HomeMy WebLinkAbout02846 - Technical Information Report - Drainage P D
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Hazen P
High School Sports Field Renovations
Surface Water
Technical Information Report
February 24, 2009
Prepared by:
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Wy� 7936 Seward Park Avenue South
Seattle,WA 98118
Contact:Steve Hatzenbeler,P.E.
(206)725-1211
SS/GNAL ENC) Prepared for:
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DA Hogan&Associates
119 lst Ave,Suite 110
Seattle,WA 98104
Contact:Eric Gold
(206)285-0400
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Hazen High School Sports Field Renovations
Technical Information Report
TABLE OF CONTENTS
Section I-Project Overview— — I
Existing site--------
Proposed site------- ______ 2
Stormwater Management 4
Section II-Preliminary Conditions Summary ---_-__— 4
Special Requirements---------------- _____— 5
Section III-Offsite Analysis- 6
Off-Site Conditions—__________ ____ 6
Downstream Analysis Resource Review --- 7
Existing and Predicted Problems-- _9
Section IV-Retention/Detention Analysis and Design —__________9
Proposed Stormwater Management— 9
Water Quality Treatment---------- --- ----I 0
Section V-Conveyance Systems Analysis and Design --- I 0
Section VI-Special Reports and Studies---------- —I 0
Section VII-Basin and Community Planning Areas 10
Section VIII-Other Permits — I 0
Section IX-Erosion/Sedimentation Control Design---- I 0
Section X-Bond Quantities Worksheet, Retention/Detention Facility Summary
Sheet and Sketch,and Declaration of Covenant I I
Section XI-Maintenance and Operations Manual I I
FIGURES AND APPENDICES
FIGURES-
• Figure I:TIR Worksheet
• Figure 2:Vicinity Map
• Figure 3:Existing Conditions
• Figure 4:Proposed Conditions
• Figure Sa:Not used
• Figure 5b:Not used
• Figure 6a:North Field Soils Map and Legend
• Figure 6b:South Field Soils Map and Legend
APPENDIX A-DESIGN DOCUMENTS
APPENDIX B-DESIGN CALCULATIONS AND SUPPORTING INFORMATION
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Hazen High School Field Renovations
Technical Information Report
SECTION I - PROJECT OVERVIEW
This Technical Information Report (TIR) is for the Hazen High School Field Renovation project
located at 1101 Hoquiam Avenue North in Renton,Washington. The project is bounded to the north
by a new development,to the west by single-family residences,to the south by NE 10th Street,and to
the east by Hazen High School and undeveloped thick vegetation. The project is subject to City of
Renton(COR) requirements, which includes compliance with the 1990 King County Surface Water
Design Manual (KCSWDM) as adopted by COR. This TIR addresses the seven core and twelve
special requirements of KCSWDM.A Level 1 downstream analysis is also included.
The proposed project includes restoration of the existing natural grass football field inside the track;
replacement of the existing underdrained natural grass soccer field with an underdrained synthetic turf
field;replacement of the existing cinder track with a rubberized track;and installation of various field
event improvements. Asphalt and concrete pads for bleachers, and pedestrian and vehicular access
improvements are also proposed as part of the site improvements. The combined project area of the
two fields is approximately 293,700 SF(6.74 AC).
Existing site
The two project areas are located along the west edge of the school site at an elevation below the
school. The sports fields on campus are built on roughly level tiers that step down the natural
topography of the site south and west of the school buildings. A baseball field and softball field
separate the two fields where the work will occur. The only existing vegetation within the project
limits is natural grass surfacing; the existing trees around the fields will not be disturbed by this
project. The grades on the soccer field generally slope down from the south toward the north, with
some areas sloping from the field toward the west and south.Along the east edge of the soccer field,
the grade rises toward the adjacent undeveloped vegetated area. The existing site grades within the
area of the proposed improvements for the soccer playfield range from 0.5%to 17%,with the steeper
grades along the pedestrian pathways at the southeast corner of the playfield. At the south field, the
• track around the perimeter of the football field slopes from the outer edge of the track to the inner
edge, and the field is crowned along a ridge running north-south through the center. The grades
outside of the track to the north,south, and west slope away from the track to the adjacent areas,and
the grades along the east edge of the track rise toward the adjacent school and ballfield. The existing
track and field grades within the area of the proposed improvements range between 1% and 17%,
with the steeper grades in the northeast corner.
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The following table summarizes the cumulative existing ground cover in the two areas that are
affected by this project:
EXISTING CONDITIONS
North Field South Field Cumulative Project
Area Area Area
Pervious Area 126,491 sf(2.904 ac) 115,791 sf(2.658 ac) 242,282 sf(5.562 ac)
Impervious Area 513 sf(0.012 ac) 50,923 sf(1.169 ac) 51,436 sf(1.181 ac)
Total 127,004 sf(2.916 ac) 166,714 sf(3.827 ac) 293,718 sf(6.743 ac)
Existing drainage in the track and field area(south field) is by sheet flow from both the natural grass
and the cinder track to catch basins around the field perimeter.The catch basins are tributary to storm
drainage lines flowing south along the western edge and eastern edge of the track. The east drainage
line appears to connect to a storm drain manhole in the public right of way at the intersection of NE
10th St and 140'h Ave SE. The west drainage line appears to connect to a storm drain manhole in the
public right of way in NE 10th St just off the southwest corner of the school property. This second
storm drain manhole is immediately downstream of the first one, so it is apparent that stormwater
discharge from the entire field is tributary to a single public storm drain main. It appears there are
some on-site areas outside the project area tributary to the eastern drainage line; for example, the
eastern drainage line appears to convey stormwater collected from a catch basin northeast of the track
and field in the baseball field above(refer to Existing Conditions,Figure 3).
The existing soccer field (north field) has an underdrainage system. Stormwater drains vertically
through the field and is collected in subsurface perforated drain lines. Any surface runoff makes its
way to catch basins around the field perimeter. All the stormwater is conveyed to a detention system
at the south end of the field that will not be changed in this project. The detention system discharges
to the southwest corner of the field into the NE 12th St public right of way.
A site soils analysis was performed in December 2008 by Associated Earth Sciences (AESI). The
geotechnical investigation concluded that a layer of fill 2 to 8 feet thick overlies"variable interbedded
sand, sand with silt, and silt" that AESI characterizes as Vashon ice contact sediments. For the
purposes of this 1.1R and the required storm drainage modeling, the soils were characterized as type
C,which would inhibit infiltration.A copy of the AESI Geotechnical Report is included in Appendix
B.
Proposed site
The north field will be redeveloped with an underdrained artificial turf surface covering roughly the
same footprint area as the existing field; the field improvements actually will extend north
approximately 40 ft into an open grass area north of the existing soccer field. The existing asphalt
access path at the southeast corner of the field will be reconfigured and extended. The new access
path will follow the south and east edges of the artificial turf field and provide pedestrian and
maintenance vehicle access from the parking lot above on the school site to the proposed bleachers on
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the east side of the field. The bleachers will sit on a concrete pad at the 50 yard line. Six new light
standards are also proposed around the north field.
The proposed artificial turf areas within the north field will have a crushed rock base. There will be
no surface runoff from the turf and all stormwater will drain vertically through the field infill material
into the crushed rock base, where it will move laterally through the crushed rock base material to the
nearest drainage lateral trench. The perforated drain lines in each lateral trench will collect the
stormwater and convey it to a trunk drain line near midfield. The runoff from impervious surfaces
adjacent to the soccer field will be collected by catch basins.The stormwater will be conveyed to the
existing type 2 catch basin at the east end of the existing detention system at the south end of the field.
The existing detention system will not be modified as a part of this project. The detention system
discharges at the southwest corner of the north field and connects with the 12-inch public drainage
system in NE 12th Street.
In the track and field area, the existing natural grass field will be restored. Some areas that are
currently natural grass will be converted to field event areas with rubberized surfacing.A rubberized,
all-weather running track surface over impervious asphalt will replace the existing impervious cinder
track.The track surface will slope to the inside where a trench drain along the inside edge of the track
will collect surface runoff from the track; surface runoff from the field will be collected in catch
basins around the perimeter of the field.At the north end of the field,the`D' area inside the track will
be improved to provide high jump and pole vault field event facilities.The `D' area surfacing will be
rubberized, all-weather track surface over pervious asphalt; this area is entered in the stormwater
model as impervious to be conservative, in spite of its pervious surfacing.A javelin and discus throw
area will be added at the southeast corner of the track. The long jump runways and landing pits will
remain in the same location along the east side of the field; rubberized track surfacing will extend
from the track and surround the two long jump pits. The two shot put pits at the south end of the field
will cover approximately the same footprint as in the existing condition, and will be surfaced with
cinders salvaged from the demolition of the existing track.New asphalt paving is proposed between
the eastern edge of the track and the edge of the proposed bleachers;the new bleachers are proposed
at the.50 yard line along the eastern edge of the track. New catch basins will be installed in various
locations around the track to collect surface runoff from the track and surrounding areas. Refer to the
attached design drawings in Appendix B.
The following table summarizes proposed ground cover in the areas that are affected by this project:
PROPOSED CONDITIONS
North Field South Field Cumulative Project
Area Area Area
Pervious Area 121,608 sf(2.792 ac) 93,557 sf(2.148 ac) 215,165 sf(4.940 ac)
Impervious Area 5,396 sf(0.124 ac) 73,157 sf(1.679 ac) 78,553 sf(1.803 ac)
Total 127,004 sf(2.916 ac) 166,714 sf(3.827 ac) 293,718 sf(6.743 ac)
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Stormwater Management
The project is subject to the requirements of the 1990 KCSWDM with City of Renton amendments.
According to COR Engineering Specialist Arneta Henninger, the City will require evaluation of the
fields based on the standards defined in the 1990 KCSWDM. In order to determine if stormwater
detention is required on the site, stormwater runoff in the project area was estimated using the Santa
Barbara Urban Hydrograph (SBUH) method in the computer stormwater modeling program
StormShed,by Engenious Systems. The fields'existing conditions were modeled as pervious,as were
the proposed conditions. The track and other existing and proposed hard surfaces were modeled as
impervious; there is a net increase in impervious area across the site. The results of the modeling
indicate that the project appears to qualify for an exemption from detention requirements. In
accordance with Section 1.2.3 of the 1990 KCSWDM, the project qualifies for the Peak Flow
Exemption because it generates less than a 0.5 CFS increase in the 100-year,24-hour peak runoff rate
between existing and proposed conditions. Therefore, no formal detention system is being proposed.
Refer to Section 4 of this report for additional information regarding the modeling and exemption.
Also, in accordance with Section 1.2.3 of the 1990 KCSWDM,the project qualifies for the exemption
from water quality treatment requirements because the project does not propose to add 5,000 sf of
new pollution generating impervious surfaces.No water quality facilities are proposed for the project.
SECTION II - PRELIMINARY CONDITIONS SUMMARY
This section addresses the requirements set forth by the 1990 KCSWDM,Core and Special
Requirements listed in Chapter 1.
1. Discharge at Natural Location (1.2.1): All flows from this project site will remain in the natural
drainage patterns within a quarter mile downstream of the project. See the off site investigation
included in Section III of this report.
2. Off-site Analysis (1.2.2): A Level 1 off site investigation was performed for this project and is
included in Section III of this report.
3. Runoff Control (1.2.3): The project qualifies for an exemption from this core requirement
because it produces less than a 0.5 CFS increase in the 100-year, 24-hour design storm peak
runoff rate. Refer to Section 4 of this report for additional information.
The calculated peak runoff rates for the 2-year, 10-year, and 100-year, 24-hour design storm
events for each field in the project area are as follows:
South Field Peak Runoff Rates(cubic feet/sec)
Existing Proposed Delta
Storm Event Conditions Conditions
2-yr,24-hr storm 0.831 cfs 0.996 cfs 0.165 cfs
10-yr,24-hr storm 1.469 cfs 1.674 cfs 0.205 cfs
100-yr,24-hr storm 2.214 cfs 2.452 cfs 0.238 cfs
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North Field Peak Runoff Rates(cubic feet/sec)
Note:These are flows tributary to the existing detention system
Existing Proposed Delta
Storm Event Conditions Conditions
2-yr,24-hr storm 0.476 cfs 0.507 cfs 0.031 cfs
10-yr,24-hr storm 1.016 cfs 1.051 cfs 0.035 cfs
100-yr,24-hr storm 1.668 cfs 1.705 cfs 0.037 cfs
4. Conveyance System (1.2.4): The project includes a tight line conveyance system in both fields,
connecting to the existing drainage system before it leaves the site, with new drainage lines as
necessary. The new artificial turf north field includes perforated underdrain lines that connect to
storm drain trunk lines,as well as catch basins to collect surface runoff.These proposed drainage
collection facilities connect to the existing detention facility.
The south field includes trench drains and catch basins. The proposed drainage facilities will
collect onsite stormwater runoff and route it to the existing discharge points along the south edge
of the field.
5. Temporary Erosion and Sedimentation Control (TESL) (1.2.5): A TESC plan and TESC details
are included with the design drawings in Appendix A,and comply with the requirements outlined
in the 1990 KCSWDM. These plans will be considered the minimum for anticipated site
conditions. The Contractor will be responsible for implementing all TESC measures and
upgrading as necessary. The TESC facilities will be in place prior to any clearing, grubbing, or
construction.
6. Maintenance and Operation(1.2.6):Appendix B of this report includes a copy of the maintenance
requirements from the 1990 KCSWDM for all of the proposed drainage facilities.
7. Bonds and Liability (1.2.7): This Core requirement is specifically required for a project
constructed and permitted in King County and is not applicable for the City of Renton.
Special Requirements
1. Critical Drainage Areas—N/A.Project is not within a designated critical drainage area.
2. Compliance With An Existing Master Drainage Plan—N/A.Project is not within an area covered
by an approved Master Drainage Plan.
3. Conditions Requiring A Master Drainage Plan — N/A. Project is not a Master Planned
Development, a Planned Unit Development, a subdivision that will have more than 100 lots, a
commercial development that will construct more than 50 acres of impervious surface, and will
not clear more than 500 acres within a drainage sub-basin; therefore, a Master Drainage Plan is
not required.
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4. Adopted Basin Or Community Plans—Project is within an area with an adopted plan,May Creek
Action Basin Plan. The Basin Plan does not specify requirements for drainage review and
engineering plans;therefore,the requirements set forth in the KCSWDM have been used.
5. Special Water Quality Controls—The proposed project does not contain more than 1 acre of new
impervious surface that will be subject to vehicular use or storage of chemicals; therefore, no
special water quality controls are required.
6. Coalescing Plate Oil/Water Separators—N/A.The project will not construct more than 5 acres of
impervious surface.
7. Closed Depressions — N/A. Proposed project will not discharge runoff to an existing closed
depression.
8. Use of Lakes, Wetlands or Closed Depressions for Peak Rate Runoff Control—N/A. The project
will not use a lake,wetland or closed depression for peak rate runoff control.
9. Delineation of the 100 Year Floodplain—N/A. The site does not contain or abut a stream, lake,
wetland or closed depression. Per the FEMA Flood Insurance Rate Map for the project area, the
site is located in Zone X,which is defined as an area outside of the 100-year floodplain.
10. Flood Protection Facilities for Type 1 and 2 Streams — N/A. The proposed project does not
contain or abut a Class 1 or 2 stream with a flood protection facility.
11. Geotechnical Analysis and Report—A Geotechnical Analysis has been completed for this project.
A copy of the report is included in the appendix.
12. Soils Analysis And Report—The soils analysis is included in the geotechnical report, attached to
this report.
SECTION III - OFFSITE ANALYSIS
The following is the preliminary Level 1 downstream analysis. This downstream analysis is based
upon the following:
• Site topographic survey
• City of Renton Stormwater maps
• City of Renton As-built Information
• Site aerial photographs
• Site visit 01/27/2009
Off-Site Conditions
Stormwater runoff from the project area will discharge into the public system at two different points.
Stormwater runoff from the track and field will be discharged from the site into an existing 12-inch
public drainage system in NE 10th Street, and the northern soccer field will discharge into a 12-inch
public drainage system flowing west in NE 12'' Street. The path of the drainage system from both
fields is described as follows:
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Stormwater runoff generated from the track and field(south field)area discharges as follows:
• Stormwater is conveyed south in two storm drainage pipes, one pipe flows along the toe of
the slope along the eastern side of the field, and the other pipe flows at the western edge of
the field. The eastern pipe appears to connect to a manhole incorrectly labeled"SEWER"at
the intersection of NE 10th Street and 140x` Ave SE. The western drainage line leaves the
southwest corner of the school property and connects to a manhole in NE 10th Street. These
two manholes are hydraulically connected and stormwater is conveyed to the west.
• The system continues west in a 12-inch storm drainage pipe in NE 10th Street for
approximately 900 feet.
• Stormwater flows in the public drainage line in NE 10th St appear to enter a regional
detention facility approximately 900 feet downstream of the project site. The detention pond
is north of NE 10th Street.The detention pond's flow control structure appears to discharge to
a manhole in NE 1O'h St just upstream of the intersection with Anacortes Avenue NE.
• According to City of Renton Stormwater Map,at the intersection with Anacortes Avenue NE,
the drainage flows north in a 36-inch storm drain main line in Anacortes Avenue NE. This
could not be field verified as several manhole covers in this vicinity were locked;however,a
resident in the area indicated that the presumed flow path is accurate.
• Approximately 1,400 feet downstream of the project site,a manhole in Anacortes Avenue NE
that could be accessed confirmed that the system in the roadway is a 36-inch main line.
• .The 36-inch storm drain main line continues north and eventually outfalls into a piped section
of Honey Creek in the Whitman Court NE right of way,just prior to NE Sunset Boulevard.
• Honey Creek flows northwest and outfalls in May Creek at May Creek Park. May Creek
flows northwest until it eventually discharges into Lake Washington.
Stormwater runoff generated from the north field area discharges as follows:
• From the existing detention south of the field, the system discharges into a 12-inch public
storm drainage system flowing west within NE 12th Street for approximately 300 feet.
• At the intersection with Duvall Avenue NE,the system turns north in a 12-inch public storm
drain pipe along the east side of the roadway for approximately 800 feet.
• The system outfalls into Honey Creek just south of the intersection with NE Sunset
Boulevard. From the outfall,the creek flows into a culvert and is piped for the remainder of
the downstream analysis.
• Honey Creek follows the same path as described above.
Downstream Analysis Resource Review
Basin Summary
The project site is within the May Creek drainage basin, and within Cedar-Sammamish Water
Resource Inventory Area(WRIA) 8. The publication below was listed on the King County website
and is available to view regarding the May Creek Basin:
• May Creek Basin Action Plan:King County and the City of Renton,April 2001.
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Floodway Map
The FEMA flood insurance rate map is attached, illustrating the FEMA flood zone designations near
the site. The project site is within Flood Zone X.
Topographic Map and Assessor's Map
The Topographic information is shown on attached Figure 4—Proposed Conditions.
Sensitive Areas
The sensitive areas within the downstream study area, which is one-mile downstream of the subject
property,were examined using the City of Renton's Sensitive Areas Maps and King County's iMAP
GIS application. According to the City's and the County's maps,the following are the sensitive area
designations for the project site and within one mile downstream of the site:
• SAO Aquifer Protection—Per the City Aquifer Protection Zones Map,the project site and
the downstream study area are classified as Aquifer Protection Area Zone 2.
• SAO Landslide Hazard—There are no landslide hazard areas within the project area.
Approximately 0.75 miles downstream of the project site,an area in the downstream study
along Honey Creek is classified as a moderate landslide hazard area per the City's
Landslide Hazard Zone Map.
• SAO Erosion Hazard—Per the City's Erosion Hazard Area Map,the project site is not
within an erosion hazard area.Approximately 0.50 miles downstream of the project site,
along Honey Creek,the downstream study area is considered an erosion hazard area.
• SAO Flood Hazard—Per the City's Flood Hazard Areas Map,the project site and the
downstream study areas are not in a flood hazard area.
• SAO Wetland—There are no mapped wetlands located on the project site or within the
downstream study areas.
Drainage Complaints
We reviewed the location of the sites within the downstream area that have had prior drainage
complaints within the last 10 years. Based upon this information, it appears that three properties
downstream of the project site have reported relevant drainage problems within the last 10 years,
complaint numbers: 2003-0252, 2003-0702 and 2004-0162. Refer to Appendix B for the complete
documents of the drainage complaints that were provided by King County.
• 2003-0252:This complaint is at 13825 SE 116th Street,just south of the field. The complaint
states that no drainage structures were installed when NE 10th Street was improved between
140th Ave SE and Hoquiam Avenue NE, thus surface water flows west and floods the
resident's yard. The property impacted by the surface water from NE 10th Street, is upstream
and is not hydraulically connected with stormwater from the project site. Stormwater
generated from the project site will be contained within existing storm drainage pipes that
have adequate capacity for the proposed improvements,thus no adverse impact is anticipated.
• 2003-0702: The complaint originates at 958 Bremerton Court NE, where flooding was
reported in the yard due to the detention pond/swale from the adjacent property,4519 NE 10th
Street,the MLK Church property. This complaint originated during the construction of the
regional detention facility on the opposite side of 10th Street, and while the public drainage
pipes within NE 10th Street and Anacortes Avenue were being upsized from a 12-inch to an
18-inch and 36-inch pipe, respectively. The detention pond/swale within the MLK Church
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property is upstream of the public drainage system within NE 10th Street, thus the drainage
system within the church property is not expected to be impacted by the proposed
improvements at Hazen High School.
• 2004-0162: The complaint refers to an illicit sewer connection to the pubic drainage system
with NE loth Street. A representative from King County collected a sample from a manhole
just south of the regional detention facility to be tested for fecal coliform. The representative
noted the sample from the manhole had the appearance of sewage discharge and a strong
sulfur odor. The results of the lab indicated the sample was 25 times over the average levels
of fecal coliform present in stormwater. We do not know the actual location of the illicit
connection or whether the problem has been resolved.. During our site investigation, we
opened the manhole from which the sample was taken, and there was no appearance of
sewage discharge nor a sulfur odor emitted from the structure. We believe the problem has
been addressed;this was confirmed in a conversation with a neighbor in the area.
King County Soils Survey
Per the King County Soils Survey,the project site is in an area with the soil classification Alderwood
gravelly sandy loam 6 to 15 percent slopes(AgC).
Existing and Predicted Problems
The downstream conveyance system within 'A mile of the proposed development property is in good
condition with no indications of drainage problems observed.Prior to the construction of the Regional
Detention Facility, flooding occurred in the area. Since the construction of the facility, neighbors
have indicated that no flooding has occurred. Thus,we do not predict any problems as a result of this
project.
SECTION IV- RETENTION/DETENTION ANALYSIS
AND DESIGN
Proposed Stormwater Management
As noted in the core requirements section of this report, the increase in the 100-year, 24-hour peak
runoff rate between existing and developed conditions is less than 0.5 cfs; thus detention is not
required. The calculations were performed using the Santa Barbara Urban Hydrograph (SBUH)
method on Engenious Systems StormShed2G software, Release 7.0.0.7. Refer to Appendix B for
preliminary design calculations,including all background information.
Each field was modeled independently and the cumulative total increase in peak runoff rate was
calculated for the entire project. For pervious areas, the existing and proposed conditions Time of
Concentration (Tc) for the north field was estimated at 10 minutes because it is currently
underdrained and will be underdrained in the finished condition. The Tc for pervious areas in the
south field in both existing and proposed conditions was estimated at 25 minutes; Tc is the same in
existing and proposed conditions on this field because the surface conditions will not be changed.The
Tc for impervious areas in existing and proposed conditions was estimated at 5 minutes on both
fields. Pervious and impervious areas, as well as peak runoff rates, are as noted elsewhere in this
report.Soil type C was used in the model.
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The results of the modeling show an increase of 0.28 cfs between existing and proposed conditions
for the entire project area during the 100-yr, 24-hr design storm. See Section II, item 3 of this report
for a table summarizing the results of the stormwater modeling. Detention is not required. The
proposed stormwater management strategy includes collection of stormwater runoff with perforated
drain lines and catch basins, and conveyance via underground drain lines to the downstream public
drainage system.
Water Quality Treatment
There is no water quality treatment proposed for this project. As noted above in the discussion of
Special Requirement#5 and in the Stormwater Management section,no special water quality controls
are required as the project does not propose to add any PGIS.
SECTION V- CONVEYANCE SYSTEMS ANALYSIS AND DESIGN
The on-site conveyance system will reuse a number of existing 6-inch pipes.There are no indications
that the existing system has capacity problems; therefore, it is assumed there will be adequate
conveyance capacity. In some areas new 8-inch CPEP pipes sloping at 0.5% minimum will be
installed. The calculated maximum capacity of an 8-inch pipe is 1.01 cfs. The maximum area
tributary to any one 8-inch line is approximately 45% of the total disturbance area on the south field.
Assuming that 45%of the site area translates to roughly 45% of the total peak runoff rate for the 25-
year storm on the south field, the peak flow rate is expected to be approximately 0.93 cfs. A more
detailed analysis of the conveyance system can be provided if necessary once the conceptual design
has received preliminary approval from the City of Renton reviewer.
SECTION VI - SPECIAL REPORTS AND STUDIES
The geotechnical engineer's Hazen High School Subsurface Exploration and Geotechnical
Engineering Report is included in the appendix.There do not appear to be any other special reports or
studies required for this project.
SECTION VII - BASIN AND COMMUNITY PLANNING AREAS
The project site lies within the adopted May Creek Action Basin Plan, April 2001, as adopted by
King County and the City of Renton. The basin plan does not specify requirements for drainage
review and engineering plans;therefore,the requirements set forth in the KCSWDM have been used.
SECTION VIII - OTHER PERMITS
An NPDES permit will be required from the Washington State Department of Ecology.
SECTION IX - EROSION/SEDIMENTATION CONTROL DESIGN
Project construction plans will include a Temporary Erosion and Sedimentation Control (TESC)
design. The minimum requirements outlined in the 1990 KCSWDM, as mentioned in Core
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Requirement#5,are addressed by the TESC Plan and the associated notes.Included in the design will
be the following TESC measures:
• Construction Access Pads
• Perimeter Siltation Control Measures
• Temporary Interceptor Swales with Rock Check Dams
• Temporary Sediment Facility—sediment trap or sediment pond per KCSWDM Chapter 5.
The implementation of the TESC plan and construction maintenance,replacement, and upgrading of
the 11,SC facilities shall be the responsibility of the contractor per the contract documents.The !ESC
facilities will be constructed prior to and in conjunction with all clearing and grading activity and in a
manner in which sediment or sediment laden water does not leave the project site, enter the drainage
system, or violate applicable water quality standards. The TESC measures shown on the plan are
considered the minimum requirements for anticipated conditions. During construction the contractor
shall be responsible for upgrading these facilities as necessary.
SECTION X - BOND QUANTITIES WORKSHEET, RETENTION/
DETENTION FACILITY SUMMARY SHEET AND SKETCH, AND
DECLARATION OF COVENANT
The Bond Quantities Worksheet is not required because the project is being constructed by a public
agency.
The Retention/Detention Facility Summary Sheet does not apply for this project because of the
detention exemption.
A Declaration of Covenant will not be required for this project.
SECTION XI - MAINTENANCE AND OPERATIONS MANUAL
A copy of the recommended maintenance for conveyance systems and catch basins from the
KCSWDM is included in Appendix B.
Hazen High School Field Renovation Page I I February 24,2009
Technical Information Report
D
engineering plic
FIGURES
Figure I:TIR Worksheet
Figure 2:Vicinity Map
Figure 3: Existing Conditions
Figure 4: Proposed Conditions
Figure 5a: Not used
Figure 5b: Not used
Figure 6a: North Field Soils Map and Legend
Figure 6b:South Field Soils Map and Legend
Hazen High School Field Renovation February 24, 2009
Technical Information Report
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Page 1 of 2
PART 1 PROJECT OWNER AND PART 2 PROJECT LOCATION
PROJECT ENGINEER AND DESCRIPTION
Project Owner Renton School District#403 Project Name Hazen High School Field Renovations
Address 300 SW 7'"Street Renton,WA 98055 Location City of Renton
Phone 425-204-2300 Township 23N
Project Engineer Steve Hatzenbeler, PE Range 5E
Company LPD Engineering, PLLC Section 3& 10
Address Phone 7936 Seward Park Ave.S Project Size 6.74 AC
Seattle,WA 98118,(206)725-1211 Upstream Drainage Basin Size not determined
PART 3 TYPE OF PERMIT APPLICATION PART 4 OTHER PERMITS
❑ Subdivision ❑ DOF/G HPA • ❑ Shoreline Management
❑ Short Subdivision ❑ COE 404 ❑ Rockery
❑ Grading ❑ DOE Dam Safety ❑ Structural Vaults
❑ Commercial ❑ FEMA Floodplain ® Other(NPDES)
❑ Other ❑ COE Wetlands ❑ HPA
PART 5 SITE COMMUNITY AND DRAINAGE BASIN
Community:City of Renton
Drainage Basin: May Creek Basin and the Cedar-Sammamish WRIA 8
PART 6 SITE CHARACTERISTICS
❑ River ❑ Floodplain
❑ Stream ❑ Wetlands
❑ Critical Stream Reach ❑ Seeps/Springs
❑ Depressions/Swales ❑ High Groundwater Table
❑ Lake ❑ Groundwater Recharge
❑ Steep Slopes ❑ Other
❑ Lakeside/Erosion Hazard
PART 7 SOILS
Soil Type Slopes Erosion Potential Erosive Velocities
Alderwood Gravelly Sandy 6-15% High Unknown
Loam(AqC)
❑ Additional Sheets Attached
1/90
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Page 2 of 2
PART 8 DEVELOPMENT LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
® Section 3—Offsite Analysis No limitations reported or observed
❑ Additional Sheets Attached
PART 9 SITE CHARACTERISTICS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION FOLLOWING CONSTRUCTION
® Sedimentation Facilities ® Stabilize Exposed Surface
® Stabilized Construction Entrance ® Remove and Restore Temporary ESC Facilities
® Perimeter Runoff Control ® Clean and Remove All Silt and Debris
® Clearing and Grading Restrictions ® Ensure Operation of Permanent Facilities
® Cover Practices ❑ Flag Limits of NGPES
® Construction Sequence ❑ Other
❑ Other(pumped off site bypass)
PART 10 SURFACE WATER SYSTEM
❑ Grass Lined Channel ❑ Tank ❑ Infiltration Method of Analysis
® Pipe System ❑ Vault ❑ Depression SBUH(StormShed2G)
Open Channel EnergyDissipater Flow Dispersal Compensation/MitigationimiedSiteStorage of
❑ ❑ P ❑ P Eliminated Site Storage
❑ Dry Pond ❑ Wetland ❑ Waiver N/A
❑ Wet Pond ❑ Stream ❑ Regional Detention
Brief Description of System Operations Renovation of sports fields.New underdrainage system,catch basins,and trench drains tie into
existing drainage system on site.Detention not required.
Facility Related Site Limitations ❑ Additional Sheets Attached
Reference Facility Limitation
PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENT/TRACTS
(May require special structural review)
❑ Cast in Place Vault ❑ Other ❑ Drainage Easement
❑ Retaining Wall • ❑ Access Easement
❑ Native Growth Protection Easement
❑ Rockery>4'High ❑ Tract
❑ Structural on Steep Slope ❑ Other
•may be precast,except for vault floor.
PART 14 SIGNATURE OF PROFESSIONAL ENGINEER
I or a civil engineer under my supervision have visited the site. Actual site conditions as
observed were incorporated into this worksheet and the attachments. To the best of my r Z/2`((ii7
knowledge the information provided here is accurate. Signed/Date
1/90
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Eo Totals for Area of Interest 3.3 100.0%
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APPENDIX A
Design Documents
Hazen High School Field Renovation February 24, 2009
Technical Information Report
PI
engineering p c
APPENDIX B
Design Calculations and Supporting Information
Hazen High School field Renovation February 24, 2009
Technical Information Report
Hazen High School Field Renovations
Stormwater analysis,peak runoff rates
February 24, 2009
Ex North Field,Event Summary
•
Event Peak Q(cfs) Peak T(hrs) Hyd Vol(acft) Area(ac) Method Raintype
2 year 0.4757 8.00 0.2072 2.9160 SBUH TYPEIA
10 year 1.0156 8.00 0.3905 2.9160 SBUH TYPEIA
25 year 1.3497 8.00 0.5025 2.9160 SBUH TYPEIA
1100 year 1.6682 l 8.00 l 0.6090 2.9160 l SBUH ITYPEIA
Record Id: Ex North Field
Design Method SBUH Rainfall type TYPEIA
Hyd Intv 10.00 min Peaking Factor 484.00
Abstraction Coeff 0.20
Pervious Area 2.90 ac DCIA 0.01 ac
Pervious CN 86.00 DC CN 98.00
Pervious TC I 10.00 min IDC TC 5.00 min
Pervious CN Calc
Description SubArea ISub cn
Open spaces,lawns,parks(>75%grass) I 2.90 ac 86.00
Pervious Composited CN(AMC 2) I 86.00
Pervious TC Calc
Type Description Length I Slope I Coeff I Misc Ti'
Fixed lest for prelim calc,underdrained l 10.00 min
Pervious TC I 10.00 min
Directly Connected CN Calc
Description SubArea Sub cn
Impervious surfaces(pavements,roofs,etc) I 0.01 ac 98.00
l DC Composited CN(AMC 2) I 98.00
Directly Connected TC Calc
Type Description Length I Slope I Coeff I Misc TT
Fixed lfixed,assumed l 5.00 min
Directly Connected TC l 5.00min
•
Page 1 of 4
Hazen HS Field Renovations
Stormwater Peak Runoff Rates
Prop North Field,Event Summary
Event Peak Q(cfs) Peak T(hrs) Hyd Vol(acft) Arca(ac) Method Raintype
12 year I 0.5070 8.00 0.2159 2.9160 SBUH TYPE1A
110 year 1.0509 8.00 0.4008 2.9160 SBUH TYPE1A
25 year 1.3862 8.00 0.5133 2.9160 SBUH TYPE1A
1100 year[ 1.7053 I 8.00 i 0.6203 12.9160 I SBUH [TYPE1A
Record Id: Prop North Field
(Design Method SBUH Rainfall type TYPE IA
rHyd Intv i 10.00 min Peaking Factor 484.00
Abstraction Coeff 0.20
Pervious Area 2.79 ac DCIA 0.12 ac
Pervious CN 86.00 DC CN 98.00
Pervious TC I 10.00 min IDC TC I 5.00 min
Pervious CN Calc
Description SubArea Sub en
Open spaces,lawns,parks(>75%grass) I 2.79 ac 86.00
Pervious Composited CN(AMC 2) .1 86.00
Pervious TC Calc
Type Description Length I Slope I Coeff I Misc TT
Fixed [fixed,underdrained field [ 10.00 min
Pervious TC [ 10.00 min
Directly Connected CN Calc
Description SubArea Sub en
Impervious surfaces(pavements,roofs,etc) I 0.12 ac 98.00
DC Composited CN(AMC 2) I 98.00
Directly Connected TC Calc
Type Description Length I Slope I Coeff I Misc TT
Fixed (Minimum 5 minutes I 5.00 min
Directly Connected TC [ 5.00min
Page 2 of 4
Hazen HS Field Renovations
Stormwater Peak Runoff Rates
Ex South Field,Event Summary
Event Peak Q(cfs) Peak T(hrs) Hyd Vol(acft) Area(ac) Method Raintype
2 year 0.8311 8.00 0.3609 3.8270 SBUH TYPE1A
10 year 1.4692 8.00 0.6179 3.8270 SBUH TYPE1A
25 year 1.8525 8.00 0.7713 3.8270 SBUH TYPEIA
1100 year' 2.2143 I 8.00 I 0.9159 3.8270 I SBUH I TYPE 1A
Record Id: Ex South Field
Design Method SBUH Rainfall type TYPEIA
Hyd Intv 10.00 min Peaking Factor 484.00
Abstraction Coeff 0.20
Pervious Area 2.66 ac DCIA 1.17 ac
Pervious CN 86.00 DC CN 98.00
Pervious TC I 25.00 min IDC TC I 5.00 min
Pervious CN Calc
Description SubArea Sub cn
Open spaces,lawns,parks(>75%grass) I 2.66 ac 86.00
Pervious Composited CN(AMC 2) I 86.00
Pervious TC Calc
Type Description Length I Slope I Coeff I Misc TT
Fixed 'estimate for prelim calc I 25.00 min
Pervious TC I 25.00 min
Directly Connected CN Calc
Description SubArea Sub cn
Impervious surfaces(pavements,roofs,etc) I 1.17 ac 98.00
DC Composited CN(AMC 2) I 98.00
Directly Connected TC Calc
Type Description Length I Slope I Coeff I Misc TT
Fixed 'fixed,assumed I 5.00 min
Directly Connected TC I 5.00min
•
Page 3 of 4
Hazen HS Field Renovations
Stormwater Peak Runoff Rates
Prop South Field,Event Summary
Event Peak Q(cfs) Peak T(hrs) Hyd Vol(acft) Area(ac) Method Raintype
2 year 0.9959 I 8.00 0.4002 3.8270 I SBUH TYPE1A
10 year 1.6738 1 8.00 0.6644 3.8270 I SBUH TYPE1A
25 year 2.0753 8.00 0.8207 3.8270 SBUH TYPE1A
1100 year' 2.4522 I 8.00 ( 0.9675 ( 3.8270 I SBUH ITYPE1A
Record Id: Prop South Field
Design Method SBUH !Rainfall type TYPE1A
Hyd Intv 10.00 min Peaking Factor 484.00
Abstraction Coeff 0.20
Pervious Area 2.15 ac DCIA 1.68 ac
Pervious CN 86.00 DC CN 98.00
Pervious TC I 25.00 min IDC TC I 5.00 min
Pervious CN Calc
Description SubArea Sub cn
Open spaces,lawns,parks(>75%grass) 1 2.15 ac 86.00
Pervious Composited CN(AMC 2) I 86.00
Pervious TC Calc
Type Description Length 1 Slope I Coeff I Misc TT
Fixed 'unchanged from ex cond I 25.00 min
Pervious TC I 25.00 min
Directly Connected CN Calc
Description SubArea Sub en
Impervious surfaces(pavements,roofs,etc) I 1.68 ac 98.00
DC Composited CN(AMC 2) I 98.00
Directly Connected TC Calc
Type Description Length I Slope I Coeff I Misc TT
Fixed 'Minimum 5 minutes 1 5.00 min
Directly Connected TC 1 5.00min
Licensed to: LPD PLC
•
Page 4 of 4
Circular Channel Analysis & Design
Solved with Manning' s Equation
Open Channel - Uniform flow
Worksheet Name : hazen
Comment : hazen capacity analysis 8-inch
Solve For Full Flow Capacity
Given Input Data:
Diameter 0 . 67 ft
Slope 0 . 0050 ft/ft
Manning' s n 0 . 012
Discharge 0 . 94 cfs
Computed Results :
Full Flow Capacity 0 . 94 cfs
Full Flow Depth 0 . 67 ft
Velocity 2 . 66 fps
Flow Area 0 .35 sf
Critical Depth0 .46 ft
Critical Slope0 . 0076 ft/ft
Percent Full 100 . 00 %
Full Capacity 0 . 94 cfs
QMAX @. 94D 1 . 01 cfs
Froude Number FULL
Open Channel Flow Module, Version 3 . 41 (c) 1991
Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708
KING COUNTY, WASHINGTON, SURI ACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS
•
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
•
General Trash&Debris Trash or debris of more than 1/2 cubic No trash or debris located immediately In
(Includes foot which is'located immediately in front front of catch basin opening.
Sediment) of the catch basin opening or is blocking
capacity of basin by more than 10%.
Trash or debris (In the basin)that No trash or debris In the catch basin.
exceeds 1/3 the depth from the bottom
of basin to invert of the lowest pipe into
or out of the basin.
Trash or debris In'any inlet or outlet pipe Inlet and outlet pipes free of trash or
blocking more than 1/3 of Its height. debris,
Dead animals or vegetation that could No dead animals or vegetation present
generate odors that would cause within the catch basin.
complaints or dangerous gases(e.g., •
methane).
Deposits of garbage exceeding 1 cubic No condition present which would attract
foot in volume. or support the breeding of insects or
rodents.
Structural Damage Corner of frame extends more than 3/4 Frame is even with curb.
to Frame and/or Inch past curb face Into the street(if
Top Slab. applicable).
•
Topslab has holes larger than 2 square Top slab is free of holes and cracks.
Inches or cracks wider•than 1/4 inch
(intent is to make sure all material is
running into the basin). •
•
•
Frame not sitting flush on top slab,i.e., Frame Is sitting flushfon top slab.
separation of more than 3/4 inch of the
frame from the top slab.
Cracks in Basin Cracks wider than 1/2 Inch and longer Basin replaced or repaired to design
Walls/Bottom than 3 feet,any evidence of soil particles standards.
entering catch basin through cracks,or
maintenance person Judges that structure
is unsound.
Cracks wider than 1/2 Inch and longer No cracks more than 1/4 inch wide at the
than 1 foot at the Joint of any inlet/outlet Joint of inlet/outlet pipe.
pipe or any evidence of soli particles
entering catch basin through cracks.
Settlement/ Basin has settled more than 1 Inch or has Basin replaced or repaired to design
Misalignment . rotated more than 2 Inches out of . standards.
alignment.
Fire Hazard Presence of chemicals such as natural No flammable chemicals present.
gas,oil,and gasoline.
Vegetation Vegetation growing across and.blocking No vegetation blocking opening to basin,
more than 10%of the basin opening.
•
Vegetation growing in Inlet/outlet pipe No vegetation or root growth present.
Joints that is more than six Inches tall and
less than six inches apart. •
Pollution Nonflammable chemicals of more than No pollution present other than surface
1/2 cubic foot per three feet of basin film.
length.
•
A-5 1/90
ICING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS (Continued)
Maintenance Conditions When Maintenance Results Expected
Component Defect Is Needed When Maintenance Is Performed
Catch Basin Cover Cover Not In Place Cover is missing or only partially in place. Catch basin cover is closed.
My open catch basin requires
maintenance,
Locking Mechanism cannot be opened by one Mechanism opens with proper.tools.
Mechanism Not maintenance person with proper tools.
Working Bolts Into frame have less than 1/2 inch •
of thread.
Cover Difficult to One maintenance person cannot remove Cover can be removed by one
Remove lid after applying 80 lbs.of lift;intent is maintenance person.
keep cover from sealing off access to
maintenance.
Ladder Ladder Rungs Ladder is unsafe due to missing rungs, Ladder meets design standards and
Unsafe misalignment,rust,cracks,or sharp allows maintenance person safe access.
edges.
•
Metal Grates Grate with opening.wider than 7/8 Inch. Grate openings meet design standards.
(if applicable)
Trash and Debris Trash and debris that is blocking more Grate free of trash and debris.
than 20%of grate surface.
Damaged or Grate missing or broken member(s)of Grate is in place and meets design
Missing the grate. standards.
•
•
•
•
A-6 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
. NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches)
Maintenance Conditions When Maintenance Results Expected
Component Defect is Needed When Maintenance is Performed
Pipes Sediment.&Debris Accumulated sediment that exceeds 20% Pipe cleaned of all sediment and debris.
of the diameter of the pipe.
Vegetation Vegetation that reduces free movement of All vegetation removed so water flows
water through pipes. freely through pipes.
Damaged Protective coating Is damaged;rust is Pipe repaired or replaced.
causing more than 50%deterioration to
any part of pipe.
Any dent that decreases the cross section Pipe repaired or replaced.
area of pipe by more than 20%.
Open Ditches Trash &Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from ditches.
per 1,000 square feet of ditch and slopes.
Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and
of the design depth. debris so that it matches design.
Vegetation Vegetation that reduces free movement of Water flows freely through ditches,
water through ditches. •
Erosion Damage to See'Ponds"Standard No. 1 See"Ponds"Standard No. 1
Slopes
•
Rock Lining Out of Maintenance person can see native soil Replace rocks to design standard.
Place or Missing (If beneath the rock lining.
Applicable)
Catch Basins . See"Catch Basins"Standard No.5 See"Catch Basins"Standard No.5
Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barriers"Standard No.6
(e.g.,Trash Rack)
•
•
•
A-11 1/90
Associated Earth Sciences,Inc.
cs_�
ee
f��e;;, ; Ce(e (in9Over25'Yearsof see
s
i ,-4,
' lior January 29,2009
,,,,;„_, Project No.KE080762A
Geotechnical Engineering Associated Earth Sciences, Inc. D.A.Hogan&Associates,Inc.
119 1s Avenue South,Suite 110
a8/8-1-Pithy 6 9'daer,2S ZJearro/Annie Seattle,Washington 98104
, Attention: Mr.Eric Gold
Subsurface Exploration and Subject: Subsurface Exploration and
• Geotechnical Engineering Report Geotechnical Engineering Report
Water Resources Hazen High School Athletic Field Improvements
Renton,Washington
,;ra HAZEN HIGH SCHOOL
1't' ATHLETIC MLD IMPROVEMENTS
.I' C Dear Mr.Gold:
,,',.,,.� x RentonWashington 0” . , Associated Earth Sciences, Inc. (AESI) is pleased to present the enclosed copies of our
�- �:t!i; geotechnical report. This report sunnnarizes the results of our subsurface exploration and
geotechnical engineering study and offers geotechnical recommendations for the design and
development of the proposed project.
• Environmental Assessments and
Prepared for
Remediation We have enjoyed working with you on this study and are confident that the recommendations
t D.A.Hogan&Associates,Inc. presented in this report will aid in the successful completion of your project. Please contact us
if you have any questions or if we can be of additional help to you.
r Project No.KE080762A Sincerely,
January 29,2009 ASSOCIATED EARTH SCIENCES,INC.
am%`, Kirkland,Washington
Sustainable Development Services .
tit
}4„fk F,
j,%;—- K D.Merriman,P.E.—
' , \y�/ " Principal Engineer
Kma4ne
Klit0762A2-
Geologic Assessments P'•k°tQ130807WP
Kirkland • Everett • Tacoma
425-827-7701 425-259-0522 253-722-2992
www.aesgco.com
•
Subsurface Exploration and
Hazen High School Athletic Field Improvements Geotechnical Engineering Report
Renton,Washington Project and Site Conditions
I. PROJECT AND SITE CONDITIONS
SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING REPORT 1.0 INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
r study for the proposed Hazen High School athletic field improvements in Renton,Washington.
HALEN HIGH SCHOOL The site location is shown on the "Vicinity Map," Figure 1. Existing and proposed site
ATHLETIC FIELD IMPROVEMENTS features,and the approximate locations of the subsurface explorations referenced in this study
are presented on the"Site and Exploration Plan,"Figure 2. This report is based on a plan
sheet by D.A.Hogan titled Lower Sue Concept,HHS-2.0,dated November 13,2008. In the
event that any changes in the nature, design, or layout of the project are planned, the
Renton,Washington conclusions and recommendations contained in this report should be reviewed and modified,or
verified,as necessary.
1.1 Purpose and Scope
Prepared for. The purpose of this study was to provide subsurface soil and shallow ground water data to be
D.A.Hogan&Associates,Inc. utilized in the design and development of the proposed Hazen High School athletic.field
119 1"Avenue South,Suite 110 improvements. Our study included a review of available geologic literature, completing
Seattle,Washington 98104 eight hollow-stem auger soil borings, and performing geologic studies to assess the type,
thickness,distribution,and physical properties of the subsurface sediments and shallow ground
water. A geotechnical engineering study was completed to determine geotechnical
recommendations regarding site preparation,structural fill,synthetic turf subgrade preparation,
design of bleacher foundations, general recommendations for site drainage design, and
Prepared by: foundation design recommendations for new field lights. This report smr,marizes our current
Associated Earth Sciences,Inc. fieldwork and offers development recommendations based on our present understanding of the
911 55 Avenue,Suite 100 project.
Kirkland,Washington 98033
425-827-7701 1.2 Authorization
Fax: 425-827-5424
Our study was accomplished in general accordance with our proposal dated December 10,
2008. We were provided with written authorization to proceed in the form of a signed copy of
our proposal. This report has been prepared for the exclusive use of D.A. Hogan &
Associates, Inc. (D.A. Hogan), the Renton School District, and their agents for specific
January 29,2009 application to this project. Within the limitations of scope,schedule,and budget,our services
Project No.KE080762A have been performed in accordance with generally accepted geotechnical engineering and
engineering geology practices in effect in this area at the time our report was prepared. No
other warranty,express or implied,is made.
•
January 29,2009 ASSOCIATED EARTH SCIENCES,INC.
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Subsurface&piorolion and Subsurface Exploration and
Hazen High School Athletic Field Improvements Geotechnical Engineering Report Hazen High School Athletic Field Improvements Geotechnical Engineering Report
Renton,Washington Project and Site Conditions Renton,Washington Project and Site Conditions
2.0 PROJECT AND SITE DESCRIPTION of granular soils or the relative consistency of cohesive soils;these values are plotted on the
attached exploration boring logs.
The project site includes the area of natural turf practice field on the northwest part of the site. •
The project area is relatively level,with overall vertical relief visually estimated at less than 5 The samples obtained from the split-barrel sampler were classified in the field and
feet. The existing field appears to have been graded to its current configuration during past representative portions placed in watertight containers. The samples were then transported to
earthwork on-site. The field is surrounded on the west,north, and east sides by trees and our laboratory for further visual classification and laboratory testing,as necessary.
adjacent properties,and to the south by another natural turf practice field and baseball field.
Proposed improvements include construction of a new synthetic-surfaced multi-purpose field. 4.0 SUBSURFACE CONDITIONS
Six new light poles will surround the field,and new bleachers will be constructed on the south
side. We anticipate that the new improvements will be constructed close to existing grades. Subsurface conditions on the project site were inferred from the field explorations conducted
for this study,visual reconnaissance of the site,and a review of applicable geologic literature.
As shown on the field logs, our exploration borings generally encountered surficial fill,
3.0 SITE EXPLORATION underlain by native sediments consisting of interbedded medium dense sand and sand with silt,
and stiff silt.
We completed eight hollow-stem auger borings at the locations shown on Figure 2. The
borings were completed by advancing a 434-inch, inside-diameter,hollow-stem auger with a 4.1 Stratigraphy
track-mounted drill rig. During the drilling process,samples were obtained at generally 2.5-
to 5-foot-depth intervals. The exploration borings were continuously observed and logged by Sod and Topsoil
an engineering geologist from our firm. The various types of soils, as well as the depths
where characteristics of the soils changed,are indicated on the exploration logs presented in Each of the borings encountered a surficial layer of sod.
the Appendix of this report. The exploration logs presented in the Appendix are based on the
field logs, drilling action, and inspection of the samples secured. Our explorations were Fill
approximately located by measuring front known site features shown on the Lower Site
Concept drawing that was provided to us. Because of the nature of exploratory work, All of the exploration borings encountered existing fill that was observed to range from 2 to 8
extrapolation of subsurface conditions between field explorations is necessary. Differing feet thick at the boring locations. The existing fill varies in density,gradation,and organic
subsurface conditions may be present due to the random nature of natural sediment deposition content Significant organic content including coarser woody debris was observed in some
and the alteration of topography by past grading and filling_ The nature and extent of any areas. The existing fill will present some challenges that are addressed in greater detail later in
variations between the field explorations may not become fully evident until construction. If this report. Excavated existing fill material should be suitable for reuse in structural fill
variations are observed at the time of construction,it may be necessary to re-evaluate specific applications if those portions that contain excessive organic content are segregated prior to
recommendations in this report and make appropriate changes. placement in structural fill and the soil is dried to achieve suitable moisture content prior to
compaction.
Disturbed but representative samples were obtained by using the modified Standard Penetration
Test(SPT)procedure. This test and sampling method consists of driving a 2-inch outside- Ice Conrad Sediments
diameter,split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer
free-falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, Below the existing fill, our exploration borings encountered variable interbedded sand, sand
and the number of blows required to drive the sampler the final 12 inches is known as the with silt,and silt. Density typically varied from loose to medium dense,increasing to dense at
Standard Penetration Resistance("N")or blow count. If a total of 50 is recorded within one 6- greater depths in five of the exploration borings completed for this study. These native
inch interval,the blow count is recorded as the number of blows for the corresponding number sediments are interpreted to represent Vashon ice contact sediments. Ice contact sediments
of inches of penetration. The resistance,or N-value,provides a measure of the relative density were initially deposited above or within a glacial ice mass,and were subsequently redeposited
when the ice melted. Ice contact sediments can be stratified and alluvially re-worked, and
January 29,2009 ASSOCIATED EARTH SCIENCES,INC. January 29,2009 ASSOCIATED EARTH SCIENCES,INC.
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Hazen High School Athletic Field Improvements Geotechnical Engineering Report Hazen High School Athletic Field Improvements Geotechnical Engineering Report
Renton,Washington Project and Site Conditions Renton,Washington Design Recommendations
stratification was noted in our exploration borings on this site. Ice contact deposits are •
IL DESIGN RECOMMENDATIONS
typically not consolidated to the same degree as advance outwash and lodgement till sediments,
though some degree of compaction by glacial activity can occur. The ice contact sediments
observed in our exploration borings for this project are silty and are considered highly 5.0 INTRODUCTION
moisture-sensitive. With proper preparation,the ice contact sediments will provide adequate
support for the new field surfacing, bleachers, and light poles. Excavated ice contact It is our opinion that, from a geotechnical standpoint, the proposed field improvements,
sediments are expected to be above optimum moisture content for compaction purposes,and bleachers,and new light poles are feasible provided that the recommendations contained herein
will need to be dried during favorable dry site and weather conditions to allow their reuse in are properly followed. The existing fill and ice contact sediments are expected to have low
structural fill applications. permeability,and therefore,an underdrain system for the new athletic field improvements is
warranted.
4.2 Laboratory Testing
Up to 8 feet of existing fill was encountered in each exploration boring. Fill depth at the
We selected six of our exploration boring samples for mechanical grain-size analysis testing in location of the planned bleachers was observed to be 3 feet. It would be possible to provide
accordance with American Society for Testing and Materials (ASTM):D 422 and support for the bleachers without removing the existing fill, contingent on proper
ASTM:D 1140. The results of the laboratory analyses are contained in the Appendix. In implementation of the recommendations in this report. Light pole foundations should be
general,the grain-size analyses indicated that the existing fill and ice contact sediments contain designed with lateral and vertical capacities that are applicable to the material in which they are
up to 90 percent silt. Therefore,existing soils are expected to have low permeability and to be embedded. Fill depth at each light pole location is documented in the exploration logs attached
highly moisture-sensitive. with this report. The existing athletic field is also underlain by existing fill that is expected to
be too thick to economically remove. This report provides geotechnical engineering
4.3 Hydrology recommendations for support of the new field above the existing soils. Because some existing
fill will be left in place below the new field, some increased risk of future settlement will
Six of the exploration borings encountered ground water seepage, typically originating from result. This additional risk will be offset by substantial cost savings at the time of construction
granular horizons within the ice contact sediments. Ground water seepage was also as compared to removal and replacement of all of the existing fill. We are available to discuss
encountered within the existing fill in EB-6 and appeared to be perched above lower risks and benefits of different approaches to managing the existing fill soils.
permeability ice contact sediments at depths. It should be noted that fluctuations in the level of
the ground water may occur due to the time of the year, on- and off-site land use, and
variations in the amount of rainfall. 6.0 EROSION HAZARDS AND MITIGATION
4.4 Published Geologic Map As of October 1,2006,the Washington State Department of Ecology(Ecology)Construction
Storm Water General Permit (also known as the National Pollutant Discharge Elimination
We reviewed a published geologic map of the area (Geologic Map of King County, System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control
Washington, by Derek B. Booth, Kathy A. Troost, and Aaron P. Wisher, 2006). The (TESC)inspections for all sites 1 or more acres in size that discharge storm water to surface
referenced map indicates that the site vicinity is characterized primarily by lodgement till at the waters of the state. The TESC inspections must be completed by a Certified Erosion and
ground surface,with smaller areas of advance outwash nearby. The native sediments observed Sediment Control Lead(CESCL)for the duration of the construction. TESC reports do not
in our explorations for this project are not consistent with this mapping. It is not unusual to need to be sent to Ecology, but should be logged into the project Storm Water Pollution
find localized areas that vary from published regional scale geologic mapping,and that is the Prevention Plan(SWPPP). If the project does not require a SWPPP,the TESC reports should
case with this site. Ice contact sediments occur regularly in the project area above lodgement be kept in a file on-site, or by the permit holder if there is no facility on-site. Ecology also
till. We recommend that design activities for this project be based on subsurface materials requires weekly turbidity monitoring by a CESCL of storm water leaving a site for all sites I
observed in our on-site explorations,as well as laboratory testing included with this report. acre or greater. Ecology requires a monthly summary report of the turbidity monitoring
results(if performed)signed by the NPDES permit holder. If the monitored turbidity equals
or exceeds 25 nephelometric turbidity units(NTU)(Ecology benchmark standard),the project
January 29,2009 ASSOCIATED EARTH SCIENCES INC. January 29,2009 ASSOCIATED FIRTH SCIENCES,INC.
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Subswface Exploration and - - Subsurface Exploration and
Hazen High School Athletic Reid Improvements Geotechnical Engineering Repon Hazen High School Athletic Field Improvements Geotechnical Engineering Report
Renton,Washington Design Recommendations Renton,Washington - Design Recommendations
best management practices(BMPs)should be modified to decrease the turbidity of storm water of the glacially derived soil is referred to as "rock flour," which is primarily a silt-sized
leaving the site. Changes and upgrades to the BMPs should be continued until the weekly particle with no electrical charge. These particles,once suspended in water,may have settling
turbidity reading is 25 NTU or lower. If the monitored turbidity exceeds 250 NTU,the results times in periods of months,not hours.
must be reported to Ecology within 24 hours and corrective action taken. Daily turbidity
monitoring is continued until the corrective action lowers the turbidity to below 25 NTU. Therefore,the flow length within a temporary sediment control trap or pond has virtually no
effect on the water quality of the discharge since it is not going to settle out of suspension in
In order to meet the current Ecology requirements, a properly developed, constructed, and the time it takes to flow from one end of the pond to the other. Reduction of turbidity from a
maintained erosion control plan consistent with City of Renton standards and best management construction site is almost entirely a function of cover measures and flow control. Temporary
erosion control practices will be required for this project. Associated Earth Sciences,Inc. sediment traps and ponds are necessary to control the release rate of the runoff and to provide
(AESI)is available to assist the project civil engineer in developing site-specific erosion control a catchment for sand-sized and larger soil particles, but are very ineffective at reducing the
plans. Based on past experience, it will be necessary to make adjustments and provide turbidity of the runoff.
additional measures to the TESC plan in order to optimize its effectiveness. Ultimately,the
success of the TESC plan depends on a proactive approach to project planning and contractor Silt fencing should be utilized as buffer protection and not as a flow-control measure. Silt
implementation and maintenance. fencing is meant to be placed parallel with topographic contours to prevent sediment-laden
runoff from leaving a work area or entering a sensitive area. Silt fences should not be placed
The erosion hazard of the site soils is high. The most effective erosion control measure is the to cross contour lines without having separate flow control in front of the silt fence. A
maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground swale/berm combination should be constructed to provide flow control rather than let the
provides the greatest reduction to the potential generation of turbid runoff and sediment runoff build up behind the silt fence and utilize the silt fence as the flow-control measure.
transport. During the local wet season(October la through March 31a),exposed soil should Runoff flowing in front of a silt fence will cause additional erosion,and usually will cause a
not remain uncovered for more than 2 days unless it is actively being worked. Ground-cover failure of the silt fence. Improperly installed silt fencing has the potential to cause a much
measures can include erosion control matting,plastic sheeting,straw mulch,crushed rock or larger erosion hazard than if the silt fence was not installed at all. The use of silt fencing
recycled concrete,or manure hydroseed. should be limited to protect sensitive areas,and swales should be used to provide flow control.
Flow-control measures are also essential for collecting and controlling the site runoff. Flow 6.1 Erosion Hazard Mitigation
paths across slopes should be kept to less than 50 feet in order to reduce the erosion and
sediment transport potential of concentrated flow. Ditchlswale spacing will need to be To mitigate the erosion hazards and potential for off-site sediment transport, we would
shortened with increasing slope gradient. Ditches and swales that exceed a gradient of about recommend the following:
7 to 10 percent,depending on their flow length,should have properly constructed check dams
installed to reduce the flow velocity of the runoff and reduce the erosion potential within the 1. The winter performance of a site is dependent on a well-conceived plan for control of
ditch. Flow paths that are required to be constructed on gradients between 10 to 15 percent site erosion and storm water runoff. It is easier to keep the soil on the ground than to
should be placed in a riprap-lined swale with the riprap properly sized for the flow conditions. remove it from storm water. The owner and the design team should include adequate
Flow paths constructed on slope gradients steeper than 15 percent should be placed in a pipe ground-cover measures,access roads,and staging areas in the project bid to give the
slope drain. AESI is available to assist the project civil engineer in developing a suitable selected contractor a workable site. The selected contractor needs to be prepared to
erosion control plan with proper flow control. - implement and maintain the required measures to reduce the amount of exposed
ground. A site maintenance plan should be in place in the event storm water turbidity
Some fine-grained surface soils are the result of natural weathering processes that have broken measurements are greater than the Ecology standards.
down parent materials into their mineral components. These mineral components can have an
inherent electrical charge. Electrically charged mineral fines will attract oppositely charged 2. All TESC measures for a given area to be graded or otherwise worked should be
particles and can combine(flocculate)to form larger particles that will settle out of suspension. installed prior to any activity within an area other than installing the TESC features.
The sediments produced during the recent glaciation of Puget Sound are, however, most
commonly the suspended soils that are carried by site storm water. The fine-grained fraction •
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Hazen High School Athletic Field Improvements Geotechnical Engineering Report Hawn High School Athletic Field Improvements Geotechnical Engineering Report
Renton,Washington Design Recommendations Renton,Washington Design Recommendations
3. During the wetter months of the year,or when large storm events are predicted during 7.0 SITE PREPARATION
the summer months,each work area should be stabilized so that if showers occur,the
work area can receive the rainfall without excessive erosion or sediment transport. The We understand that new site grades will be similar to existing site grades,and approximately
required measures for an area to be"buttoned-up"will depend on the time of year and the upper 1 foot of existing soil will be removed from the football field prior to constructing
the duration the area will be left un-worked. During the winter months,areas that are the synthetic turf and associated subgrade- Site preparation for the renovated field and
to be left un-worked for more than 2 days should be mulched or covered with plastic. bleacher areas should include removal of the existing sod and topsoil, and regrading to
During the summer months, stabilization will usually consist of seal-rolling the establish design subgrade elevation in preparation for the installation of the new subdrain
subgrade. Such measures will aid in the contractor's ability to get back into a work system, where planned, and bearing pads for the bleachers. Any organic-rich topsoil or
area after a storm event. The stabilization process also includes establishing temporary organic fill soils exposed during grading should be overexcavated and replaced with structural
storm water conveyance channels through work areas to route runoff to the approved fill. We recommend that the surface of the subgrade soils exposed during grading be
treatment facilities. compacted with a smooth-drum,vibratory roller to at least 90 percent of the modified Proctor
maximum dry density,as determined by the ASTM:D 1557 test procedure,or to a firm and
4. All disturbed areas should be revegetated as soon as possible. If it is outside of the unyielding surface.
growing season,the disturbed areas should be covered with mulch,as recommended in
the,erosion control plan. Straw mulch provides the most cost-effective cover measure The athletic field and bleacher bearing pad subgrades should then be proof-rolled using a
and can be made wind-resistant with the application of a tackifier after it is placed. loaded dump truck or other suitable equipment under the observation of the geotechnical
engineer or their representative. If soft or yielding areas are observed during proof-rolling,
5. Surface runoff and discharge should be controlled during and following development. additional preparation might be required. Depending upon field conditions at the time of
Uncontrolled discharge may promote erosion and sediment transport. Under no construction,additional preparation could include overexcavation and replacement of yielding
circumstances should concentrated discharges be allowed to flow over the top of steep or excessively organic soils with structural fill, use of a geotextile fabric, soil cement
slopes. admixture stabilization, or some combinations of these methods. In those areas where
geotextiles are used,the geotextile should be overlain by at least 1 foot of structural fill. The
6. Soils that are to be reused around the site should be stored in such a manner as to amount of overexcavation will depend on the time of year construction occurs,the amount of
reduce erosion from the stockpile. Protective measures may include, but are not precipitation during this time, and the amount of care the contractor takes in protecting the
limited to,covering with plastic sheeting,the use of low stockpiles in flat areas,or the exposed subgrade.
use of straw bales/silt fences around pile perimeters. During the period between
October 1`and March 31°,these measures are required. The on-site soils contain a high percentage of fine-grained material, which makes them
moisture-sensitive and subject to disturbance when wet. The contractor must use care during
7. On-site erosion control inspections and turbidity monitoring (if required) should be site preparation and excavation operations so that the underlying soils are not softened. If
performed in accordance with Ecology requirements. Weekly and monthly reporting to disturbance occurs,the softened soils should be removed and the area brought to grade with
Ecology should be performed on a regularly scheduled basis. TESC monitoring should structural fill. It should be noted that the moisture content of much of the on-site soils was
be part of the weekly construction team meetings. Temporary and permanent erosion observed to be at or over the optimum levels for achieving moisture compaction at the time of
control and drainage measures should be adjusted and maintained,as necessary,at the our field exploration.
time of construction.
If construction will proceed during wet weather, we recommend that placement of crushed
It is our opinion that with the proper implementation of the TESC plans and by field-adjusting rock fill be considered in construction staging areas to form a working surface. The crushed
appropriate mitigation elements(BMPs)during construction,as recommended by the erosion rock used in these areas should be placed in a layer at least 10 inches thick. The rock may
control inspector, the potential adverse impacts from erosion hazards on the project may be need to be underlain by a geotextile fabric,such ass Mirafi 500X,or equivalent.
mitigated.
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Renton,Washington Design Recommendations Renton,Washington Design Recommendations
7.1 Permanent Cut and Fill Slopes need to be placed and compacted in accordance with current local codes and standards. The
top of the compacted fill should extend horizontally outward a minimum distance of 3 feet
We do not anticipate that significant new permanent cut and fill slopes will be necessary for beyond the locations of athletic field,bleacher bearing pad,or pavement edges before sloping
this project. However,the following recommendations may be applied to slopes shorter than down at a maximum angle of 2H:IV.
8 feet in height.
The contractor should note that any proposed fill soils must be evaluated by AESI prior to their
Permanent cut and structural fill slopes should be graded no steeper than 2H:1V use in fills. This would require that we have a sample of the material 72 hours in advance of
(Horizonta]:Vertical). Slopes should be hydroseeded as soon as possible after grading. Cut • filling activities to perform a Proctor test and determine its field compaction standard. Soils in
slopes in natural soils that are steeper than 211:1V may be protected by a rockery up to 4 feet which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than
tall or an engineered retaining wall. Rockeries should not be used to face fills unless the fills approximately 5 percent (measured on the minus No. 4 sieve size) should be considered
are reinforced. Unsupported temporary cut slopes into the existing fill and ice contact moisture-sensitive. Use of moisture-sensitive soil in structural fills should be limited to
sediments should be made no steeper than 1.5H:IV. Actual cut slope angles may have to be favorable dry weather conditions. The on-site existing fill and ice contact sediments contain
adjusted depending upon actual field conditions at the time of construction. substantial amounts of silt and are considered highly moisture-sensitive. With the exception of
those portions of the existing fill soils containing substantial quantities of topsoil and other
organic debris,these materials are acceptable for use as structural fill beneath the drainage fill
8.0 STRUCTURAL FILL and for the building pad,provided they are placed and compacted at a moisture content that
allows for the minimum specified compaction presented in this report. We anticipate that this
Structural fill will be necessary to establish desired grades for the athletic field and for new will require drying during favorable dry site and weather conditions prior to compaction.
utility trench backfill. All references to structural fill in this report refer to subgrade
preparation, fill type, placement, and compaction of materials, as discussed in this section. Reuse of on-site soils during wet site or weather conditions is expected to be difficult or
Our recommendations for the placement of structural fill are presented in the following impossible due to the moisture sensitivity of site soils. Construction equipment traversing the
sections. site when the soils are wet can cause considerable disturbance. If fill is placed during wet
weather or if proper compaction cannot be obtained, a select import material consisting of a
8.1 Fill Placement clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-
organic soil with the amount of fine-grained material limited to 5 percent by weight when
After stripping, excavation, and any required overexcavation have been performed to the measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4
satisfaction of the geotechnical engineer/engineering geologist,the upper 12 inches of exposed sieve.
ground should be recompacted to 90 percent of the modified Proctor maximum density using
ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate 8.2 Subsurface Drains(Underdrains)
recompaction may be difficult or impossible to obtain and should probably not be attempted.
In lieu of recompaction,the area to receive fill should be blanketed with washed rock or quarry We recommend that a subsurface drainage system be provided below the new field due to the
spalls to act as a capillary break between the new fill and the wet subgrade. Where the low permeability of the underlying existing fill and ice contact sediments. The new underdrain
exposed ground remains soft and further overexcavation is impractical, placement of an system should consist of perforated,polyvinyl chloride(PVC)pipes,a minimum of 4 inches in
engineering stabilization fabric may be necessary to prevent contamination of the free-draining diameter,placed approximately 15 to 20 feet apart. The pipes should have an invert of at least
layer by silt migration from below. 12 inches below final grade and be fully enveloped in at least 6 inches of free-draining
material,containing less than 3 percent fines. The diameter of the drainage material should be
After recompaction of the exposed ground is tested and approved, or a free-draining rock larger than the size of the perforations in the drainpipe. The remainder of the drainage trench
course is laid,structural fill may be placed to attain desired grades. Structural fill is defined as backfill should consist of free-draining material, conforming to the 2008 Washington State
non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose Department of Transportation (WSDO7) Standard Specifications for Road, Bridge and
lifts,with each lift being compacted to 90 percent of the modified Proctor maximum density Municipal Construction, Section 9-03.12(4), "Gravel Backfill for Drains," which freely
using ASTM:D 1557 as the standard. In the case of utility trench filling,the backfill may also
__-
January 29,2009 ASSOCIATED EARTH SCIENCES,INC. January 29,2009 ASSOCIATED EARTH SCIENCES,INC
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Subswface Esploronon and Subsurface Exploration and
Hazen High School Athletic Field Improvements Geotechnical Engineering Report Hazen High School Athletic Field Improvements Geotechnical Engineering Repon
Renton,Washington Design Recommendations Renton,Washington Design Recommendations
communicates with the field surfacing. We defer to D.A.Hogan for design of the new field's replacement with new structural fill. We are available to discuss risks and benefits of
surfacing material. constructing bleacher bearing pads above existing fill, and approximate anticipated costs of
removal and replacement of the existing fill.
8.3 Subsurface Drain Trenching
We recommend that an allowable bearing pressure of 1,500 pounds per square foot(psf)be
Construction of the subsurface drains will require trenching into the underlying sediments and utilized for near-surface bleacher bearing pads if founded on existing fill soils prepared under
existing fill. As part of this study,borings were advanced to provide preliminary information the observation of AESI and in accordance with the"Site Preparation"section of this report.
on sediment density and ease of trenching. The fill soils within the proposed development area An increase of one-third may be used for short-term wind or seismic loading. It should be
are in a loose to medium dense condition and should therefore be backhoe-excavated with noted that the area bounded by lines extending downward at IH:1V from any bearing pad must
limited difficulty. The underlying natural sediments consist of ice contact sediments,which not intersect another footing or intersect a filled area that has not been compacted to at least 95
vary from loose to very dense. The ice contact sediments will be more difficult to excavate percent of ASTM:D 1557. In addition,a 1.5H:1V line extending down from any bearing pad
than the overlying fill soils,particularly where gravel and cobbles are present. Therefore,the must not daylight because sloughing or raveling may eventually undermine the footing. Thus,
contractor should be prepared to encounter very dense sediments during the construction of the footings should not be placed near the edge of steps or cuts in the bearing soils.
subsurface drains and suitable excavation equipment should be utilized to expedite
construction. Anticipated settlement of bearing pads founded above existing fill prepared as recommended in
this report should be on the order of]to 2 inches. However,disturbed soil not removed from
8.4 Subfield Drainage Aggregate footing excavations prior to footing placement could result in increased settlements. All
footing areas should be inspected by AESI prior to placing concrete to verify that the design
We anticipate that one or two layers of drainage aggregate will be placed and compacted over bearing capacity of the soils has been attained and that construction conforms to the
the prepared field subgrade and below the synthetic surfacing. The drainage aggregate is a recommendations contained in this report. The City of Renton may require such inspections.
very specialized manufactured product that provides a compactable, stable working surface
while maintaining a minimum infiltration rate. The drainage aggregate should be tested for 9.1 Ground Motion
gradation and approved by D.A.Hogan prior to delivery on-site. Daily sampling and testing
during placement is recommended. The material should be kept moist during transport, Structural design of the.project should follow 2006 International Building Code (IBC)
placement, and compaction to reduce the potential for fines segregation. Once placed and standards using Site Class"C". The 2006 IBC seismic design parameters for short period(Ss)
compacted, the material should be field-tested for density and permeability_ If field and I-second period (Si) spectral acceleration values were determined by the latitude and
permeability test results are below the minimum project requirements,the material may need to longitude of the project sites using the USGS software utility Seismic Hazard Curves and
be loosened and recompacted or removed and replaced with materials that meet the minimum Uniform Response Spectra. The USGS software interpolated ground motions at the project
permeability requirements. sites as follows for periods of 0.2 and 1.0 seconds,respectively,with a 2 percent chance of
exceedence in 50 years: Ss= 1.404,Si=0.478.
9.0 BLEACHER BEARING PADS
10.0 LIGHT POLE FOUNDATIONS
Existing fill soils in the area of the proposed bleachers was observed to be approximately 3 feet
thick. The "Site Preparation" section of this report provides recommendations for 10.1 Compressive Capacities
recompacting and performance testing(proof-rolling)the existing fill prior to construction of
bleacher bearing pads. This will result in existing fill remaining below the bearing pads,and a We anticipate that the depth of existing fill will vary substantially at different proposed light
corresponding risk of future settlement. If such risk is not acceptable,all of the existing fill pole locations. For example,exploration boring EB-1 was completed at the location of the
should be removed and replaced with Structural Fill as defined in this report. Typically, planned northwest light pole and encountered existing fill above native soil at a depth of 7 feet.
bleachers would be relatively easy to re-level,and if re-leveling is ever needed,the associated Exploration boring EB-3 was completed at the location of the planned southwest light pole and
costs would likely be less than the initial cost of removal of all of the existing fill and encountered 2 feet of existing fill above the native soils. For this project,we anticipate that
January 29,2009 , ' ASSOCIATED EARTH SCIENCES.INC. January 29,2009 ASSOCIATED EARTH SCIENCES.INC.
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Subsurface Exploration and Subsurface Exploration and
Hazen High School Athletic Field Improvements Geotechnical Engineering Report .Hazen high School Athletic Field Improvements Geotechnical Engineering Report
Renton,Washington Design Recommendations Renton,Washington Design Recommendations
lateral capacities will be the most critical design factor for the light pole foundations,and will Modulus of Subgrade Reaction Method
likely exert the most control over the depth of embedment. It would be feasible to install light
poles that terminate within the existing fill;however,if this is done,the end-bearing portion of Using this method, the pier is designed to resist lateral loads based on acceptable lateral
the axial compressive capacity should be neglected in the design. Vertical capacity can be deflection limits. For granular soils, the coefficient of horizontal subgrade reaction is
achieved through friction along the shafts of the poles, as described below. For those poles considered to increase linearly with depth along the pier. The expression for the soil modulus
that extend at least 5 feet into undisturbed native sediments,an allowable end-bearing capacity is Kn= (nn)(X/B),where"nn" is the coefficient of modulus variation,"X"is the depth below
of 3 tons per square foot(tsf)may be assumed for design. the ground surface, and "B" is the pier diameter. We recommend using the value for the
coefficient of modulus variation(nn)of 70 pci for native soils and 30 pci for existing fill soils.
10.2 Frictional Resistance -
Passive Pressure Method
For frictional resistance along the shaft of the drilled pier,acting both in compression and in
uplift, an allowable skin friction value of 200 psf for the existing fill and 350 psf for the Lateral loads on the piers,caused by seismic or transient loading conditions,may be resisted
underlying native sediments is recommended. It is also recommended that frictional resistance by passive soil pressure against the pier shaft. An allowable passive earth pressure of 200
be neglected in the uppermost 2 feet below the ground surface. The allowable skin friction pounds per cubic foot(pcf),expressed as an equivalent fluid unit weight,may be used for that
value includes a safety factor of at least 2.0. portion of the foundation embedded within medium dense/stiff native soils. Below a depth of 2
feet in existing medium dense fill soils,an allowable passive earth pressure of 150 pcf should
10.3 Lateral Capacities be used. The above value only applies to foundation elements cast"neat"against undisturbed
soil. For new structural fill placed around the piers,a passive earth pressure value of 250 pcf
For design against lateral forces on the light pole or drilled pier, two methods are typically is recommended. All fill must be placed as structural fill and compacted to at least 95 percent
used. The parameter used to select the most appropriate design method is the length to pier of ASTM:D 1557. Passive resistance within the upper 2 feet should be ignored. However,
stiffness factor ratio UT,where"L"is the embedded length in inches and"T"is the relative passive values presented are used assuming an equivalent triangular fluid pressure distribution
stiffness factor. The relative stiffness factor for the pier(T)should he computed by: over 2 pier diameters beginning at the surface and held constant at a depths greater than 8 feet.
The triangular pressure distribution is truncated above 2 feet.
5
T=J n The presence of large-diameter boulders below the proposed light pole locations is possible in
h the existing fill and ice contact sediments. The owner should be prepared to move the light
pole locations if boulders are encountered. Some drilling contractors can employ specialized
where: E =modulus of elasticity(pounds per square inch[psi]) drilling equipment to drill through large boulders, but these methods are often very time-
I =moment of inertia(in') consuming and/or expensive.
nn =constant of horizontal subgrade reaction(pounds per cubic inch[pci))
The factors "E" and "I" are governed by the internal material strength characteristics of the 11.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
pier. Representative values of tan" for the soil observed on this site are presented
subsequently. Piers with an L T ratio of less than 3 may be assumed to be relatively rigid and R e are available to provide additional geotechnical consultation as the project design develops
act as a pole. The passive pressure approach may be used for this condition. For piers with and possibly changes from that upon which this report is based. We recommend that AESI
perform a geotechnical review of the plans prior to
an IJT ratio greater than 3,the modulus of subgrade reaction method is typically used. Both final design completion. In this way,our
of these methods are discussed below. earthwork and foundation recommendations may be properly interpreted and implemented in
the design.
January 29,2009 ASSOCIATED EARTH SCIENCES,INC January 29.2009 ASSOCIATED EARTH SCIENCES,INC
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Haan High School Athletic Field Improvements
Geotechnical Engineering Report t �,*�, -c*iht §lam. L r - o a o
Renton,Washington Design Recommendations ip•�c q�,,,, t [iy.., b w:.g[�', 1,�Y E A
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We are also available to provide geotechnical engineering and monitoring services during
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construction_ The integrity of the athletic fields,light poles,and structure depends on proper r [,� N F. J a
site preparation and construction procedures. In addition,engineering decisions may have to a }r+L�l ti £ 'f4�« k rst t�1 �.[ i m rpt rotsr yid 3�� �+--_t
be made in the field in the event that variations in subsurface conditions become apparent 3y }a ' ii-',A-: • '"x"
Construction monitoring services are not part of this current scope of work. If these services c"�'_ t ` -h£ t tJ ° ""4 '�
are desired,please let us know,and we will prepare a cost proposal_ �'' ? uG r+ � L j+ "t( Wd►1 �yIr G a yII
a.c?*+w
We have enjoyed working with you on this study and are confident that these recommendations N �;: 1 r ,t N A a^ s i� ncll�`?�t*i
will aid in the successful completion of your project. If you should have any questions or rpii
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require further assistance,::::t::1
to call. . y N .��g xI ..s3F t :x � rM+•t Sincerely, f-+ ;r; t 2aV I1+,ASSOCIATED EARTH . [ : ' m sKirkland,Washington �Y�, •a * �f••:,tt ,i t ,'J`' ° Z
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girl mei Peeled Number Exploration Number Sheet , la!IProject NumberEaplarabon Number Sheet
�' I - t 401KE080762A EB-1 1 of 1 ='IEg1 f(E080762A EB-2 1 of 1
Project Name Hazen High School Ground Surface Elevation(it) - Pealed Name Hazen High School Ground Surface Elevation(R)
Location Renton.WA Datum NM Location Renton WA Datum MIA
Weer/Equipment Boretec Track Drill Date StarvFlnlsh 12/9n/ON,l 7IifllnR Draler/Equipment Boretec Track Drill Dare Start/Finish 12r01fl5.12/3rt/ne
Hammer Weight/Drop 140#/30" Hole Diameter On) 7' Hammer Weight/Dreg 140#I 30" Hole Diameter(In) r
I' l'$ =a Y% Blows/Foot v 1 t.1 g.$ Blows/FDot 3
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° T " ° DESCRIPTION �° ro 10 20 30 40 ° ° T us dro DESCRIPTION f m tD 20 3a oro °
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.Sod over 11'Bose,moist,brown,fine b medium SAND,trace sift. 5 �6 1 S1 ��over iz•inose,mast,red-brown,fine to maim,some coarse SAND, o A15
Loose,moist-dark brown,silty SAND,with scattered organics. 1
- '1F medium dense,moist,dark brown,silty SAND to sandy SILT,scattered /"
11 - t_ lib lobose over fi SAND bane snL / 10
S-2 tz A24 S-2 Mearum dense.rnolst.darkbmwn•snlY SFP7D.scalremd sono layns 10 AN
I Becomes medium dense,gray to tan,silty tine to medium SAND,trace 12 5
Oravd. lee CONact Sediments
5 son,moist to wet,dark Mown,One sandy SILT,with scattered dndern'Ood a - 5 Medium dense,wet to saturated,mottled pay,thinly bedded,silty fine e
I S 3 organic detects. 5 Ott - S-3 SAND to f'me sandy SILT. 7 7 Att
8 a
Ice Contact Sediments - -
S3 SW,wet,gray,with Iron oxide stains,SILT.Mt line sand. 4T Becomes wet,fight brown,silty very fine SAND. a
5 1 13
-10 T Medium dense.morel gray-brown,with heavy hon mdde stains,bedded 7 -fig e
II S5 silty fine to medium SAND,few graveL dean sand layer al 11'. to Aso I S-5 Becomes dense,scatteredhon oxide slain,thinly bedded. 13 A31
17 1e
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n bog 01115 feet
I SB Becomes dense. 29 I,eo • Germed weer seepage at et Sine of drilling.
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20 -20
25 -25
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35 30
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k m 2'OD Split Spoon Sampler(SPT) 0 No Recovery M-Moisture Logged hY. EJL $ m 7 OD Sete Spoon Sampler(SP) 0 No Recovery M-Moisture Logged by: P.11_
F. m 3'OD Split Spoon Sampler(D 8 M) rI]Ring Sample $ Water Level 0 Approved by 5 m 3'OD Split Spoon Sampler(D 6 M) O Ring Sample V Water Level 0 Approved by:
`r1 ® Grab Sample IC;Shelby Tube Sample X Water level at lime of drilling(ATO) 2l ® Grab Sample• 0 Shelby Tube Samlpte/ Water Level at line of drilling(AID)
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KE0807Proiect Nar �v� Number
E 3 1 of f 1 LL1 'i ® REI KE080762AProfect Number
Exploration
EB-4 lilt
Pro(eet Name Hazen High School Ground Surface Eiewilon(6) Pmlaa Name Hazen High School Ground Surface Elevudon(rt) .
Location - Renton.WA Datum N/A Loadon Renton WA Dater N/A
Dreler/Eamp ent Boretec Track Drill Date Start/Finish 17pr1/nu,12rin/nR DrikdEqulpnent Boretec Track Drill Dale Siert/Fideh ,2An/(1t1'/1nM)R
Hammer Weight/Drop 140$/30' Hole Diameter(In) 7" Hammer WeighUOrop 140#/30" Hole Diameter(In) 7"
g s /$ Iii-44:' Blows/Foot g •• lis €a Blows/Footv T w e�v l. 3?d $ S os`
3 0 8 T °' DESCRIPTION o
DESCRIPTION 10 20 30 40 10 20 30 w
Si AN
Sod over 10'loose,moot,brown.SD,trace sit over 5-madam dose, 3-
I • £12 I S, Sad wive,2'bose�mdst.Frown.bre b medium SAND,trace slit over 3' 3
A 1
racist,red-brawn,say SAND.with praad.satared deals over meiwn 6 ally SMD over medium dense,moot.brown,)be to medium SAND,trace to
I ideme mmtsMvxrsSANDlo'ti ttrace est Sediments T 10
S2 Stiff,molt,MN brown,with madam.SILT,trace Me sand. i -t! 113 A23
O S2 6'layer of wry s16,light brown,SILT.with Me sand over orange,moat. 122
7' -tine to medium SAND.,true MIL -
5 153 B.oanee web saturated,thinly bedded.MIN very Brae SAND. z e -t2
7 - 5 I S-3 Medan dense.wet b saturatice ed,11911l thinly bedded,silty Ma SAND Z 10
o tine sandy SILT,Wm s -E
s 1 scattered coarse sand lenses. 12
_
I S4 Becomes mast 10 Ar I S. Becomes gray.with very silt SILT layer at a 1?. i t A47
ii Is
-10 ISS Becomes wet with thin orange Interteds. e -10 Sttary a+s�mso e,gp wetamis.at
t
12 -Zs .ad
1e
Began am5hrNar b0aob,Mqq al 11 a reel -
Says seepage et e'and la 4 erne a algal '
-15 -15
•
-20 --20
-25 -25
-30 .
-35 -35
Sampler Type(Sl): g� Sargler Type(ST): .
^'T
H m 2'OD Split Spoon Sampler(SP1) U No Recovery M-Mokeae 1-0000d by: FJL E m 2'OD Spit Spoon SwW:ler(SPT) ❑No Recovery M-Moisture Logged by: EJL
`o in 3"OD Spat Spoon Sampler(D a M) II Rig Sample 32. Water Level 0 Approved by: S m 3'OD Spit Spoon Sampler(Da M) •]frig Sample Y Naar level 0 _ Approved by:
1 111 crab Sample 0 sherry rube s.stie T Warr Level at time or drilling(ATD) 1 ® Grab Sample 0 Sheoy rub.S.nae X Webr Level 2i Ihrea/ddatrg(Ain)
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r
Associated Earth Sciences,Inc Exploration Log Associated Earth Sciences,Inc. _ Exploration Log •
El SI g2 ;14 ProtKEectNumber
A Exploration EB-5 Sroar lhoftl IgA 0'` ��M ct Number
I(E080762A Number
E6ExploratiB-6 1 Set
of 1
Project Nara• Hazen Hlph School Ground Surface Elevation(n) Project Name Hazen High School Ground Sulam Elevation(ft)
Location Renton WA Datum N/A Location Renton,WA Datum N/A
Driller/Equipment Boretec Track Drill Date Start/Finish 12/3nmf,12Plf1/(1R Driller/Equipment Boretec Track Drill Date Start/Finish 12rif1/nft,2nornR
Hammer welytluDmp 144#/30" Hole Diameter On) T Hammer WelphvDroP 140#/30" Hole Diameter On) T
• ? S m� e s s- _g`A. g
S X3g1 Blows/Foot s a Blows/Foot
I. f.7 a E k t to 1 T 1 1tJ N # .1
c T " DESCRIPTION O 3 10 40 30 4f) N DESCRIPTION L m 10 zo 30 ao G
S-1 Sod over 11'loose,moist brown,Foet
Fill 3
t 1• to medum SAND,trace sin over 3' 4 Aso I S-1 Sod over n"loose,wet,silty SAND.with mod3'
els,over layer of One to 4 at i
slily SAND,few gravel layer,over tine to medium SAND,trace sit 6 medium SAND,trace silt,over silty SAND,few gravel. 7
I �,wet,black ered� .al°ysAND, abundant cinders.woodI S-2 Soft.wet dark gray.sandy SILT,with scattered cinders and organics 2
4nics. :- Er
Receseterial
5 T z 5 I leNLoose,saturated paettli nwminp,sOty wry Me orad Sediments s . S-3 s
A5S Medkn dense,wet,Paan-pay.silty SAND.with Interbedded sandy ab5eX4 3
I54 g �m S,4 blown,s Fly S .!ilio gravel,{nlerbedded with 5 -7
Medium deme,moist orange-brown.Me to medium SAND,trace a few I I I 10
WA
-10 135 e, .Newn.al Iem e SAND.tow ggravel,with sand, z ,>z - ° I$5 .N
A 13
Balkan afapbrtlbn balm.111.5 Nal Bohm ofeapMarm sea al 11 a feel
Sigh=map tlB Mims a/Ming Grvndwelr swap tl tllone eldiing
-15 -15
-20 -20
- • 1
-25 -25
-30 30
•
g-35 -35
It. R-
Sampler Type(ST): Sampler Type(ST):
ED 2'OD Spat spoon Sampler(SPT) ❑No Recovery M-Moisture Logged by: EJL m 2'OD Spilt spoon Sampler(SPT) 0 No Recovery M-Moisture Fogged by: EJL
g ID 3'OD Spm Spoon Sampler(D&M) ID Rag Serpa Y water Laved 0 Approved by: r m 3'OD Sptit Sporn Sander(D a M) ID Ring Sangre V water Level 0 Approved by:
1 ® Grab Sample Shelby Tube Sample= water Level at nae of drilling(ATD) g H Grab sangria Shelby rube sa p e date Level at time or d tipnp(aro)
''''Il
Earth Sciences,Inc. Exploration Log Associated Earth Sciences,Inc. Exploration Log
I T❑�' &I p 'sr4 KE080807Number Exploration62A EB7 Number Sheetfi � f"I KI Ka El KE 8 62A EB-Explorabon 8 Number Sheef i
Project lama Hazen High School Ground Surface Elevation(11) Project Name Hazen High School Grand Surface Eievaeon pry
Location Renton WA Datum NIA Location Renton WA DatumAIM
Borefrc Track DrillDate Start/Rash 19(9DAltIt7/10WIR Driller/Equipment
eEquipment Boretec Track Drill rtnxlP,l zt9DtrtR
Hamner WelohbDropm
140#I30" role Diameter(In) T Kammer WeigteDrxp 140#/30"
Nate Diameter Stn) T
$ # Blows/F,aot -_-s- 5 c # Blows/Foot
s �€, a __
° T va DESCRIPTION 0 3 mo to zg 30 4g a IT St w DESCRIPTION m to 20 30 40 °
I at Sod wa boss.moist brown,ally SAND.wig gravel,scattered elicit e I S-1 Loose,moist dark brown,si y SAND few grml,scattered cider,wood. 3 -m
asphalt pieces. 3 111 bids peons. as
Medium dense.moist.aarge-0rwm,One to mod en SAND,trace silt. ' Medium dense,moist,greerpray,floe to medium SAND,few at.
I a T scattered cit lenses. to
0-2 tce Donau Sediments ---- 9 -le 1 S-21Medhm dense,wet,cork brown,.dty SAND.few pined. _ !
13 a31
Medam dense.motet light down,sly SAND,few gravel,with sit layer. $ 1 In.Contact Sediments is
Deme,moist aange-brwm.One b medium SAND,lee slit IrrMbadded
5 Grades bl e-gray,silty SAND,trace gavel. iz - 5 alt lenses. ID
I Ste b • a -3b I SJ Baconss oat bravo with Iron adds state,bedded Ane sand,few slit b Z,4 he
1e BBecomes saturated.Pay,say vary One SAND. 14
I sr Becomes dense.ally tiro SAND to line sandy SILT. 11 T-a3 , 1 S-4 Becomes moist V -_
2 11 is
-10 mlion boring al a Not
Bottom
abrved et el diem ..10 I Becomes dense.silty very One SAND to fine sandy SILT. 10
e al
20
• sallem dame
w .re5 bang at 11.5 bet j
Ssete swings■r sl ire d mite.
-15 -iS
-20 .
_20
25 -25
-30 -30
-35 -35
g
R' 1' .
sl IgE.
t Sampler Type(ST): 6 Sampler Type(ST}
1 m r OD Split Spoon Sampler(SPT) ❑No Recovery M-Mdsmoe Logged by: EJL i m 2.00 Split Spoon Sample(SPT) ❑No Recovery M-Moisture Logged by: ER ,
s m r DD spit Spoon Sample+(D 8 M) 0 Ring Sample Y Water Level 0 APPraved br: g m 3'oo Spat Spoon Sampler(0 d M) --17]l Rag r Sangre Y waLevel 0 l orad Dr
/ El 6.13 GSample 0 Shety Tube Sample I War M Level at time of long SATO) Y ® Grab Sample y1 Shety Tube Sample z War level at time Waning(ATD)
1
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GRAIN SIZE ANALYSIS - MECHANICAL GRAIN SIZE ANALYSIS - MECHANICAL
Date Project Project No. Soil Description Dale Project Project No. Sal Description
1/23/2009 Hazen High School KE080762A Silty fine sand 1/23/2009 Hazen High School KE080762A Slit w/trace fine sand
Tested By Location EB/EP No Depth Tested By Location EB/EP No Depth
BG EB-1 2.5' BG EB-3 2.5'
Wt.of moisture wet sample+Tat 912.37 Total Sample Tare 219.1 Wt of moisture wet sample+Ta 901.33 Total Sample Tare 390.74
Wt of moisture dry Sample+Tare 808.92 Total Sample wt+tare 912.37 Wt of moisture dry Sample+Tare 800.37 Total Sample Wt+tare 901.33
Wt of Tare 219.1 -Total Sample Wt 593.3 Wt of Tare 390.74 Total Sample Wt 510.6
Wt of moisture Dry Sample 589.82 'total Sample Dry Wt 589.8 Wt of moisture Dry Sample 409.63 Total Sample Dry WI 409.6
Moisture% 18% Moisture% 25%
• Specification Requirements Specification Requirements
Sieve No. • Diem.(mm) Wt Retained(q) %Retained %Passing Minimum Maximum Sieve No. Diem.(mm) Wt.Retained(el %Retained %Passing , Minimum Maximum
3,5 90 - 100.00 3.5 90 - 100.00
3 . 76.1 - 100.00 3 76.1 . • - 100.00
2.5 64 - 100.00 2.5 64 - 100.00
2 50.8 - 100.00 2 50.8 - 100.00 _
1.5 38.1 - 100.00 1.5 38.1 - 100.00
1 25.4 - 100.00 1 25.4 - • 100.00
3/4 19 - 100.00 3/4 19 - 100.00
3/8 9.51 26.27 4.45 95.55 3/8 9.51 • - 100.00
#4 4.76 33.58 5.69 94.31 #4 4.76 - - 100.00
• #8 2.38 41.21 6.99 93.01 #6 2.38 0.05 0.01 99.99
#10 2 43.02 7.29 92.71 #10 _ 2 0.06 0.01 99.99
#20 0.85 51.58 8.75 9125 #20 0.85 0.55 0.1399.87•
#40 0.42 81.88 13.88 86.12 #40 0.42 2.01 0.49_ 99.51
#60 0.25 194.03 32.90 67.10 #60 0.25 3.95 0.9699.04
-
#100 0.149 28926 49.04 50.96 #100 0.149 8.23 2.01 97,99
#200 0.074 318.14 53.94 46.06 #200 0.074 36.23 • 8.84 91.18
US STANDARD SIEVE NOS. - US STANDARD SIEVE NOS.
3- 314' N04 N0115 MOM NO 2810 3' 074' NO NO IB NO 40 240200
100 • H 1
_
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10 -- - �,-a>,-......•t .7:.,777+-r - 2D .1 1 i�. _'41t ..+-„7"""o...rtT1,. 4
•
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too 10 1 0.1 - oat 100 10 t 0.1 0A1
Grain Sue,mm Grain Size,mm
ASSOCIATED EARTH SCIENCES, INC. ASSOCIATED EARTH SCIENCES, INC.
91191 Ave.SIAM 100 Ka.and.WA 98033425827-7701 FAX 425427-5424 911591 ave.Sue 1a0 100e3,91,WA 08033425-827-7701 FAX 4254Zr-5424
GRAIN SIZE ANALYSIS - MECHANICAL GRAIN SIZE ANALYSIS -MECHANICAL
Date Project Project No. Soil Description Date Project Project No. Sot Description
1/23/2009 Hazen High School KE080762A Silt w/fine sand 1/23/2009 Hazen High School KE080762A Silt w/fine sand
Tested By Location EB/EP No Depth Tested By Location EB/EP No Depth
8G EB-4 2.5' ' BG EB-4 5'
WI.of moisture wet sample+Tat 705.37 Total Sample Tare 226.04 Wt.of moisture wet sample+Ta' 790.41 Total Sample Tare 100.56
WL of moisture dry Sample+Tare 633.97 Total Sample wt+tare 705.31 Wt.of moisture dry Sample+Tare 669.82 Total Sample at+tare 790.41
WL of Tare 226.04 Total Sample Wt 479.3 W7.of Tare 100.58 Total Sample Wt 689.9
WL of moisture Dry Sample 407.93 Total Sample Dry Wt 407.9 WL of moisture Dry Sample 569.26 Total Sample Dry Wt 569.3
Moisture% 18% Moisture% 21%
Specification Requirements Specification Requirements
Sieve No. Diem.(mm) WL Retained(a) %Retained %Passing Minimum Maximum Steve No. Diam.(mm) WL Retained(g) %Retained %Passing Minimum Maximum
3.5 90 - 100.00 3.5 90 0 - 100.00
3 78.1 - 100.00 3 76.1 0 - 100.00
2.5 64 - 100.00 2.5 84 0 - 100.00
2 50.8 - 100.00 2 50.8 0 - 100.00
1.5 38.1 - 100.00 1.5 38.1 0 - 100.00
1 25.4 - 100.00 I 25.4 0 - 100.00
3/4 19 - 100.00 314 19 0 - 100.00
3/8 9.51 - 100.00 . 3/8 9.51 0 - 100.00
#4 4.76 0.29 0.07 99.93 #4 4.76 0 . 100.00
#8 2.38 0.64 0.16 99.84 #8 2.38 0.43 0.08 99.92
#10 2 0.97 0.24 99.76 #10 2 0.95 0.17 99.83
#20 0.85 2.29 0.56 99.44 #20 0.85 3.92 0.69 99.31
#40 0.42 1725 423 95.77 #40 0.42 13.31 2.34 97.66
#60 0.25 85.33 20.92 79.08 #60 0.25 119.5 20.99 79.01
#100 0.149 160.07 39.24 60.76 #100 0.149 191.49 33.64 68.38
#200 0.074 203.78 49.95 50.05 #200 0.074 224.39 39.42 60.58
US STANDARD SIEVE NOS. US STANDARD SIEVE NOS.
3' 314- NO. NO 16 NO40 N0200 - 3' 314' NO4 NO 16 N040 N0700 '
100100
•
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® i�-::. ._ _ _L.�ti __ -.1-.C1 1- _._- - rl.-_L_Lr_. =:-ct.�_=1'- L. 4_I- 1:_.-_1...G1.1
'I-"'-'+_"__ r...._.�� ._ �_ � ---i-.- F y•l I'12-1•4_ _-I
I40 -.- -._>I.z.3-71_7_:73-_om- -+_•1--- t,.-1-- 40 '_1-__ .-t.- - - :_- :7___i:___=___37=- -4=---
t..��...�- ��Y_� ......• .._.-�F.-.-.r.r�_.__.r_.��-._....� -_ _I 1._._ ._..-.... ._ _. _ _.-... _��_
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100 10 t 0.1 0.01 100 10 I 0.1 0.01
dram 5txe,mm GM.9n.mm
ASSOCIATED EARTH SCIENCES, INC. ASSOCIATED EARTH SCIENCES, INC.
911581 Aga.Sults 100 1GrIend.WA 98033 425-0274701 F45425.827-5424 91151h Ave.88118 103 KhAW14.WA 991033 425827.7701 FA0425.427.5424
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11
GRAIN SIZE ANALYSIS - MECHANICAL GRAIN SIZE ANALYSIS - MECHANICAL
Date Project Project No. Soil Description Date Project Project No. •
Sot Description
1/23/2009 Hazen High School KE080762A Silty Sand with Gravel - 1/23/2009 Hazen High School KE080762A Silty fine sand
Tested By Location EB/EP No Depth Tested By Location EB/EP No Depth
BG EB-5 2.5' BG EB-8 3'
Wt.of moisture wet sample+Ta 118025 Total Sample Tare 297.52 WL of moisture wet sample+Ta' 553.55 Total Sample Tare 101.34
WL of moisture dry Sample+Tare 913.17 Total Sample wt+tare 118025 Wt.of moisture dry Sample+Tare 477.14 Total Sample wt+tare 553.55
WL of Tare 297.52 -Total Sample WI 882.7 Wt.of Tare 101.34 Total Sample Wt 452.2
WL of moisture Dry Sample 615.65 Total Sample Dry Wt 615.7 Wt.of moisture Dry Sample 375.8 Total Sample Dry Wt 375.8
Moisture% 43% Moisture% 20%
Specification Requirements Specification Requirements
Sieve No. Dam.(mm) Wt.Retained(q) %Retained %Passing Minimum Maximum Sieve No. Dlam.(mm) WI.Retained(q) %Retained %Passing Minimum Maximum
3.5 90 0 - 100.00 3.5 90 - 100.00
3 76.1 0 - 100.00 3 76.1 - 100.00
2.5 64 0100.00 2.5 64 - 100.00
2 50.8 ' 0 - 100.00 2 50.8 - 100.00
1.5 38.1 0 - 100.00 1.5 38.1 - 100.00
1 25.4 0 - 100.00 1 25.4 - , 100.00
3/4 19 14.66 2.38 97.62 3/4 19 - 100.00
3/8 9.51 56.48 9.17 90.83 3/8 951 - 100.00
#4 4.76 84.7 13.76 8624 #4 4.76 0.84 0.22 99.78
#8 2.38 112.54 1828 81.72 #8 2.38 1.44 0.38 99.62
#10 2 120.6 19.59 80.41 #10 2 1.68 0.45 99.55
#20 0.85 152.64 24.79 75.21 #20 0.85 3.41 0.91 99.09
#40 ' 0.42 187.85 30.51 69.49 #40 0.42 7.34 1.95 98.05
#60 0.25 233.99 38.01 61.99 #60 025 100.72 26.80 73.20
#100 0.149 287.85 46.76 53.24 #100 0.149 180.77 48.10 51.90
#200 0.074 330.94 53.75 4625 #200 0.074 218.81 5823 41.77
US STANDARD SIEVE NOS. US STANDARD SIEVE NOS.
3. 34- N04 NO 10 N040 NO 200 S 344 N04 NO to N040 NO200 -
100 _.y++-i-y-i.-.• .:__�.-1- ..--,-____. 100 _._ __ _ - -
, -- .._..._ _..
i r!- _.�scsari-_L �*T-4✓v= 44a1•1J
:....i....._-._.. .....-.i _._ice_..-- --• ___ ..... _.•
E -.',..',...,,_.4....,_-'.. r .T_il:_4-}:,._._. =_-_T'_--_..-. L. .9 50 1.:i:�"C:1,_. 1'I:t.�:.J - _
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340 --:.__.. ....-- 14.,•- 1,- -,---4- --1- 4 - >' 40 .t
20 . .-_.�...�-<-L-- •�..1. .i.._ 20 Tr.y++.� j.�.�.w:.,, . :r =,6 _ .
100 10 1 0.1 ODI 100 101 0.1 0.01
Grein Size,eve Grain Size,mm
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ASSOCIATED EARTH SCIENCES, INC. ASSOCIATED EARTH SCIENCES, INC.
et t Nh Aue.540 100 MINN:WA 90033 425.627-7701 FAX 4254275024 9'1 5th Ave.Sure 100 154,1 04.WA 99033 4£.827-7701 FAX 4253275424