 O.QO
3.78 60.78 7697. 0.177 0.014 0.00
3.91 60.91 8330. 0.191 0.014 0.00
4.03 61.03 8918. 0.205 0.014 0.00
4.16 61.16 9559. 0.219 0.014 0.00
4.28 61.28 10152. 0.233 0.014 0.00
4.41 61.41 10797. 0.248 0.015 0.00
4.53 61.53 11391. 0.262 0.015 0.00
4.66 61.66 12034. 0.276 0.015 0.00
4.78 61.78 12625. 0.290 0.015 0.00
4.91 61.91 13262. 0.304 0.016 0.00
5.00 62.00 13700. 0.315 0.016 0.00
5.01 62.01 13749. 0.316 0.016 0.00
5.02 62.02 13797. 0.317 0.016 0.00
5.03 62.03 13846. 0.318 0.018 0.00
5.04 62.04 13894. 0.319 0.019 0.00
5.05 62.05 13943. 0.320 0.020 0.00
5.06 62.06 13991. 0.321 0.020 0.00
5.07 62.07 14039. 0.322 0.020 0.00
5.08 62.08 14088. 0.323 0.021 0.00
5.20 62.20 14664. 0.337 0.024 0.00
5.33 62.33 15281. 0.351 0.026 0.00
5.45 62.45 15842. 0.364 0.028 0.00
5.58 62.58 16440. 0.377 0.030 0.00
5.70 62.70 16982. 0.390 0.031 0.00
5.83 62.83 17555. 0.403 0.033 0.00
5.95 62.95 18071. 0.415 0.034 0.00
6.08 63.08 18614. 0.427 0.035 0.00
6.20 63.20 19098. 0.438 0.037 0.00
6.33 63.33 19603. 0.450 0.038 0.00
6.45 63.45 20048. 0.460 0.039 0.00
6.58 63.58 20505. 0.471 0.040 0.00
6.71 63.71 20932. 0.481 0.041 0.00
6.83 63.83 21296. 0.489 0.042 0.00
6.96 63.96 21654. 0.497 0.043 0.00
7.08 64.08 21943. 0.504 0.044 0.00
7.21 64.21 22202. 0.510 0.045 0.00
7.33 64.33 22374. 0.514 0.046 0.00
7.40 64.40 22423. 0.515 0.046 0.00
7.50 64.50 22423. 0.515 0.355 0.00
7.60 64.60 22423. 0.515 0.919 0.00
7.70 64.70 22423. 0.515 1.650 0.00
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Valley View Professional Building T1R 0720-010 �I
7.80 64.80 22423. 0.515 2.440 0.00 I
7.90 64.90 22423. 0.515 2.720 0.00 �I
8.00 65.00 22423. 0.515 2.980 0.00 I
8.10 65.10 22423. 0.515 3.210 0.00 ��
8.20 65.20 22423. 0.515 3.430 0.00 ;
8.30 65.30 22423. 0.515 3.640 0.00 '�
8.40 65.40 22423. 0.515 3.830 0.00
8.50 65.50 22423. 0.515 4.020 0.00
8.60 65.60 22424. 0.515 4.200 0.00
8.70 65.70 22424. 0.515 4.370 0.00
8.80 65.80 22424. 0.515 4.530 0.00
8.90 65.90 22424. 0.515 4.690 0.00
9.00 66.00 22424. 0.515 4.840 0.00
9.10 66.10 22424. 0.515 4.990 0.00
9.20 66.20 22424. 0.515 5.130 0.00 ,
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (CwFt) (Ac-Ft)
1 0.58 *'*'""* 0.05 7.40 64.40 22423. 0.515
2 0.29 0.05 0.05 7.33 64.33 22375. 0.514
3 0.35 0.04 0.04 6.68 63.68 20825. 0.478
4 0.39 ****'"'* 0.03 5.79 62.79 17372. 0.399
5 0.31 ****'** 0.02 5.01 62.01 13741. 0.315
6 0.24 0.02 0.02 4.87 61.87 13076. 0.300
7 0.32 ******* 0.01 4.76 61.76 12533. 0.288
8 0.26 **"""*'` 0.01 3.80 60.80 7800. 0.179
----------------------------------
Route Time Series throuqh Facility
Inflow Time Series File:dev3.tsf
Outflow Time Series File:rdout6.tsf
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.580 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.053 CFS at 16:Q0 on Jan 9 in Year 8
Peak Reservoir Stage: 7.40 Ft
Peak Reservoir Elev: 64.40 Ft
Peak Reservoir Storage: 22423. C�rFt
: 0.515 Ac-Ft
Exeltech Consulting, Inc. P12007�0720102-CADD10720tir1Page 51 of 58
Valley View Professional Building T1R 0720-010
Retention Pipe Required Calculation:
Required Volume
= 22423 C.F.
Required length = 826 L.F.
Provide length = 808 L.F. Volume= 22845.64 C.F.
0.5'of Dead Water
= 909.3232 C.F. Area = 1.1254 s.f.
Volume of 4' MH = 345.5749 C.F.
Volume of 4.5' MH
= 87.47365 C.F.
Volume of 3' pipes
= 84.82293 C.F.
Totalk Volume provided = 22454.19 > 22423 O.K.
Exeltech Consulting, Inc. P.12007\0720102-CADD10720tirlPage 52 of 58
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V II Vi wPr f i n I i� in - II
a ey e o ess o a Bu d g T1R 0720 010
Flow Frequency Analysis
Time Series File:rdout6.tsf '
Project Location:Sea-Tac I
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak-- Peaks-- Rank Return Prob
(CFS) (CFS) (ft) Period
0.046 2 2/10/01 18:00 0.053 7.40 1 100.00 0.990
0.016 6 1/07/02 5:00 0.046 7.33 2 25.00 0.960
0.041 3 3/06/03 23:00 0.041 6.68 3 10.00 0.900
0.014 8 8/26/04 8:00 0.032 5.79 4 5.00 0.800
0.015 7 1/08/05 6:00 0.016 5.01 5 3.00 0.667
0.016 5 1/23/06 3:00 0.016 4.87 6 2.00 0.500
0.032 4 11/24/06 11:00 0.015 4.76 7 1.30 0.231
0.053 1 1/09/08 16:00 0.014 3.80 8 1.10 0.091
Computed Peaks 0.051 7.40 50.00 0.980
Duration Comparison Anavlsis
Duration Comparison Anaylsis
Base File: pre3.tsf
New File: rdout6.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time--------------Check of Toleranc�------
Cutoff Base New %Change Probability Base New%Change
0.020 � 0.97E-02 0.93E-02 -3.9 � 0.97E-02 0.020 0.017 -15.8
0.025 � 0.64E-02 0.55E-02 -13.7 � 0.64E-02 0.025 0.025 -3.3
0.031 � 0.50E-02 0.27E-02 -46.9 � 0.50E-02 0.031 0.026 -15.3
0.037 � 0.38E-02 0.16E-02 -58.2 � 0.38E-02 0.037 0.029 -22.1
0.042 � 0.30E-02 0.59E-03 -80.1 � 0.30E-02 0.042 0.030 -28.0
0.048 � 0.22E-02 O.00E+00-100.0 � 0.22E-02 0.048 0.033 -31.8
0.053 � 0.15E-02 O.00E+00-100.0 � 0.15E-02 0.053 0.037 -30.7
0.059 � 0.10E-02 O.00E+00-100.0 � 0.10E-02 0.059 0.040 -32.5
0.064 � 0.64E-a3 O.00E+00-100.0 � 0.64E-03 0.064 0.042 -34.8
0.070 � 0.36E-03 O.00E+00-100.0 � 0.36E-03 0.070 0.044 -37.6
0.076 � 0.23E-03 O.00E+00-100.0 � 0.23E-03 0.076 0.045 -41.0
0.081 � 0.16E-03 O.00E+00-100.0 � 0.16E-03 0.081 0.045 -44.4
0.087 � 0.11 E-03 O.00E+00-100.0 � 0.11 E-03 0.087 0.045 -47.7
0.092 � 0.16E-04 O.00E+00-100.0 � 0.16E-04 0.092 0.046 -50.2
Maximum positive excursion = 0.000 cfs ( 2.0%)
occurring at 0.022 cfs on the Base Data:pre3.tsf
and at 0.022 cfs on the New Data:rdout6.tsf
Maximum negative excursion = 0.046 cfs(-50.2%)
occurring at 0.092 cfs on the Base Data:pre3.tsf
and at 0.046 cfs on the New Data:rdout6.tsf
Exeltech Consulting,Inc. P\200710720102-CADD10720tir1Page 53 of 58
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Valley View Professional Building 11R 0720-010
Return Period
2 5 10 20 50 100
� F're�'��ks in�ea-Tac
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10-3
1 2 5 10 20 30 40 50 60 70 80 90 95 98 99
Cumulative Probabil�ty
v
� Pre3 dur �
R
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o Ooo �:.��=:�—��'�'_---:>----f,.
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10 �5 10 �4 10 -3 10 -2 10 -� 10°
Probability Exceedence
Exeltech Consulting,Inc. P1200710720102-CADD10720tirlPage 54 of 58
r �
Valley View Professional Building TIR 0720-010
Valley View Professional Office 07-1Cr07(Rev.03-31-08)
WET BIO-SWALE CHANNEL FLOW
STEPS DESCRIPTION BIOSWALE WET BIOSWALE CONVEYANCE 100-vr
P-1 Q 50%OF 2-YR From Detention(cfs) 0.041 0.0�31 0.053
(KCRTS 15-min)
P-2 SLOPE 0.020 0.020 0.020
If<0.015 (actual)
P-3 RED FESCLTE GRASS (Underdrain Re .
D-1 �VINTER GRASS HEIGHT(ft) 0.33 0.33 0.33
DESIGN FLOW DEPTH(ft) 0.09 Q06 0.0?
(<1'min.provided,OK)
D-2 ROUGHNESS COEFFT. 0.20 0.20 0.20
D-3 SIDE SLOPES 3.00 3.00 3.00
D-4 REQD BOTTONi WIDTH(ft) 2.00 4.00 4.00
(Provided)
D-5 CALC AREA(s� 0.21 0.26 0.30
D-6 WETTED PERIVIETER(ft) 2.58 4.39 4.45
D-7 HYDRAULIC RADIUS(ft) 0.08 0.06 0.07
D-8 CALC FLOW(cfs) 0.041 0.041 0.053
D-6 FI.OW VELOCII'I'(fps) 0.20 0.16 0.17
<1.0 FPS <1.0 FPS <3 FPS
D-7 MIN.LENGTH NEEDED(feet) 106.22 (OK)
MIN.LENGTH PROVIDED(feet) 125.00
>100 Feet
D-S TOPAREAREQUIRED(S.F.) 271.08 </=(2X)
TOP AREA PROVIDED(S.F.) 546.50 N/A
D-9 RESIDENCE TIME REQUIRED(min.) 9.00 </= N/A I�
RESmENCE TIME PROVIDED 13.08
O.K.
Exeltech Consulting, Inc. P12007�0720102-CADD107201ir1Page 55 of 58
Valley View Professional Building TIR 0720-010
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:Tl .bwp
Surcharge condition at intermediate junctions
Ta i lwater E levat ion:46. fee t
Discharge Range:0.01 to 0.1 Step of 0.01 [cfs]
Over f low E levat ion:64.13 fee t
Weir:NONE
Upstream Velocity:3. feet/sec
PIPE N0. 1 : 28 LF - 12"CP @ 3 .25% OUTLET: 73.52 INLET: 74.45 INTYP: 4
JUNC N0. 1 : OVERFLOW-EL: 77.95 BEND: 90 DEC DIA/WIDTH: 2 .0 Q-RATIO: 0.00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN T1N DO DE Htiti'0 HW I
**************�*******�******�**�«********��**********�*******fix***************
0 .01 0.05 74.50 * 0.012 0.05 0.03 0.00 0.03 0.05 ***** 0.04
0 .02 0.06 74.51 * 0.012 0.06 0.04 0.00 0.04 0.06 ***** 0.06
0 .03 0.08 74.53 * 0.012 0.08 0.05 0.00 0.05 0.08 ***** 0.08
0.04 0.09 74.54 * 0.012 0.09 0.06 0.00 0.06 0.09 ***** 0.09
0.05 0 .11 74.56 * 0.012 0.10 0.07 0.00 0.07 0.10 %**** 0.11
0.06 0 .12 74.57 * 0.012 0.10 0.07 0.00 0.07 0.10 ***** 0.12
0.07 0 .13 74.58 * 0.012 0.11 0.08 0.00 0.08 0.11 ***** 0.13
0.08 0.14 74.59 * 0.012 0.12 0.08 0.00 0.08 0.12 '�**** 0.14
0.09 0.15 74.60 * 0.012 0.13 0.08 0.00 0.08 0.13 "**** 0.15
0.10 0.16 74.61 * 0.012 0.13 0.09 0.00 0.09 0.13 ***** 0.16
0 .11 0.17 74.62 * 0.012 0.14 0.09 0.00 0.09 0.14 "**** 0.17
P IPE NO. 2 : 59 LF - 12"CP c� 7.29% OUTLET: 74 .45 INLET: 78.80 INTYP: 4
JUNC N0. 2 : OVERFLOW-EL: 81 .80 BEND: 10 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.00
Q(CFS) HW(FT) HW ELEV. * N-EAC DC DN TW DO DE HWO HWI
x��x�,�**********x*****»****************************»*�*********»*�*�******�*
0.01 0.05 78.85 * 0.012 0.05 0.03 0.05 0.05 0.05 ***** 0.03
0 .02 0.O6 78.86 * 0.012 0.06 0.04 0.06 0.06 0.06 ***** 0.04
0 .03 0.08 78.88 * 0.012 0.08 0.04 0 .08 0.08 0.08 ***** 0.06
0 .04 0.09 78.89 * 0.012 0.09 0.05 0 .09 0.09 0.09 ***** 0.07
0.05 0.10 78.90 * 0.012 0.10 0.05 0 .11 0.11 0.10 ***** 0.09
0.06 0.10 78.90 * 0.012 0.10 0.06 0 .12 0.12 0.10 ***** 0.10
0.07 0.11 78.91 * 0.012 0.11 0.06 0 .13 0.13 0.11 ***** 0.11
0.08 0.12 78.92 * 0.012 0.12 0.07 0 .14 0.14 0.12 ***** 0.12
0.09 0.13 78.93 * 0.012 0.13 0.07 0 .15 0.15 0.13 ***** 0.13
0.10 0.14 78.94 * 0.012 0.13 0.07 0 .16 0.16 0.13 ***** 0.14
0.11 0.15 78 .95 * 0.012 0 .14 0.08 0 .17 0.17 0 .14 **"** 0 .15
PIPE N0 . 3 : 44 LF - 12"CP @ 5.53% OUTLET: 78 .80 INLET: 81 .27 INTYP : 4
Exeltech Consulting,Inc. f?1200710720102-CADD10720tirlPage 56 of 58
Valley View Professional Building 11R 0720-010
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TtiY DO DE HWO HWI
***�*****��****x***»�*******«**************�*�:��*******��***:*«***�***********
****"********"*�` OVERFLOW ENCOUNTERED AT 0.01 CFS DISCHARGE *****************
************** ACTUAL OVERFLO�Y 6�AY OCCUR AT LESS TNAN 0.01 CFS **************
0.01 0.05 81 .32 * 0.012 0.05 0.03 0.05 0.05 0.05 ***** 0.03
0.02 0.06 81 .33 * 0.012 0.06 0.04 0.06 0.06 0.06 ***** 0.04
0.03 0.08 81 .35 * 0.012 0.08 0.05 0.08 0.08 0.08 ***** 0.05
0.04 0.09 81 .36 * D.012 0.09 0.05 0.09 0.09 0.09 ***** 0.05
0.05 0.10 81 .37 * 0.012 0.10 0.06 0.10 0.10 0.10 ***** 0.06
0.06 0.10 81 .37 * 0.012 0.10 0.06 0.10 0.10 0.10 ***** 0.06
0.07 0.11 81 .38 * 0.012 0.11 0.07 0.11 0.11 0.11 ***** 0.07
0.08 0.12 81 .39 * 0.012 0.12 0.07 0.12 0.12 0.12 ***** 0.07
0.09 0.13 81 .40 * 0.012 0.13 0.08 0.13 0.13 0.13 ***** 0.08
0.10 0.13 81 .40 * 0.012 0.13 0.08 0.14 0.14 0.13 ***** 0.08
0.11 0.14 81 .41 * D.012 0.14 0.08 0.15 0.15 0.14 ***** 0.08
Pipe data from file:T2.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:46. feet
Discharge Range :0.01 to 0.1 Step of 0_O1 [cfs]
Overflow Elevation:64.13 feet
Weir:NONE j
Upstream Velocity:3. feet/sec �
PIPE N0. 1 : 31 LF - 12"CP c� 0.99% OUTLET: 59.78 INLET: 60.09 INTYP: 4
JUNC N0. 1 : OVERFLOW-EL: 66.75 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HtiYO HW I
***********x*M�*****��*«**�x**************x�*��********�*«*******�***********x*
0.01 0.05 60.14 * 0.012 0.05 0.04 0.00 0.04 0.05 ***** 0.05
0 .02 0.08 60.17 * 0.012 0.06 0.06 0 .00 0.06 0.06 0.08 0.07
0 .03 0.09 60.18 * 0.012 0.08 0.07 0.00 0.07 0.08 ***** 0.09
0 .04 0.11 60.20 * 0.012 0.09 0.08 0 .00 0.08 0.09 ***** 0.11
0 .05 0.12 60.21 * 0.012 0.10 0.08 0.00 0.08 0.10 ***** 0.12
0 .06 0.13 60.22 * 0.012 0.10 0.09 0 .00 0.09 0.10 ***** 0.13
0 .07 0.14 60.23 * 0.012 0.11 0.10 0 .00 0.10 0.11 ***** 0.14
0 .08 0.15 60.24 * 0.012 0.12 0.10 0 .00 0.10 0.12 ***** 0.15
0 .09 0.16 60.25 * 0.012 0.13 0.11 0 .00 0.11 0.13 ***** 0.16
0 .10 0.17 60.26 * 0.012 0.13 0.12 0 .00 0.12 0.13 ***** 0.17
0 .11 0.18 60.27 * 0.012 0.14 0.12 0 .00 0.12 0.14 ***** 0.18
PIPE N0. 2: 26 LF - 12"CP c� 1 .01% OUTLET: 60.09 INLET: 60.36 INTYP: 4
JUNC N0. 2: OVERFLOW-EL: 66.65 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00
Q(CFS) HR'(FT) HR' ELEV. * N-FAC DC DN T1V DO DF, HR'0 Hlti'I
Exeltech Consulting,Inc. P.�200710720102-CADD10720tir1Page 57 of 58
Valley View Professional Building T1R 0720-010 I
�K�kM�F#�k#�k�k$i.[�K�K�k#�k�K*�K�k#%K�K�K�K�K�k$#�K�F#�I�k#�M�k�k###�K#****#*#�K�k�k3�K�sM*�K�K##�k#�k�k�k�#�K�k�K###�K*�K�k# I�I
0.01 0.05 60.41 * 0.012 0.05 0.04 0 .05 0.05 0.05 "**** 0.05 '
0.02 0.08 60.44 * 0.012 0.06 0.06 0 .08 0.08 0.06 0.08 0.07
0.03 0.09 60.45 * 0.012 0.08 0.07 0 .09 0.09 0.08 ***** 0.09
0.04 0.11 60.47 * 0.012 0.09 0.08 0 .11 0.11 0.09 �`**** 0.11
0.05 0.12 60.48 * 0.012 0.10 0.08 0 .12 0.12 0.10 �`**** 0.12 '
0.06 0.13 60.49 * 0.012 0.10 0.09 0 .13 0.13 0.10 ***** 0.13 ,
0.07 0.14 60.50 * 0.012 0.11 0.10 0 .14 0.14 0.11 ***** 0.14
0.08 0.15 60.51 * 0.012 0.12 0.10 0.15 0.15 0.12 ***** 0.15
0.09 0.16 60.52 * 0.012 0.13 0.11 0.16 0.16 0.13 *�`*** 0.16
0.10 0.17 60.53 * 0.012 0.13 0.12 0.17 0.17 0.13 ***** 0.17
0.11 0.18 60.54 * 0.012 0.14 0.12 0.18 0.18 0.14 ***** 0.18
PIPE N0. 3: 60 LF - 12"CP � 0.99% OUTLET: 60.36 INLET: 60.96 INTYP: 4
I Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HR'0 HW I
****�K##�K�K�K�K*�K.k.i*i,[�k#*�k#:k*#�K###�K�k$#*#****#*�Ka,F.k##�#$##�K�k*#�k%K**%K**#*�K*3�a;c�K#$###*�K�k�
0.01 0.05 61 .01 * 0.012 0.05 0.04 0.05 0.05 0.05 �"`*** 0.04
0.02 0.06 61 .02 * 0.012 0.06 0.06 0.08 0.08 0.06 -0.06 -0.07
0.03 0.08 61 .04 * 0.012 0.08 0.07 0.09 0.09 0.08 �`**** 0.07
0.04 0.09 61 .05 * 0.012 0.09 0.08 0.11 0.11 0.09 "**** 0.08
0.05 0.10 61 .06 * 0.012 0.10 0.08 0.12 0.12 0.10 "**** 0.08
0.06 0.10 61 .06 * 0.012 0.10 0.09 0.13 0.13 0.10 ***** 0.09
0.07 0.11 61 .07 * 0.012 0.11 0.10 0.14 0.14 0.11 ***** 0.10
0.08 0 .12 61 .08 * 0.012 0.12 0.10 0.15 0.15 0.12 '�**** 0.10
0.09 0 .13 61 .09 * 0.012 0.13 0.11 0.16 0.16 0.13 ***** D.11
0.10 0 .13 61 .09 * 0.012 0.13 0.12 0.17 0.17 0.13 �`**** 0.12
0 .11 0 .14 61 .10 * 0.012 0.14 0.12 0.18 0.18 0.14 "**** 0.12
REVIEW OF HEADWATER�TAILWATER DATA
NDATA STAGE(ft) Q(cfs)
1 0.00 0.00
2 0.54 0.00
3 1.05 0.01
4 1.55 0.01
5 2.03 0.01
6 2.53 O.OI
7 3.03 0.01
8 4.03 0.01
9 5 .00 0.02 '
10 6.08 0.04
11 6.45 0.04
12 7 .0$ 0.04 '
13 7.40 0.05 ',
14 7 .50 0.35
ELEVATION AT STAGE = 0 IS: 57.00 I�I
Exeltech Consulting,Inc. P1200710720102-CADD10720tir1Page 58 of 58
Feb �1 U'/ 03: Q5p Cliff Williams Belmont H� 2089331049 p . 2
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CF,(OT�C�ZNZCAL rNC�1NE�.RTNG S'1'(7nY '
1'RUPOS�D lYI'�DTCAL/UF.F�CE C�'�1T'TER '
d00 BL�CK SC)Y)TH 37��ri ST1�E'C '
1tE;�'TON, Wt1S.I�.[NG'1`�N ' '
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Sprit�gbrootc Oftice Par{c, I,LC.
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Kirk4and. �,vn �R�s3-2�+0�
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GI;U G�tOUP NURI�HVYl�ST, INC.
]3240 NE 2U"'Street, S�rite 10
Bellevue, Washin�ton 98005
�'lion�: (425) G49-S757
Gmail; info@�eo�i•aupnw,com
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�Geotechnical Englneers,Geologists
�) C ro u p N a r�h w e s�, In c• 8�nvfronmental Scleotists
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Decetnber G. '2406 � G•2052
M.r. C:lit�'Williams •
S��ringN,rac>k Of#ice I'ar}:,LLt`
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Kirkl'and,W� 98�R3-24t)l
SUBJEC°T: C=EOTECI-�l1TYCA,�, ENGI.Nr��:]:2.iNG S'�'UDl'
Y120I'Osr� m��nYe�z,i4��zcx, C�IYTk;R
4Q0 BLOCK SOUT�T 37�'�" STR�E'Z'
�vTUN, WASFIXNGTON
Dear Mr. V4rillialns:
Per your request,.GEO Group Noa-I:hwest, Inc. completed act investi�ation of subsurface suils at
� i} che subjeci site and prepared the foll�win�report whicl� s��rnmarizes our conclusions aEtd
recommencfations regarding the proposed development.
G�O Gro.up Nord�west, Ine., e;cpl�red substu•�aee s�il concEitions.at the site byr excava�in�,five
exploraion,f test pits"I'N-i through 'CP-S on 3une 2,2Q(15, !'he test pits were e�ca��a�ed to deptkis
between 3 and ? feet b�fo�+�grou�ici surface (b�s} by a backhae. Sc�ils ezicountered al tl�e lest pils
cansisted of loose si]ty 5AND to sandy SILT soils overlying medium clense t� de��se sa�id�� S]T�I'
soils at depths rangirig fi•Qm 6�i.nches to 2.S feet bcloti�r gs•put�d surface.
Based �epon che results nf'our study, it is our profic:ssional opinion that the site is Geotecllnicall��
suitable for ifie propased development. The pro��osed Uuildings can be supnot�ted on
convenlio:�al spread £o�t�ngs bearing on the dense.site soxls or�n compacted structural fi)1 placed
on top of the dense native soils
The site soils may be used as structural ftll provicied thev cai� b�compactecl io meet tt,e
uompaction specifcaiions. Beca�ise the site soils are fine-grained they are considered to be
moisture sensiti��e tind wiil be diffieult ur impossible to co.mpact dur.iz��wet �veaiher c�i�clitions.
.if ea�•lhcvork is �lru�ned Por the winter ipontl�s we reco�nmcnd tlaat a rcfatively Fre�-dra'tnin� {�it-
run sand or gravel be imported to che site tor use a.�structural fill, Please refer to the text oS lhe
repoct for more specific recommendations regarding tile site developme�ai.
\ .� �
13240 NE 20th Street,5uite 10 • Bellevue, Weshington 98006
?hone d26fS49-8Z57 • �AX 42bf849•6758
re❑ � i u � u�: u�p �li �'t' Williams �elmont Ho 2Q8933�049 p . 4
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�00 Biocic S�uth 37'�' St., ]tei�ton, Was}zin�ton Page ii
We appreci7te this opportunity to liave been�i'service to you vn this �roject. Vv`e Iook for4v�trd
ta��vork.'tng witli yau as this praject pro�resses. Sllould yot� hzve an}�t�U�stians i'���trclin� Lhis
rept��•t or neeci ad.d2tio.nH1 coa�sultation,.pleAse �eel free to call us.
Sincer�ly,
C;iEO Gi'u�ip I�I�rthtuest, I�ic.
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�r��,� o�coN�z��rr�rs
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x,o �NTrionucTzoN . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i i
1.t Ps•ojeckDescriptio�� . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 li
].2 Scopeo�Ser4�ices . . . . . . . . . . . . . . . . . . . . . .�. . . , . . , , . , , . . . . . . . . . . , . , , . l ',
Z.0 SXTECONll.[TIONS . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I II,
2.1 SiteJ�vscriptiQn . . . . . . . . . . . . . . . . . . . . . . . , . . . , , . . , . . . . . . . . . . . . . . . I I
�.2 Geo]ogicOveivie�tr . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 ''
i
2,3 �ieltilm�estigatioit . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 I
2.4 SoilCon<litio�as . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 I
2.5 UrUitncl�ti�aCer C'ondilions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
3.0 SLISMICXrI'Y . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
3,1 Seis�r�icIiaz<<rc�s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
3.� Seismic Desigti Cl�tssi6cation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . 3
�. � 4.0 S�Ui'E ANll LRUSxC)J� ��AZARD,S , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . �{
4.l Stec€� Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 I
4.2 LanasEic3eHaz<trclFlrels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
4.3 i:,rosic»1 f-1ac���d Are�s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
�#,1� F�azarc�sltisk5#ate►nent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C
5.0 CONC�YJSZONS AND It�CUM'NI�lYll.4T.CONS . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
5.1 Genr:r�l , . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
5.2 Site Prept�.rati.on �nd Ci�nexal ��rlhwi3rk . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
5.2,l Ten�porary�xc�Evati�r� ancl Slc�pes , , . . . . . . . . . . . , . . , . . , . . . . . . . 7,
5,2.2 ,Str�zctc�ralFill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . b
5.2,3 S ite Vtlark I7urin� '4Vct'Welther . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
5,2.�} S�il�gradeStul�i]izatio�l . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 i
�.2,5 Soi_1-Cernent Stabilization . . . . . . . . . . . . . . . . . , . . . . , . . . , . . . , . . . , l 0 i
5,3 Spre�3ciF�ootin�;Foundati�ns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 �
5.�4 Pcri��ai�ent I3ase�nes�t a�u1 Conventional Itelainin� �'�'alls . . . . . . . . . . . . . . . . . 12 I
S.S Slrtb-on-Gr�r]el�laors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
S.�i Drainlge . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . l�4
5,6.1 St�rfttce nrlialage : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 II
� J �.G.2T'�oti:�� Drains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i� ��I
CTO Cruup North�F�est, Tz�c.
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6.fl L�M�'I'ATlO N S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . la
7.0 EIDDITIONAT.,S�RV�C;�.S . . . . . . . . . . . . . . . . . . , . . . . , . . . . . , . , . . . . . , . . , . . 1S
I'LLUSTRATIONS
Plate 1 - Vicit�ity I��Iap
P�ate 2 - ,Site�'lan
, Pl�ite 3 - Pro�aosed Site Pl�n
t. � Pl�te 4 - Typic�l Basernent �Valt�3�ickrill and Uraiailge Det<ii)
�PI'ENDI;K A: 'CEST' �'IT LOCS .
C �
� GLO GrouE> Northrvest, Inc.
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re� �1 U'/ U3: o5p Cliff Williams Belmont Ho 2069331049 p. 7
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(x:CO'1'�;CH:NIC:�,.CNG[N�EYtTNG STUDY
('ROr'USGI) NI�D[Cf1LIQhNIC1, Cr,iYTrR
. 400 SLUGK SC}pT�i �y�F�STRF.,E'i'
�2.LN'l'O�, 1V�.SH�NG'1'OY
cJ-zosz
1.0 . ]N`�'RODL.rCI'IUIY
t.l 1't•c�,j.ect Uesc��iptior�
'I'he p�•oject site is l��catocl �t the �400 biock o1'sauYh 37'�' Streel in Itentan, Was.laington as tihc��vn
on Plate 1 - Vicinity Map. The sui�ject parc.el is locale��on tlie s�uthern side of South 37�'' Street
in K�ntoi�, Vl/ashiii�;toii,directly across ti�om atidress 404 Sot�th 37"' Ste�et. ��le uttderstand tliat
the subj.eet Iot has�tn area of appra:cimately �.7 aeres a►ZcE }i�ls an irregular shape �s sho«�31 on lh�.
attached 1'late 2 - Site Plau,
t -� '['l�c pr�p�sed site ctevelc��ment�ti'!I� COl'1SIS1 Uf C011S(I'IICCt[li��j'd ��OUCj-�I'i11t1C'. bLl1JCEl�)�S 41']�II
associatzcl E�ttrking 1c�ts. The easEern bt�ilding is pro�osecl to consist of a t�va story medical c�fticc
building�viil� d�yfigl�i l�asernei�t parkitib �Arage. The t���stern builciing is pc�l�oseci to be �.one-
scoiy of'fce buildin� 4vith dayligl�t base�nen�parking gara�e. 'Che k�aseir►ent garagcs �'ill 1:•ave
concretc ��ei�ining �valls. Parki«g lots are prt�posed for tl�e Io��v co rnoderate iticli�7atic�n sl���es
IUCated it1 i�le riQftlleaSterrl-rnOst C�UtliCll Ur tlle 5llbjec[p�trcel. A schetZtatic ot'thc �rUposed '
developinent lias b�en inclt�cled���it11 tivs repo��t as Plafe 3 - P►•opusec� .9ite]'lan,
z.a s����z coNr�J.���o��ti�s
Z,1 Site Descriptio�z
`t�l�e sitc is currentfy unciev<:lc�ped ai;d sl�o���s no obvio�:S S1�I15 Ol`*�C��'It�US gl'ilt{111�, �i[:ll`.'111�, �l�lle
northern portion o('lhe pr�ject site,�vl�ere tf3e c�evelop«�e�tt is ���opczsed, c�nsists ot'low�to
moderlte inclinatio►�slo��es «�lZich face west. 1'1�ese slopes ta�<<e irtclit�ations ran�in� i�roiz� 8 t�}
23 percertt from tt�e horizontal with an average incli►�.�tion of ap�ro�:i�nately 1 I percent, �Jus� to
the south of this a�•e�t is an area oF m�derate co steep inclizlation slo�es wl�ich xnces primarily
sc�uth. 1'k�ase slopes have inclinatic�ns rangi�lg from 30 to g� percee�t from the horiz��nt<31 and
have a hCi;h�zailgin� irozu 2�) to 32 feet. At tlie base of�he mo��eratc to steep sl��pe� lies a
� �
GEU (rroup No�'lll�4'fSt� lnc.
Fek�. 21 Q7 03: Q5p Cliff Williams Helmont Wp 20�9331049 p. e
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�� � Jeceanber 6, 2006 G-2052 ',
400 Block South 37'" St., I2enton, Washington Yage 2 '
relali�ely f.lat�trea ��nd d�e stream eliarute! t'or Partd�ex Creelc, wtticla Ilows we�t across tG� '
properCy. The ex.isting to�ogr�phy is slio��ni on the attach�d Flxte 2 -5ite PIa��. ,
`I'he �eritle.to inocterate�nbEe siopes 1�cFited on [he northern side c�f�tl'1e pai'ce� are��cgetated l?}�
�rasses, b.lackbec7•S� buslzes 1nd som�deciduous l�•ees. T�i� inoder��te Eo steep ii�clination slc�pcs
located on EUe sauthern portian of tlae property are veg�tateci primat•ily b}�ferns, small hushes,
deciduous trees ancl a.f.eu�ever�reen trees.
T'he Soiith 38`�'Col,rt rnadway de�id ends at tl�e n�►•tkiexn pr�pei�ty line. At t}ie lime c�f oiir site
investi�ati�la on June 2,2Uf)5, it w�s�tp}�arent tl�ac sor:�e ylyd�vaste and s�il m�y ha��e be�n
dumpeCl outo tha sub,ject pro��ei•ty 1t tlie Soutl� 38'i' Court de�td-end,
2.2 Geoiogic Ovet-��iew
:4eec�rc{i��g tu �lz�geolc�gic map of the site vieinily�; tEte surticial soils a� the prc�,ject sile ar�
repi�rted to be Ground l��I�raine lleposits more c�mn�c.u�3y kno�un as �laeial till ((:�gt). Glacial
_ Tilf is desci•ibed as a tiard, unsc�rted mixture ofsand, sill, a,�d gr�ive-1 ciep��sitccl cltu•itli? il��
;, � Pleistocene Prlser Glaeiation periad aboui 14,U00 years agq. 'flie till soifs u�ere c�v�rridden bv
�iaeiei:5 �ind typiealiy are clense to very cfense bei��v tl�e r��e2t��ered zone. Base�! upe�n the m�ip;
� Rea�tozi Formlt'so�i(Tr) bedrock m��y be lucated on the we5tern-ijiost p�rtion of the si[e, '['he
Rentot�P'armatioi�consists of�Arkosic sandstone, mudstone, sh�zle, and several cn�l beds. 7'he
rock il� this formatio.n is said to be irregularly cement�d by ealciurn c�rboziszte ancl have n
tliic4cnes� af abaut 2,SOU Peet. �
z.3 �'iel�l iuvestig�tion
C1:,0 Gro�3p North�vest,[nc,,�xplored subsurPace soil c��clitions ai�l�e site by ex.c�ivalin� �+t�d
l�gging six ex��4oratot�}� test pits 'l'P-1 tltrough T�'-5 on Jut�e 2, 2UOS. "fhe test piis «�ere locxted
in areas rougl�fy strrrocinding tlaE proposed buildiitg arels as slzo�����on�'lafe 2 -Sifc Pl�n and
Plake 3 - Yroposed ,Site l'l�tn,
"I'he test iis ���ec•e excav�itecl t� de�tlys ran �n betw�en 3 �nd 7 xeeE belo�Y� c u�c r ae� h e I
n i � � g at i su .f c (_��), ,
Soi! slmples 1t vlryin+�depths were collectecE, cl�ssified and returned to ou.r laboratory. The t�tit
' "Geolagic Mt�p of the �2eut�n Quadi•�1�ic, Kiz�g Coi�crty, 1'�ashingtan", D.K. !
R�fullineaux, U.S.Cr.S., 1965, ',,
�.,� I
Gr.O Gi•uup 1Vurtti�vest, Iuc.
reb �i u'� u�: Uep Cliff Williams Belmont Ho 2089331049 p. 9
, �_� l..�
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� � Decetrber 6. 2006 G-�0�2
400 BT�ck Sout}� 37'�'St., Rentan, Wasiiingtot� I'age 3 '��
pits were the�� backfilled with the e�cc�vatcd site soils a��d tainped in.to placc�iy t{Zc b�ckhc�� ,
buck�t,
2.4 Soil Conditiot�s
Sc�ils encountered at the lest pits consisfied of loose silty SnND to sanely SIL'1� soils ovecl;��ij��
nxeditun dense ta clense san�ly SIL"f'soils at depths ra:iging('rom C-inches to 2.5 feet belc�ti��
grouricl surface. Suine sedimentacy racks wece enoountered within tlie dense slndy SILT soils at
the tss��it TP-3 aiad'1'P-4 Ic�cations, Th� majority�<>t'sc�ils encountered ���penrecl to be the gfacial
tiil soils aiscussed it� t��e gevio�;ic literAiure ror tlle site. 'xl�e observc;ti sedity�encah� rocks are
indicative �f the sadimentary Renro��Formation u7hicia probably ut�c�erlies the glacial til) soils at
tl�e site. Copies of'tlie Test Pit �.o�s ar�:p��esented iii Appendix A: 'fest.Pit.C,ogs.
2.5 Gruti»clw�tter Cnndititlx�s
�ro�tndwa.ler s�e�age w•as obseived al � depth of]8-inehes beEow �;round surf�ce at the 'TJ'-5 test
pit 1oc�ttion, It shouid b� uuted thaC gcoundwater cc�nctitions ma}�tluclua#e se�3sont�l[y, de�et�ding
� � on rairr.Pall., sur��ice rurloff�ind other fac.tors.
3�i. SEISMZCE'I'Y
3.J, Seisniic IIazarcls
tit�e understan.d th�tt the City of Renton l�as clnssifietl the �rojec•t sitc as having a seismic hararcl
� due to p�teuti�! liqueflction c�i�'soils durii�g an earthquake cvc»t, Based uno�i tlle s�ils
encouut�;rec1 in our sut;surf�ce investigation;i t is the opin� ion ot�GEU Grottp Nordi«��st, lnc., th�t
t ere pxo;jeci site soils are not potcntially liquefiable,
' 3.2 Seisn�ic Desigia Site Ciassificacioa
� �.cc:ocding tathe 2UO3 International I3�iilding Cnde {IBG), [l�e�roject site has Site Glass.0 suil
(Vcry dense soi! flncl saf't cocic), as derived frotn Tnbie 1 C 1�.l.1 in Clic IIIC", E�asect upun ille
subsurfaee sc�il coi�ditions fiyunc!dua�ing our sile investigation.
� J
� CLO Group I�Tu�•tli�vest, Znc.
, Nan �1 u'/ u�; U6p Cli�f Williams Belmont Ho 2069331049 �. 10
. ; � . ( �,
� � December 6, 200G C3-2U5�
4U0 B1ock South 37`'' St., Ren�oa, Washington P��e 4
,�U SLOPI: ANA �ROSIUN HAZA:I21?S
Vl�e taneierstand that the City of l�ent�n Critieal �1rea Nlaps inclicale tliat the st�hject site coi�cains
stoep slopes, 1lndslidc: fiazards �nd a�i erosion hazard.
4.1 Steep Slopes
"!'he City of Renton cl�zssifies steep slopes inta two categories: Set�sitive Slope �rtci l'rc�cected
. Slope. Sensitive slopes are those slopes ilavi�lg�n lverage slope of 25 to less chan�}U percent
firiCl tll0se 31opeS w�ith average inclinations o.f 40 percent or greater h�ving a maxim�nTi ve�tical
rise of l�ss th<<n 15 ��eet. Protected slopes are cie�iueci as tkiose slapes wlflt ati F1yEl'a�e .�i0�)e.
inclinatic>n of 40 percenf e�r gre�►ter�uad 11<�ving a rnittimt�rn vertical rise oi' I S Feet,
[3ased t►pon the City of Renloil slope c[etinitions, fhe majority.a�'sotith facing itii�der�te to sl��J,
inclinatic�n slop��s <<t the site may be classitied as Sensitive Slope areas, F1 small partic�n ol'the
sc�z�th�lcing slope, near t}te eastern property bound�iry may l�e classified �is I'rot�ctec� Siupe �rca.
Based upon th�curxent site plaiis no devefopment is proposed to be locateel on fhe Sensiti��c or
t � P:otected siope arcas. Ho���ever, the �roposed rolciways ancl parkii�g lots are}�roposecl ro be
locateci at the rop of'tfie Sensi:ive and Protected slc�pe a►•eas «�itl1 i�o setback. '1'hE ��c•o�c�sed
easterir builciing will l�e locateci approximately 50 feei from the Protectec�slope area. `I'he east�ri
buildine is proposed to be lacated no closer than appr�xirnalely 32 feet froitt tk�e Sensitive slope
area. The west�rn building is proposed to be locateci no closer tha.n app�nximately 32 fee� ;roi,�
tYte Sensiiive stope �re�. It is tha opii�i�u o�'GCO Group Noxthrvest, Inc., that the proposecl
development can occur at the prc�pnscd lac��tions wiih�'egard to lhe si�ep slope cl�ssitica[i��iis.
, `l�he lanelslide and er�sioi�haza.rd risks which az•e assaciated with ihe development wilf be
discussed in the follo��ing sections. 7'he City of ltenton Mut�icipal Code requires ll�at.rhe
Protectecl Slope�trea, unf�ss eYempteci from [��e standlyds, mttst be designateci tjs a ?v�iti���
+ Growfl��'rc�tection �11'tfl i11lCS 1�l�l�I ;equire �erm�inent protection in accorciaryce ���ith thc
devel�pi��e�rt coc�e.
4.2 Lfindslicle IYac�rd A,rens
Accordizzg to the Cit}�ofRenton iv�unic:ipal Code l��idslide liaz�rd �reas are de�i�ed .�s:
l, Lo��1 L�aiclslide I-J�zard (LL): tlreas with slopes fess tiian �fteen perccnc (l S°'�}.
� �
�
GrA Group Norri2�vest, Tnc.
�
h- eb �]l u'1 U;�: U'/p CI i.ff Wi ll iams Belmont Hb 2069331Q45 p. i l
(..... f- �
. , ` 1 .
� ,
. �
� � llecember G, 2QQd ' Cr-2t)5?
�00 Block Sout1137'h St.,Re�zton; Washii�gton Pa�e 5
2, Meciium F Axacislide �Iazarc!(LM}: ta.rels �vithsJo,pes be�4vice�1 fifceen �e:rceiit (1�°%) anei foi•l}�
��ercent(40%j and�tndeclaiu by soils t}�at consist lar�e(y of sa�ic(, grave( ur glacili til1. �
3, High Lar�dsli��e I�azards.(LII}: Areas ��vith sla�es 6reater than f�rty percent (�(?°io), ancl�reas
tivith sio}�es bet4veen fiftcett percec��:(]5%) and forty percent(40°�0) �nd uucl�rl�tiit k�y saits
consisti�ig l�r�ely ��.f'sikt ancl elay, .
�. Very �-Iigl� Larzdslic(e 1-faza�'ds (�,��): Areas ot�;tna�vn naap��blc 1��1c�5lide Clc.()oSiiS.
�-�s discussed abo��e :herc a�•e slopes �l the site whicl� c•ange ii� steepness tCUIIl �,�11fIE tQ S�Z�'p 4`'i(�7
a inaximu�n inclin�tion of�4 peE•cent fi•oi�.� tl�e Itarizontal, T��e i�n�l�rl,yin�sic�soifs cc�rnisi of'
prin�arily slr�dy SII�I', glacia[ ti�l soils, �vliicll i»�t�� be Ltnderl�tin by setiarnentaiy rr�ek,
Accordi�ng to tne a.#'nreme►ztio��ed cie�nicians, Law to Nigit T,anctslide H�nrci areas are lczcated at
the pi•oject site. A par�i�n of the western pr���osetl btillding ma}� be ]oc�tled tivithi.n a 1-Ii�h
L�uzdslade I-�:azard Area based upt�n siope i:lclin�itions at the �roposecl westcrn buildi�t�;��-1�ich
i-an�e bet���ee1z 14 �nd 23 percent from tfxe horizorttal. CiLO Cirotcp North�<<esi, IIIC., IS i�0(' �14�'�li't;
� } o#'any kno���n 1lndslide cfi�posits at.the}�raject site. ��onsequently, thei•e ai�e no knowi� \'eiy� Hi�1a
I_.andslid�Ha7ard are�js at tlie praject site.
At the tinae of our site inve;scig<�.tion, wa ��hse�vect no si���s af slope movement sucli as scarps or
sliunps;on the slopes at tlae project site. Due to the relatively]ow slop� i�nclinations and the:
de�tse co�iditial� of the utzdeE�lyin�;soifs it is the opiiiion o1'GLO Geoup Northw�sc, lnc., tl�at tlye
exxsting slopes ,it the si�e are stabl� itt.tk��e.ir c�u-��ent c<mfi�ura#ian, 'I'he prc�posed deve:lo}�n�ent
���ili uoC i��ca'e�se t11e risk af d�mage as a result o�'lancislides 1i the sub,jrct site.
a,3 Er�s4on �-�,ixarcE �reus
Based«pon the City of Renton Munici.pal code, ar�as ha�isig slopes r�vith ineli�i��tians of less fl�an
1.5 percer�l �re cfassiCed as �iaving��I,ow J�zosion Ha.zard. Slopes witi� inclin�ili�ns c�f I5 percerzt
or gre�ter•are c�lssifed �s ��avi��� a �-[i�h Erosi�n Haz�rci. Acec>eelingly, ���e undecstand that both '
Jow and I3i�h erosion i�azlrc� areas are locatcd at#he pro,jcct sit�. The unljoritt� af the prc�ject.
development is lucated within a�,ow�rosioz� �-Iazarc� �1rea except a pot'tio�t oE'tl�e �t�este���l
builcliiig a�-ea wI]1.CIl 13 lOCA�CCI 4VjtI'11I1 ct�'Il��l EtOS1011 I�Iit2aT�tl Area,
C .�
(.,I+;O GrouF� Nurtli�vest, Inc.
t �
reo• ct u � u�: ua:p l:iif'f Wiltiam5 Belrnont Ho 2069332049 p. l �
• j i...,� f-�
1
) .. � .
� � Decemt�er G, 2p06 C.;-2(.?52
�UU Cilock Sotrfh 37'h St.,Reirtcm, Washi�ig#o�t Page �
!t is the o}�i�ai�n ot'C;LU Grou�North�vest, Inc., tlial tlae�z'oposed tievelo�meitt pt�csents a lo«�
risk of erosiUn wf�ich can be ►nitigated thrauglt ilte pro�ea�usc:oF tbe felfowir�c erc�sion contrc�i
IT1C�1SLt4'�S;
a. Filter fabric fencas should bc installed do��i�liill From at1:disturbeci svil fu'cas;
b. PiFisti�s�eGting,jtite rietting ur othes�n��Eh�c�ti that are n�proved �y�the
�Eatechauc�tE engineer should be i.nst�l)ecl on distuxbec�sai! a:rcas which 11av�; an
� s(ope inclination�i'steeperthan 40 perccnt,
4.� I�ac�rds Risk Stnten.lent -
gased upon the Gk�O Grvup Nord�y4'est, '�nc.,subsurface investigatic�n at th�s�tle ��z.d ihe ctirre:iii
propased develop�nent platis we l�ave evaltiiatec3 tfie prcrjeet site���itlt regarc�to steep slope,
E��ic�stide �tld erosion hazarcls�ind hfive prepaced tll��f'ollo���inb st�atetnents:
I. The p��oE�osec�d�ve(op�nent��vill noi incre�tse lhe 1t�reat�f�ecilo�ical k�a�<<rci to
� � ad:jacent properties beyai�d pre-dec-elopEZtent conditic�n5 pro��ided tl�c
rec.omij��ndatioi�s cuntainecf herein are properl�� i�nplentent�;c:; and
�. 'I'fte pc'opc�sed developcnet�t���ilI �1at adversely impact otl�ei� critica� nrcls praviciecl
tl��e recor.zmendations contained hereiai are pr.operly iil�plemented;ai�c!
3. 'I'}le cic:velopmer�i ca» be slrily accommo<larec� oi� the site, prt�viciec� the
recoit►mecldatio►�s cotltaii�ec!hccein.n3•e �roperly im�Iea��enfed,
' S,(1 C01VCL[)SIUNS A�D RECpxYI.1VZENUATIUNS
S.1 Gex�e�•rt
8assd up�n the results ofouc study, it is �ccr prol'ess'sUnaG o�inion that the site is geotec��nicallv
, suitable far the proposec{ de�-elopment. 'l'he prop�sed isutldings can be suppor[ed.on
coi�vetition�l spreacl fo�tings bear.i►�.g on the clelise tc� ��c;�• � dense itc soils or an.coilipacl�d �,
st�•ucttu•ai tTll placed oi�top o t ie c ense sit� soils. The ove.riyJlt�;�OOSE S3jC}5811(I SpIIS c�l'C; t10t �
suitable to.sttppot�t fotmd�ttinns due to lheir loose cc�nditir�ji. I
� �
, fxEC} Grou� tilortlt��est, Tuc.
' reb � 1 U'/ U".�: U�3p Cliff Wi }. liams 8elmont. Ho �069331o49 p . 13
i � t �
, , '
�..�) S�ecenzbex 6, ZU06 ti-2{)52
�404 l3lock Sot�i� 3'1'"St., RBIItU51, 1�ashingt�n Pa�;e 7
Deeause the site sails axe ft�ie-gr�'tneci they 1re consid���ed to be n�oisCttre sensiti��c ancl �vill �e
t�ifficeilt ox impossible to co.�npact durin�w��t�veathc:r condition5, If eartk��vo�k is pl�tr�ned fc�r t}�e
vvin.ter n�onths we rcco�r�naend that a relltively f�•ee-rirainin�pit-run saild or gravel be im�a�rtecl to
tl�e site for use as st��ucturat till. u'etsite soils�Z�ay be stabiiizect b5�cemen�treatmci�t if
necessaiy, 1Zecc�ea�men�[�tio�xs for ceii7eett treatmc�xt of site saiis are included i�� Section 5.2,S -
5��91-C�11�ez�t�tabilx•r,ation,
5.3 Site Prel�aratioa and Cepernl Larti��-�ork •
'Che btrildang pad ai'eas sl�c�uld be stripped �ncl elea�'ecl c>f�ut•taee ��e�etaiic�,i ai�d loose soils. it'
yard ���Aste�ncl lue�se tills are f�unci witlain the developnrent areas tfL�y shotlld be removc.d,
Distu�-b�nce l'o the sits shotilc� i�e kepk to tt iT�it�i�num. Silt�ences shaulc� b� it�stalZeci��rou��d are.�s
distu�•bed �y eoi�structi�n aeti��ity to prevei�t seditnent-)acleii sur�'ace ru.nc�t'i'Frc»�i bei�l�;
. discllarged off-site. �xposed soils that ar�: subject to ernsion shotild Ue conaPzcted �ii�l co��er�e!
�vith pt�stic sheetiilg.
The propvsed UuiSc�ing�oultdat'►on as•eas sliou;c� be excavatecf doti�n to tl�e cler�se ►��ti��e s'ste sc�ils,
� � g�aci�l �s�! soi�. �3ased on tl�e.(•indi�lgs!:i•c�m nur sail 'si�vestigati�n at�Rac site, �1=e anticipate tliat
�� t4ie rlense soit under tl�e build'tng areas is p�esent be[�uee� 6-i�iches�1nc12.S feci helu��tlie
existing �rounct su.rface (t�gs), "l'�l�CI�IlS�CoCICIlt1QLl QCE�lE bll(�C�lR't� FQLiZ'tC�itLiQn 5U�}QC�ICI�S ti�'IQLF�C�
be �elc� veriCiecl by GE:O �roup Nqrth�vest, Inc, durictg builcii.tt�pad exea��ttti�>n. �f lc�ose.s�i[s
are encoun[ercd at tJze pca��osed rooti�ig suUgrade elevalion it may� be nec�ssa:�Y• tci eom�;ict the
suils 6elc�w tl�e faatings or re�?laee tivitlz�t comp�ic:�ed structut•al �11.
5,2,1 'I'e111pora��v�;xca<<a�ion�r d Slo�es
Uncier nv circ�urtstauces should fetnp�rary excavaliun slo�es b�greater than tlze limics s�eciCied
lil �OC�iI, state and nalional �rove►�nmerit s�if'cty re�ulations. Tempora�'�� cu'ts greafer t}�ati taur feer
in l�eight should ve sloped �tt an iz�c:liti�Eion i�o steeper than 1 II:1 V (I-Torizoi2tal:Veriic��() in the
loose site soils, lempar�iy� cttts in tite c�ense site soils may be excavatc:d no stee�er than lH:2V
prc�vicleci that nn seepa.ge is encottntered, If b4�ound:�vafer seepagc is eE�cot�nterecl dttring
const�vction, excavatioii a�'cut slo�es should be lyalte<3 aryd tl�e cti�slo���s shot�ld he ��e-e�lalu�led �,
�y (1�.0 Gt•oup Nordl�vest, Ine. Permanetrf cut slapes at rhe site sltouid be ii�cIined no st���er !,
thaii 27-�;1 V. Perinanecit�3i slopes sltould be incfialed no steeper tl�an 3]-1;]V ���itllc�ut �
geatecltiucal engineer a.pprovecl �lesig��,
� .�
C:�,U CY•�uJ� �<�z•tki«'est, Inc,
' Fe:b �t 07 Q3: 09p Cli �f Williams Belmont Ho 2�.�9;33104y p. 14 i
. i � ' _,J
, ,
�~ J J)ecenaber�, 200b G-2CS2
400 BEock Soutli 37"'St.,Ren#c�n, Washingtan Pnge 8
,Surface runoff shc�uld not be allowed fa flov��unec�ntr�lled over lhe top of slopes intc� fhe
excavated area. D«ring tivet weather exposed eu! slopes shou)d be coverec! ��i�h plastic slzceti��c
- citu•ing c;onstructi�n to m.initnize erosiun,
5.2.2 . S��s�c�ur�l �'ill
�
All �11 m�terit�! used to acltie��e design site elavations bi:lo��v the i�uildin�area and he}ow n��n-
structt�rt�ity suppor�ed slabs,parking tots, sidewa�ks; driveways, �nd patios, shoulcl mcat the
rec{turetn�eitts for structural fili. During wet weather conditior.s, mat�ei�l to be usec� as s�r�tcttirui
fiil should hlve tlie following speci�ftcaGians:
1. Be f.i•ee c3xainii�g, pratu�lar�I�ateriAl �ontainiiigno �nore than (7ve (5) percenl fines (.s:!t �uid
el�y=siz�particles passing tl�e N�.2UQ mesl�si���e);
2. ]3e ii•ee oi�orbanic materi�l and �ther deleterious substa�zces;
3. 1-�a��e a niaximum size of t}�.ree(�) inches in dilmeter.
� �
All fiil materi�i shotrld be i�l��ced 2t c�r near the apti�n�ut� moistute contenC. "rhe cyptimutn
moisture cantei�t is Ehe wat�r content in soil that enables the so:l to bc comp�cteci to tl�e highest
dry densily Cc�r!1�IVC11 COI1Z}�AC11011 effort.
"T't�e a�ajority of the on-site sc�ils �+�ill be moistlu•e-sensitive because theyconsist of silt�. S�1NU
and s�ndy SII�'T soils. �f these soils are too wet tl�ey�uill be ver��difticull or irnpassiblc ic�
' e:ornpact bec�use of tl.ieir silt conteni. C�nseqt�ently,iF wock is to occur dt�rin�the ��►�et«�inEer
months it inay t�e �aecessaz�y to imparl a fi•ee-draining granul�r (ill which can t�e coi3lpacted Lu
mCet tlle 5ti•uctural fi!( specilic,itions, Ideally thi5 n�aterial ���c�uld havc.less than 5°�> p�ssin�t thc.
No. 2�(�sieve,
If tl�e o►�-site soils are to I�e i�sed 1s en�ineEred struct�tral;�ill, it �viJl be tiecessary to segregate li�e
to�sc�il �i�d anv othtt�organic-or ciel>ris-containing soil, k�ecatist sucli s�ils ���ould Le �lhSUtlahle;
1'or use as struc:iural:fill. �xcavated un-site material that is stockpileci for later use as str�et�ual
fill s1�ould be p�•ot�cted fi•om r�ai�lf'all nr conl�+minaiiaii with unst�itable matet'ia�s by coveririg it
wiEh pllstic sheeti��g u�ltil il is used.
Structural ftJl shoulc[ be I�l��:ed iu ll�in liorizontal liffs uo!excuecli�i� fen inches in Inose th�ckiie�s.
� � Structur�l fi(l t►nder building areas {including foundation and sl�b ai•eas), shau{d be compact.ed t�
CX��O Cruup Nort)�«�est, inc.
I-eh 21 Q7 03: Q9p Cl iff Wi l l iams Belmont F�o 2�.�93�i049 p. 1S
, ;,._1 ,
1 , �
, `� _
C~� ,Decem�er 6; 20Ub Ci-2052
40b B1ock SouCl� 37`r'St,,Ren�on, Wnshington P�ge 9
at leasC 95 percent�liaxim«m dr}�density�, as detc:rtnined by taS`1�Nf."T�est Desi��tfil'ion l�)�f�57-91
� (Mocli�ed Proctor).
Stn�ctur�l ��l ut�der parE:ing lurs ancl sidewalks shouJd be eompa.cted to at]east 90 percent �
m�xii��uin dry clensit�l,as determined by ASTM`i'est Desi�natioi�.D-i557-91 (h�Iodi�ed Px���ctt�r•). �
l�il[ �laced witl�in [?.-iriches a�'tinist��grac�e sho�ilcl ineet the 95% rec�uiz•ement,
We reco►t►naenci lhat(�EU Group Northwest, Inc,; i}e r�tained ta evaluace tl�e suitflbilicy c�f '
Stt'UC;ur1t till materi�l anci to monifor tlie campaccion work ciurin��ansti�uctioi� for c�uality ,
assur<ince of tlie eartlt4vork. '
.�.2 3 �S,.ite �t�ork Durin� Wet 1�Veatl�e��
Duri���, wet ive�tther tiv� reco�z�mend excav�ting to �vitlzin a few inches, or �ilr�re, abuve t.he (it�al
�. subgrade e:er��atio�i of siabs and�potings to protect the moisttu•e sensitivc site sails ik tlte sul�gt•�cle
svils are to be exp�sed to weathec for an cxtencfed periocl o:f time. �inal excav,�tion can be
accUn�plis.lied la[er to rerno<<e tii�suitable rn�teri�il and mi�ii�nize suberade expc�stire.
�._.� �lt�i��alirrely, the sub�rad�:can be�ratected wiF)a<< 4 ii�ch layer o�' i-1/4 iiZcli en�sl��d ruck +_�r l.eaa '
rr�ix c�ncrete, c�epenc�ent o�l the disturbEd sice conditions �ud weatl�er. coi�.ditiuns. Constriictiort
� iraffic shotild be minimized ou the sla� anc� �uilciing founciation sutigradcs.
; �2.4 SuU��de Stab�li ati �
• l�ollo�vx►�g preparatiu�7 oI�the stib�racle unclar �avement �Ereas, we recamn7�nd pi•c�of-r�lliiig cl,e
s��l�gracie tiuith a piece of It�avy construe:tion cqi►ipment, such as a �ully loac�ed dc�itlp truck, tu
� ��erify#]�at the subgracie 'ss c�nyielding, Proo�;roliing shc}uid be performet� under the di rcctic>t� t���d
c�bservatic�r� nf tl�e gevtechJ�ical engineer, SoE� �re1s rnayr req�uee over-exca�>ati�n ancl
replacement with com�acted structural �11 material, ar other subgracle sla�iliz.ition �i�easures,
� To st�bilize yielding buildin�p�cls, toundation subgrade, �ixd paveme;it sub�rade sc�ils, �<<e �
reco�nmend se}��rating and cuutining the so�t site soils witi� a�voven �reotextile l�al�ric sucf� as '
Mirati St►OX, or equi��alent,and �ridgii�� �vith an agb��egate above the Fabric, 'i�he liria�,ii.�g '
�n�rterial tnay cc�nsist of�it rt�n.sand and gravel, i-1i2" rninus crcisl�ed rock,q�iarry r�ck, crushed �!
recyc[ecl cancrete,pr other Iocally av�iila�le materi�tl�cceptable tc� tlle �;eotech.nica! en�ine:er. ',
The ainount oi'ti�t�t�rial requireei lo bE�idge wil] depc:ncj on the co��ditit�t� af the subgrade ar�d the ,
ty�e of brid.�in�; rnateri�l used. G�EU Group Nt�rthwest, Znc.; shouid be r.��ilac�ecl lo e��alua�e the ,
C �� sctUgrflde eonditions prior l'o pa�iclg or foundatioii construction. As ari alterilative to usine a II
GI?,O Graup Nortlitivest,lnc. I
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4UU Dlock Sattth 37'''St,, Renton, Washingto�i I'age l U
�eotextile t�einforced a�gregate brid�inr� inaterial the site soils a�ulei be ce;ment tceateil as
clescribed bel��,�.
S_2� Soil-C;ement .'tabilization
� For on-site soiEs that prt��•e to be ui�satisfactoiy as a subgrade base far founciations, flcar sl.ibs,
sidewalks and drive�vays, a soil cement treatme»t �ro�rarn can be im�lemented to improvc the
s�lbgrade conditioil anci wet�veatizer per�ormance. In aeldition, i.l site soi.ls�trc:to� ���et to be used
as stxttchu�al �iil t�tey n�ay be mixed �vit��ce�r.ertt �ncE place.d as struct�u•�1 f ll.
Cement tre�tment co�:sists of mixing cenieiyt u7to a mii�im.um I2-inch Clticl<ness of tl�� site soil,
creating a cemettt treated base (CTB). Uve�large ��reas cement treattnent is usuall}�pei-fori�led by
� tilling cement into the site soil. Tl�e cement treatment shot�ld extend do�vn to fi°rin sc�f4s. 'rhe site
shottld b� �re�g���ded�rio�•to cement trea.Uttent to �rev�;ilt cuttilig or remo�-in� t9�e ininir7�urii
ih.icluicss �f CTB durino the:final grading process.
The rate ot:ceil3entapplication is d�pendent on the moi�ture cc�nten� o1�t}�e suil and typicall}�
� } varies fr�m 1b�ut 4 perc�nt to K percent(43 lbs to S6 Ibs per squnre yard for � 1-fot,t cicep
trealmer�C), b�1S�C� Ul1 d['} V1�CI�ilt. �3�tsed ot1 our experience, �n a>>erage�tpplicatio» rate c�l' abc�tit �
percent or 55,4 lbs ofcement per square yard for�� one-Io��t deep treatment should ve adec�uale to
st�biiize tf�e onsite soils.
� �':ocedurafly, a staitdard.Porflar�d ceitaent is applied in dry powder l�orm to tk�e surface uf die
� gro�ri�d and tilled into tlie sui! witli a tilling machieae. '1"he c�:ment ean also be mixed with site
soils in batches by an excavator. !n tkiis case tlie machin.e operator sho:tld be cxperienced it: sc.�il-
ceule�it mi;cing to iusure lhe proper mixit�.g ratio. Imrnediately fotlo���ing soii-cement mi�iiig and
grading the sc�bgrade skiould be eam:pacted t�y al�rge vibrator}j mlc.hine, Acc�rdi�lglJf, cenient-
� trelted �itis can be buih up by��laein� 12-iuch thiclt�esses oi'mixeci sc�il-cemeitt rind compaeling
at the surface of�ach lii�t.
5,3 Spt�e�d �'�otingFou�xdations
The proposed buildings can be supported an conventional spread Footings bearing on the dense
site soils or on coittpacted structural fill plAced.oii �o�of tl�e delise site soils. 13asecl on the
fin.clings fr��n o�az•soil itivestigalion 1t the site,��e �nticipate that the dense soifs are present
between G-inches tuzd 2.5 feet below round se;rf<te� at the building ]ocfltions.
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�10�731oek Soutii 37"' St.,Rentun,_1�%asn.ingto�n P��ge i I
lndiviclual sp�•ead footin.gs n�ay bc useci for supporting coluin:ns �tnd strip fo��ti�lgs f`ur heariitg
�valEs, 4ur teconlmended tninimu�n desi�n criteria For�oundatioc3s u�arin�an th� d�►�s4 site soils
�r nn coznpacte�i structi�ral �lT are as f�llows;
- 11l.lowlEile bearin�;pressut•e, includin� all cle�ttl ailci live loads I
` en nat���a soil =�:�00 psf '
� C:ompacted structural fiil � =2,S�Q psf
. - Ivlinicnum depth to liotiom �1'�erinieter footing bel���v�cIjaceczt fin�l �xterior�rad�= I t�
i nc;hes
- Nlit�.imurn depth l� boftom af interiar f'oatings bel��v t�p of(lo«r slab � }S �nches
- Minimum width of�vall footings= 16 iiacl�es
- Mii�imt�m lateral dimension o�column footinns=2� inches
� � - C�sti�nated post-consiructi�n settlement= 1/�i ineh
� Cstirtlated �ost-co�zstructioit differ.ential settlement; across bi�ildi�2g widtfti �- l;� iiial�
A one-tl�ird inct�eas�ii� the ab�ve allowlbte tiearing pressares ca�t be used when cc�nsiclerin�
sl�ort-tei•tn trat�sitory� wind oc seismic I<��cis.
L��te;•a[ loacis c�n also be r.esisted b,y triction �e�tii�een the £ouilclation ana the s���pp�:�rcii�g
coinpacted �li subbrade or by passi.ti�e earfl�p�•essttre acting on tl�e �tEried portions ctif the
fvuiict�ttioils. For the latter, tlie £ot�nd�tions must be �ourec�"tie�t" agairZst tlte existi�i�
u�idistucbed soil or be liackfilleci with � compaclecl fi11 meeting tlte reqtti.�•eix�ents fo.�stz��cturaf
fill. Our recommeraded paramc;ters are as foltows:
- Passive i'ressEu��(Lateral ELesistlnce)
• iS0 pc�ec�uivalent�7uic! r��ei�ht Pc�r cc�mpacted struet�u•al (ill
• 3>0 pcfequivalent fluic{ �veight f�r native dense soil.
- C�ae�'fir�ient ofl��riction (�'riciion Faclor)
• 0,35 Cor conzpacted structural filt .
• U.35 1or native tlense soil .
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'I'1ie �illo��vahl�passive pressure a�Zd coefficient ot f.riclion nia.y t�e ii�creaseci hy 33°lo co resi5t ,
tem�ocary l�ads imposed 6y v��ind and seistnic forces. We recotume��d that fo�tin�clrains be '
�Iaced as�ouzid a1I perimeter footings, Mare sp�ci'�c details of perinieter louirda�ioi� cirains ��re I�
pcoviclecl below in Sectiou 5.6.2 -Footiug Drains. i
5.4 Perivar�eo�t� l3aseiue«t f�nd Conv�ntiv►i�i IZetainit�g Watis
The pz�eliminaiy pf�ns i.t�dicate that both btiildizl�s ���i1C l�ave dayiibht baseinencs wilii l U �'ool tall
retai»itsg walls. We recoiz�m�nd tf�at the basement retatning��alls be designecf and constcucied in
acco��dance ��+ith tl,:e t��llo�ving guidelit�es.
Pei'ma�lenf i7a5eiz��ztt���alls i•estrained horizolltally on i�s� are consiciered t�ny]CICII.I1P�117Cj Sh011�Ci I]e
dcsigned 1�0�•a later�l soil ��ressi3re und�r the at-rest coi�dition; «hil� c�nventii�nal rein{�qs•ced
eonci'ete tivalls fre� to t•o.tate on top shoulcl be cl�sig►�ed for tin activ� 1<tter�t soil pressure.
Active Earth t'ressiit•e
�-�---------�--.._.�---+
� � Cc�xl��entioat��l reif�forced c•onerete walls that are designed to yield �r� amoui�t eclu�il tn i).()U2
times tl�e w�ll laeight, should E�e desigaed tc� c�sist thc 1ltera.l earth pressw•e imposed b)�t►n
equivalent fliud �vxth a unit weigllt of.:
• 3� pcf for level bacicfill behi��d yielding retaining��+alis
. ,
f�or seismically ii�ducec� (acet�a] lo�tcts the designer should use a;� add'stional 6I-I �s{'u�hez•c 'f�J is
. LhE�?L'1�}l� O�t}lt'. I'�CilllZt�l� 4va11.
At-Resl Fnrtiz �'ressure
��,%alls supported hoxirot�t�.11y by �loor sl;ibs are consic.lered unyielding ��id sh�uld he. cicsit�i��d
i�or lateral soil p�;essure uncic:r th� at-rest cundition. Th� faterll soil pressure desigia sliould
have ari equivalent ftuid pressure of:
• �!5 pcf 1'Ur�e��e! grouiicl bchind permai�et�t unYieldin� retainiag���alls
For se�srnically iitduced later�t lo�ds the ciesi�ner shc��tld use an�additional CjH, psf'�4�here I�I is
the 1leight of the retftiuitig���ali.
� �
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400 Blocl<Sot�th 37'" St., Renton,bVash'tngton Page 13
Passir�e 5 aa�tl�Pressure .itad 13ase l+rictioia
T11e avriil�lble passivz en��il�pressure that c�n be ii��bilized tc� resist later�l i'orr.es i��a�� be
assumec� to be equaf to� 3��cf e ii � lanl fluicl weight Ior the u��ilisturbed �lense nllcial eill
soils an 350 pcf for �omp�t.cted strt�clu�•ttl ba��Ciili. y
The base frictiun that c�n be �enerated between concrete�ud unclisturbed bearing,soils or
cngineered sCrueCura! backiill may he b�►sed an an ass�ulrcd Q.3� friction cc�cl�f=�ciei�t. Tl�e
nllowable passive pressure �nd coef'ficient c�f friceic,n may be inci•eased by 33s% to i•�sist
tentporary loads i���posed by���ind a►id seismic fories.
1�e reeomm�nci t6ae a �ertieal ciraial mat, �iradrai��6UQ0 ar ec�uivalent, E�e usecl to faeilitat�
draii�a�e behind conve�ational re[ttining orbase�neiit �Valls. The drain rnat core is �ltieed a�;��inst
the wali with tf�e �lter fa�ria side t�iciti� the UackCll. `i'he tirain mat extet�ds frc�nr the tinisf�ed
�. surface grade, do�vn .o tl�e i'outing dxain pipe. Jn Add!�1()il CO tI7F.' tirain mat; we rec�mmend shat
t, } tke backfi4l:for the l�asemct�c walls co;�sist of compacted l�r�e-cir�;nin� t��aterial. V�'a!t draina�e
rec�n�inendatians �nc[installation proceclu�•es shoula be t��llo�r,�ed per l'1flt�e 4, Tvpic�i] 13ase�u��nt
'�Va1113.�ickf{�1 ancl T3raivage;Uet��iL
.�ack�l:l m�terial l�ehind canventional ret�ini»g ancj basemet�t ��all� sh�uld be com��actcd tc� 9U
percent o�'the maxirnti�m dry density determi�zed by AS"t'l�i D 1 SS7-78 (Motlifcd Prc�ctr�r
Meehod). T�1C b1CkIlI� lil 11'�ilS 2{�)�3Cetlt �U ZfIC W�lIIS S�lUl11Cl �C GJlll�acted ��i�h hancl held
equipn�erlt to avu'scl damt►gi»� the wail.
S.S Sl,zl�-on-Gr���le 1<luors
� 1'he slati-on-gr�ide f]oors m�,}= b�pl�lCe�l o�� t:le t11�Clitull dens� t0 c4eF�5�^ Stte Soi�S or Ur) C��f�lpaclec�
; sti•uctural 1'ill ptaced oi� iop ot�Lhe dense site soils provicle;d th�t tlie s��bgra�ic i� i�irm aric�
: unyielding at the ti�ne of slab constructiot�. 1'1�e unyielding cot�d'stion of the si�b sub�r�tde floors
, should be veri.(ied at thc time ofcon�tructia}� by ;�roof-rolling t�r�dcr the geoieclinical en�tislcer'�
. sitpervision, _ _ .
; "I'o avoid maisture t�uild�up an the subgrade, slab-oti-gi'ade .floors sli�u�d he �laced ou a ca�if[ar��
brea�C, which is in turn placed on the�repare<l subgj•ade. The ca.pilla�y break slunild consSst c�i�
• ,�;,.�.�...s...�,b.�r �.,
� � � t3ttt:�mum ol �t six (6) i»c�c 11yer of free-draining cru5hed roek or arauel eor�taini�l� nc� more
GCU Gi•c>�ip Norttiwest, I►ic.
,
Feb 21 07 03: 14p C1 iff �Ji 11 i�ms Belmont I-lo ?Q5\93;31()4y P, 3
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�.l Dece�nber G,2006 G-2Q52
400 F3fuck South 37'�' St.,Renton, bVashington Na�c. 1�
than five (5) perce«t finer thftn No, 4 sieve, A va�or b�u�rier, sucl��s a 14-roil plas[ic. membrane,
is recamrnended to be plaeed over the c�pillaay break beneath ihe slab to reduce�vate�•v�par
transTnission du•ougli,lie slab. Two to four incl�es of sancl n�ay be placed c�ver the barrie;r
membrane #'ar protect+oca ducing cnustn�ction,
�,G 1)rs�in;tge
S.G.1 Sur�'�►ce llrainage
`I'lle dense �lacial till site suils�re relntively i�upermeable, e;�ce�t ��liere sanci lenses c�ccur.
ConsecEuently, the tiitished �rades shauld be gr�ded such ch�t stUf�tee wtrter is dir�cteci a���ay ��rom
the btuldin�s.
5.(,2 FUOC111� rains .
�Ve recorumc;nd tt�at clraii�s be instal;ed around the perimeter of tlle foui�dation footitlgs anii at �h�
\ �l base of retainin�walls, The drains shotild co�xsist uf'a £c�ur(�) inch min.imuzn diamc:ter;
�- 1 perfor�ted �r slott�:d,ri�id drain pipe l�iicl at or near the bottom of the footing �vith �gradient
. suFficient to generate flow. 'The draiai line shoulci be bedded or�, su�•rpundect bp,ana ec�ver�cl ���ith
a fi•ee-draining rock,pe�gravel,or othe�•free-draining granular materiaL The�Ir�in roc�k and
drain line sl�o�ild be completefy surrounded by a geateatile filler 1�abric, Mirafi :�Ot� ��r
equivale��t. Once the draius are install�d, th�excavatiox� sh�tild be backfilled witl� a ec}�n�acted
structural fill materiaL Thc Pooting drains shot►lci be tightlined to clischarge inro the stnrrn ��•atcr
collcetion syste;cti.
Under i�a c:ircumstances should roofcl��vns��oul�Icai;� ]ines be cc.�iwected t� tlae fuoting draii���c.
system. A!I roof.do�a�nspouts m��st be separatefy tightlined to discl�arge into the storr�� ���ater
collec[ion system, We recomsr.end that st�f�icient cle�noats be installed At strategic loc.c:tic>�ls ta
allo��� for periodic m��'.ttteaiance o[�the ('ootinp clrtiins and downs��ou� ti�lttlinc systems,
6.0 L,Il�lt7'A�1'IONS
'fttis repart has been prepAred fo�-tlle speci6c application tu l}�ati sile �or the e�clus:ve tise ut'�1r.
Cliff 1�Villi�rns of Spcingbraok O�f.Cic�Park, LLf; �s►ld his autltox•iz�d cepresentati��es, �,Ve
reconimend that this r��ort be included i►i its enci�•ety in che �roject c.�ntract cioct:�ttenc� ;u� use i��-
tl the cotttrlctor.
/
' GLO Cr��up North���est, lt�c.
Fe� Z1 07 03: 15p C1iPf Williams Belmont !-In �069331049 p. 4
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(._.1 December G, 2006 Ci-2052
400 Qlock South 37"'St., Reiaton; ���asliiziglon � Page ]5
Our tindings a��d recommendat�ions stated f�erein are based on tield �bsecvlfians, our experiei�c<•
ai�d judgeznent, 7'lte recommendations are our profession�l apinion derived in 1 m�jnner
consistent �uith the leval o#'care�u�d skill ordinarily exercised by athar n�embers of the prof�ssioi�
c�trrencly pr<icticing under similar conciitions in Chis area and �vithin tlie htici�et conslr�int. Nc.�
warranty is expressed or implied. In the ev�nt the sc�il conclitions ��•� fo�uzd ta vary auri�iR site
e�cav�tion, C'rL0 Group Noc•thwest, Inc. shotiid be notiried �inci the above recomm�.i:Jatio��
shoElld be re-evalualed,
7.0 A.11DIT�UN�.T_, SERV(Cr.S
�Ve x•ecommc;nd that C�LO G�•oup Northwcst Inc, be retained to perfor�i� a��neral rc��ietiv of the
final design and specifications oi'lhe proposed cievelop�nent to ve:•ify tliat tt�e eartit���ork <tnd
�'oundation�•ecommendations have been �roperlY interpreted and implementecl in the clesi�ii �u�d
iii t1�e coustruction docum��its. We �lso recommend lh:l# G}.=.0 Grc�t�p Norfl���•esL lnC�. bc retai���d
to provide motiitoring and testing services for�eolechnicall��-related worlc durin�corsstruction.
�� � This is to ol�serve comPliance �vith th� clesi�n concepts; specific;atit�ns or rccc,mmcndatic�nti an�l
� to al[o�v design cllanges in the event substance co�iditions di.Fxer Proiti t.hc�se anlicipzteil priar to
the start uf eonslruelion. ��e lnticip�ite the totlo�ving constrt�ction n�c�nitoring inspcclic>»s ���av
be l�ecessary:
1. Site clearing �nd grubvi»g;
2. Veritication of bearine suii conditions foz� ft�uudations:
i, Steuclt�ral�'ill placeme,lt anci contpactioi�;
4, Si�bsurfacc draina�;e instafl�tion:
S, Slab-on-��racle pre,�aratioii �nciudii�g prool'-rollin�;
tiVe �ippr��ciate tliis opportt�i;i�y :a have been of se�vice co��nu o►1 lk:is pi•o,�cct. l��-c look f��r���ard
. to workin�with you as this project�ro�resses. Should��ott have any �11�esti��ns z•e�ardir�g t}�is
report or rteed aciditian�l consultation,�ifease feel free to c117 us.
� �
G�U Group Nortt�west, IE�c.
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NOT TO SCALE
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I.) Do iiot replace rigid PIrC pi�e witlt flexible cor:•ugated plastic j�ipe.
2,) Pert�rated PVC �ipe Should be tight jainted and faid with
perforations do�vn at the 5 arid 7 o`clock posicioiti, `I'he�i�?e shall have a posilive
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3.) Do not connect ruof clo���nspout drains into the Fo�uidation drain �ines.
4.) .Cxteriar backfill slSouid be compactect�n liftti to a frrm at�d u:tyie;din��cor�di[ion.
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__ .. ----- --_..._� _ _ ._.�..______..�r.,�_�__� svinD��y �i�� P.�.!IONE THAN ?
---..�-�----- --`--._._.�...._._...... _.._.._.
lk�uiA lircil INQRGANIC SIITS,ROCK�I.OUR,ShN�Y 51LTS
SItTS {�% 1'H- : 4F SLIGIiT VlR$TICITY Sp.- __..-__- -._--.__;._ .�
(Belavh•Lfnaon � ____.---- PU1371r�7y(;I�U1R1� /�.linn � I �
PtMatiatyChon, '-'�_�"�-�" .�__`��- FORSCIIPRSS�!JC _� � � '
FINE•GftAINEO ��+eQl�olo 4rparic)� ����d LirrR �ti�� - INUfl(�,4NIC SIlT3,:+S CP.C�OUS OR S�. _
SOILS � >SqY DW'fOhNCEOUS.F��Ifl Sl��fpY OR-51�.T�Sbl� ;,� y0.�0�J�F.VF.
�-;` ,�..-----r.-•�-----_____----...___--------••-�---- .� ��ii��UH � I'--
� { , iFIORGl,NIC CIHYS 0��IAV/PIASsiCll'Y, w eU _. .._. .._.{.._.,�...._. ._...�....-�.. :.��_..i �--.-
I.iyul�i Lin4t I i 'i" ,
1 �tAYS , C� ciMVEl:LY,SAHDY,pR SILTY CLA'+S.CtEhN U
Abovu A-_ine en ��U� C4AYS z �
AlocotllY Cfia�1. "_. .. __._ _.._..� � �0 - -�,_ _. _.�._....
NeQiiplbfa OrpanM� lquM 61mi1 Ctl ' INOROANIC CLAYSOp HIGH PlHB'1'ICI(Y,FnT V ��_��^ -. `,-�~_ � _ �
>511;6 ' CIAYS y�' 20 Cl c�OL �I_vl .
hbieTlien.Ha1f _------_ -_-._ �-_- --------•.. ..- � �.� _�_.r_... 1 . �--1-
by Vlef6hl Smafb : (,Iquld Uirlt OR(3ANIL'S1l'fS AtJD pRGAH�C SIITY CLnYS OK q. i � � ��H cr OH
ORGANfC SILTS, OL _. ._.,�..I
The.�HO.200 � <�0'A lOW PiASTICITY' 10. ,-II_..._ ._._{.. I
Sleve . 8 C�l1YH ' _..._ . ... .. .�----- 1 lUl�. A9.I I I I
� (BelowA•Line on llquftl Uiril � -h--•I•-----I�•-F---F---h--)
Alecllciiy Chary} 01i OR(3ANIC C1.AVS pt�HIGN PIJ53TIC1'IY ,
>fa1'k 0 /0 20. JU AO S. 5Q T� dC 90 fQ01f0
-- -_w_�-- -..---- - - -.-•.-__�.._....______. LIQUID LI�,AI7('35}
NIC,Ht�Y ORGANIC SOILS pt PEkT�1NG 07HER NIGI•ILY URGAFIiC SOILS
3011.PARTIGI�E 312E
,.__,__. OSNHRAL C.d10AVCH OF 601L ENCINH&RIRO PROPBRTIES fHOH 3TANOARD PCNETRATIOM�TBST(9PT�
~�-J� k1.3,STANDARD 91EVE
..._. ..�,.. ..._
FRACTION � ►'Pssing Retolnod SANDY SOIL3 S1tTY 8 CLAYEY SOILS
__ ._._T�_.._.,_ _ .-.._��_ � ....�----�•----__P-_ _................__.._...� _._. ._`---.._..
Slzo Slze U�L'M'A�11)Q �
SIOVA � (mm SIOV6 (mm) gtcrti• Rglalfve i FncUon Blavi ;
••-- - ---• •- Counls 9ens W Io Uesul Gan Camw ti"a''SE�' i Ore:r.ouai
. ._ _____ _.. _.
31LYlCLAY p400 A.075 � � A 54 y,d�pre0 N (�i�.qt �
..._._� �ry...._. __ ._._` ---------- .. .-•---__-.._..._»_..._.__----•- -
�BN.4� u•�5 Vwy Lo�w <2 �0.25 Very wl;
FIN& A'40 ' U.�f25 k200 0.075 4•10 15•55 26•3U LOOse 2•4 ;1.25•0.50 SnQ
Meo�uM H40 2 p40 O,A�S 1U•s0 3�•6S 2A�35 Fdedfum�e��w d•9 0.50•t.00 I R�eq�um Sfrfl
C�AASC �4 4,75 xt� 2 3D-50 6G•85 95•42 Onn�e G•15 � �AO•?OD � S�Iff
Qli8Y�4 ---- `.' -._� >50 a5-100 ' :itl•q6 i Veiy Uonao 55•:0 ?(r�.s.ilU ` Vory;wl
I
FINE 16 f4 d.75 >•,U a4.r.A Harc.
i
CUNi$E 75 19 . .
C_ � --0088LE9 -.._.- --76 mm fo 203 nm----
--- _..-. -----. .--_ ���1 _ roup Northwest, l.�ic.
80ULOCRS .M_ >201inm L ' '�""�"' f;Qolochnaal F�tdi�eere,C;eobplels,8
^ RDCN En•.irOnln4RleISCw�nciSls
>7a mm
--PaAOHENiB T_�„�_.^----`^ ......_ t3240 HE ZOU�.SIrOoI.Swlo�12 Oel,avup.WA 3G�705
ROCi( >0.76 CuLic metei vi vu''dm� PhOpO�425)G49•@!S% Fax f175)54�•87§E
� PLATE A1.
� • ,
heb �1 0'/ 03: �Op ClifP Williams Helmont Ho 2�69331049 p. 15
' f-\ �
�..
�� f )
TEST F�IT NO, TP-1
( � LaGG�D HY__ AG_ TEST PfT DA7E: U6/0212005
DEPTFI BAMPLE Wnter OTHER TES7S!
ft, USCS SOiL D�SCR1PTiON No. % COMMENTS
SM/ Arown lo molticd sllly SAND lsnndy S1i.�T tivlUrsunte grnvel Hnd Probe i-2"
� i�([, occnsslo�tiut cabblcs,ii►olst,dense Probe I?2"
ML Mottled sandy SII.C N�d SIL'i',moisl,densa Pro(�r lr?"
b
'1'otal depth of test pit�7`bgs
No groundwaler seepoge observed
!0
� 15
� ) TEST PIT NO, rI'F-2
LOGGED BY h1CS TEST P!T DATE; OGr'02/2005
DEP7H SAMPLE Water OTHER TES'�SI
!t. U3CS SOfL DESCRIPTION No. % COMMENTS
I'rabc 1-5"
St�l Silty SAND�vi(h some gravel,moist,d..nse pr�� ,�,
- -- ------------ ------- ---------------..--------- -- f'rohe If;�.
S�4/ Silcy Sr�ND 1 sundy S1L'I'�vith some gravcl a,�d occ,�sionHl buuldcrs,
6 Mtl, maisl,dense
--- ------------------------------------------------,----•-
N�►, F3ro�w�sanciy StLT wlih some gravcl nnd eoUliles,moist,Jensc
'1'o�ul depth uNtesl pit�6,bgs
Nn ground�vuter seepoge observed
10
15
� ) _ T�ST PIT LOC�S
YROi'USEU NIC�UIC,�L/n1�l�TCG(:EN'I'LR
1 Gxoun Northwest, J:nc. 400�3LOCK S�t;Tlf 37'CI•1 ST.
,. Geoteari�elEn49tieers,t3oowqis�s,e RL��lTOI`!,4��;�SH1NG�rON
BivPaui+�n�ol Snlenbsis
JOB NQ, (J-2U52 DATE I I/l 1/OG PLATE r�2
( /1 �
Fe� 21 07 03: 21p Cliff Williams Helmont Ho ��i68331049 � . 16 ',
i
r I
TEST PIT NO, T�'�3
� LOGC3ED BY AG 7EST PI7 DATE: U6�02,�2U0]
DEPTH ^ SAMPLE W�ter OTNER T�STSt
ft. USCS 941L UEBCRIPTION No. % CQMMENFS
Spq Dnrk b:o��n silly SAND,rrwist; loose k�mbc£"=?' ,
A4I. Bro���n sandy S1L1'+vith some grxvel,moist,loose
---•---- --------------------------------------------------
�1L C�row•n sancly Sll:t'�vfth pieCe c�f bun51 a�oUef,moist.med.densc prnlx I-1"
(viL 5i01���SiL'I'�vi�.ti:ome gra�el becomine u:me�iied.:edsment�ry ruck--
S I�ag�tients,muist,Jense to ver}�decise
Totu1 d�.plh of lesl�it=�.5'bgs
No ground+vater seep.ige observed
10 '
;
15
� TEST PIT N4. 'I'P-4 I,
LOGGED BY A�i T�ST YI7 DATE: 06?02;'2L1dS �
DEP7H SAMPI.E Water OT?1Eft TESTSI I
tt, USCS SOIL DESCRIP"TI�N hp, °/ COMMENFS
.,,_ Si�4 Dark bro�vn silh�SAND,�vet,loose _.,__ Probe I"-,1"
'S\•9 13ru��'n Gne silt}'SAND«�ith soma gra��el,maist,dcr.se. V �
Probe lhf"- l"
6
-`- -�'�1' s��lin'cntary4roek pi c s,maisigtden Ica«�1vcry`de»s�erncnted----+--- ''
'{'��tal deptl�oF test git=-t'b�s
' ,`10 gratmd�valer seep�i�.e obscn•ed
10
1G �
;
T.LU� 1)�r.l AJO�LJ
,w�
���"""` (�ROPOSF�I)�tED[Cr1LlUF�FICF.('G�'I'ER
Group I�1o�•thwest, Inc. 400 13[,QCK SQUTH 371'N tiT.
��
� GBo+ech�i:alL9tg6ieera.Cbobg�sls,2c fiCNTON, WASfiI?�C'1'UN
Ewtrmnnntol Sclernlsty
JOs NO, C�-2052 OAT� 1 J%l7'06 PLATE A3
f' �• y
reo ci ui u:�: �tp [:tit'fi' Williams Belmant Mo 2_S]69331049 p. 17
r� � ,� � 1 l . •J
TEST PIT NQ. `T�'-5
� > LOGC3ED 8Y AG__ TEST P1T DATE: OGIU2i20Q5
DEPTM SAMF'L� Wator O7HER TE3t31
it, U$CS SOIL DESCRIPTiON No, °/. COMMEiJT5
S1vf/ I'r�bc 2'•2,5�
�,�� Uark brown sil�y SAND/sandy SI�,T.tiyet,veiy Ecws.,
--- ..._ __.•---------------------------------------------- Probel-3"
NIL Sandy and cl�yey SiL.T,wet,dense �
6 Total d�pth of tes� pi[=3'bgs
� Qro�uiclwater seepfl�e oUtien�ed�1t I$-incltes bgs
10
, �
1
�
1b
� �� TES�' PiT NO. _
LOGGEU BY TE57 pIT DATE;
bCPTH SAMPLE Water �THER TES7S! i
k. USCS 901L OESCRIPTIOM No. '� COMMENTS
6
i0
16
( ) .� T�ST P�T �OGS
�— alioros�n me�icnt.�or�rt'H ct�.rvTrR
Group No�hwest, Inc. aooB�oc:xsc�cir��z3��rx,5�1•,
.��^ Cioofeclrl7c�+ILT�tnasr�,Geobphle,& RENTUfV,V►'ASi•TiHGTU�'
F3rvkMxnenlol SObnllab
,108 N�. G•2U52 DAT� 1 E?17'OG PIATE A4