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ENGINEERING REPORT
Technical Information Report
Kennydale Elementary
32 56
March 28,2005
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PREPARED FOR:
Renton School District#403
1220 No.4th St.
Renton,WA 98055
Mr.Rick Stracke
PREPARED THROUGH:
McGranahan Architects
�Q ®V w�s�pp� �,� 2111 Pacific Avenue#100
&T Tacoma,Washington 98402
C05 Mr.Tom Marshall
26577
PREPARED BY:
NAL ' �5 COUGHLINPORTERLUNDEEN
413 Pine Street,Suite 300
EXPIRES 01/23/2006 Seattle,Washington 98101
pFA �® Phone: (206)343-0460
Contact: Mr.Tim Brockway,P.E.
TECHNICAL INFORMATION REPORT
Kennydale Elementary
Coughlin Porter Lundeen Project No.C040055-02
March 28,2005
TABLE OF CONTENTS
Section Page
I. PROJECT OVERVIEW.................................................................:......................................................................1
GeneralDescription........................................................................................................................................................1
ExistingConditions.........................................................................................................................................................1
ProposedDrainage System...........................................................................................................................................2
II. CONDITIONS AND REQUIREMENTS SUMMARY...................................................................................2
King County Surface Water Management Design Manual Core Requirements:.................................................2
■ Special Requirements:....................................................................................................................................................3
ProjectSpecific Requirements:......................................................................................................................................3
III. OFF-SITE ANALYSIS..........................................................................................................................................4
Task 1-Study Area Definition and Maps..................................................................................................................4
Task2-Resource Review..............................................................................................................................................4
Task3-Field Investigation............................................................................................................................................4
Task 4-Drainage System Description and Problem Screening..............................................................................4
IV. SITE HYDROLOGY..............................................................................................................................................7
PartA-Existing Site Hydrology..................................................................................................................................7
PartB-Developed Site Hydrology..............................................................................................................................8
PartsC and D-Hydraulic Analysis.............................................................................................................................8
PartE-Water Quality....................................................................................................................................................9
StandardRequirements.................................................................................................................................................9
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN...............................................................................11
Standard Requirements(based on KCSWDM):.......................................................................................................11
On-site Conveyance......................................................................................................................................................12
VI. SPECIAL REPORTS AND STUDIES..............................................................................................................12
VII. BASIN AND COMMUNITY PLAN AREAS................................................................................................12
BasinPlan(1.3.4-1)........................................................................................................................................................12
CommunityPlan(1.3.4-1)............................................................................................................................................12
VIII. OTHER PERMITS..............................................................................................................................................12
IX. EROSION AND SEDIMENTATION CONTROL DESIGN........................................................................13
StandardRequirements...............................................................................................................................................13
X. BONDS.................................................................................................................................................................14
XI. MAINTENANCE AND OPERATIONS MANUAL....................................................................................14
StandardMaintenance.................................................................................................................................................14
COUGHLIN PORTERLUN DEEN Kennydale Elementary School
i Renton,Washington
LIST OF FIGURES
FIGURE
Figure 1-Vicinity Map
Figure 2-Existing Site Drainage Map
Figure 3-Proposed Drainage System
Figure 4-Wetland Map
Figure 5-Seismic Hazards Area Map
Figure 6-Streams and 100 yr Flood Plains Map
Figure 7-Landslide Hazards Area Map
Figure 8-Erosion Hazard Area Map
LIST OF TABLES
Table 1-Existing Site Conditions Area Breakdown.....................................................................................................7
Table 2-Developed Site Conditions Area Breakdown................................................................................................8
Table3-Summary of Detention Vault............................................................................................................................9
Table4-Summary of Detention Pond.............................................................:..............................................................9
Table 4-Summary of Water Quality Biofiltration System.........................................................................................10
Table 5-Summary of Water Quality Vault System.................................................................................................-.10
APPENDICES
APPENDIX
Appendix A Figures
Appendix B Supporting calculations
• Detention
• Water Quality
• Conveyance Analysis
• T.E.S.C.(not provided at this time)
Appendix C Geotechnical Report
Appendix D Operations and Maintenance Manual(not provided at this time)
' COUGHLINPORTERLUNDEEN Kennydale Elementaxy School
ii Renton,Washington
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I. PROJECT OVERVIEW
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General Description
The following Technical Information Report(TIR)provides the technical information and design analysis
required for developing the Drainage Plan and Temporary Erosion and Sedimentation Control Plan(TESC)
for Kennydale Elementary School. The design for Kennydale Elementary was based on the requirements set
forth in the 1998 King County Surface Water Design Manual(KCSWDM).
Kennydale Elementary School is located at 1700 NE 281h Street in Renton,Washington(see Figure 1- Vicinihj
Map and Figure 2-Area Map). The school is in Renton,King County in Section SW 32,Township 24N,Range
5E,Willamette Meridian,and is located within the Lake Washington and May Creek Drainage Basins. The
existing school consists of two buildings,surrounded by parking to south,paved play areas to the north and
east,and play fields on the northern portion of the site. The terrain is fairly flat,falling generally north and
■ east.
The Renton School District is proposing the removal of the existing Kennydale Elementary School and
related utilities followed by the construction of an entirely new school within this site,along with associated
parking,infrastructure. The existing structure will not remain operational during the construction project.
The District is proposing to construct a new two-story elementary school along with associated parking lots,
bus loading areas,hardscape play,and a service yard. The existing play field will not be altered as part of
this project.
The total developed site area for the project is approximately 6.6 acres. The proposed building has a
footprint of approximately 37,500 square feet. The new building,parking areas and site improvements will
add approximately 26,600 square feet of impervious area to the site.
rThe drainage basin split on the project site necessitates the design of two separate stormwater conveyance,
treatment,and storage systems. Stormwater runoff within the Lake Washington Basin will sheet flow to a
combined water quality and detention pond at the south west corner of the site. Two separate water quality
systems will be constructed for the May Creek Basin. The storm water runoff from the southeast parking lot
will be routed to a biofiltration swale at the southeast corner of the site. Stormwater from the northwest
service yard will be routed to a water quality vault to the north. Both of these systems,and the remainder of
the collected runoff from the May Creek portion of the site,will be routed to a single detention vault. The
roof downspouts will bypass the water quality vault and discharge directly to the detention vault. The
discharge point for the May Creek Basin will an existing catch basin located in Kennewick Place NE.
Existing Conditions
The existing Kennydale Elementary School occupies approximately 6.64 acres and consists of the elementary
school and associated structures,playfields,and impervious parking lots and play areas. There are presently
no stormwater detention or water quality facilities on the site. The project is located along a localized
geographic divide,which separates the property into two drainage basins,both of which ultimately drain to
Lake Washington through different routes. The western portion of the site,approximately 1.2 acres,drains
west,across I-405 and along surface streets west of the freeway and then ultimately down a ravine which
drains below Lake Washington Boulevard,the Gene Coulon Park property and then enters Lake
Washington. The eastern and northern portion of the site,approximately 5.5 acres,drains north,through the
existing school site,across Kennewick Place NE and then through a tight line system owned by the City of
Renton that discharges to May Creek. (See Existing Site Drainage Map).
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CO UGH LI N PORTERLU N D EEN Kennydale Elementary School
' 1 Renton,Washington
Proposed Drainage System
The proposed Kennydale Elementary School will consist of the building,parking lots,and hardscape play
areas. Drainage improvements will include curbs and catch basins on-site to direct flows to either the Lake
Washington Drainage Basin or the May Creek Drainage Basin.
■ For the west basin,flow control per City Standards and the KCSWDM will be provided in an open detention
pond. The pond will also provide the required water quality treatment,having the water quality pond
storage provided below the detention. This portion of the pond will have water in it at all times,although
some water depth fluctuation may occur during dry periods.
■ The athletic field area of the eastern portion of the site will remain undisturbed. The remainder of this basin
which contains the buildings,the hardscape play and the parent(east) drop off parking lot will flow first to a
biofiltration swale,and then into the detention vault located beneath the hardscape play area. The service
yard area north of the school building will have its own water quality storage vault for treatment. Following
the treatment and detention all flows from the developed portion of the eastern basin will be released at
allowable flow levels into the existing conveyance system in Kennewick Place NE.
The detention vault has been sized to meet all of the requirements of the KCSWDM Section 3.3.2 Level 2
flow control. The flow duration frequencies discharging from the detention facility will be at or below the
peak flow rates of the existing basin for all storm events modeled between and including one-half of the two-
year storm and up to the 50-year storm.
II. CONDITIONS AND REQUIREMENTS SUMMARY
This section will address the requirements set forth by the Core and Special Requirements listed in Chapter 1
of the KCSWDM.
King County Surface Water Management Design Manual Core Requirements:
1. Discharge at a natural location(1.2.1):
The existing and proposed discharge points are concurrent. Developed flows from the Lake
Washington Drainage Basin will be conveyed to the existing storm system to the west across I-405.
Developed flows from the May Creek Drainage Basin will be conveyed to the existing catch basin located in
rKennewick Place NE. Please refer to Appendix B for this information.
2. Off-site Analysis(1.2.2):
This subject is covered in Sections III and IV. A Level 1 downstream analysis has been performed.
3. Flow Control(1.2.3):
One detention vault,designed per the Stream Erosion protection(Level 2)standard,will provide
flow control for the May Creek Drainage Basin. One detention pond,designed per the 1990 King County
SBUH standard,will provide flow control for the East Lake Washington Drainage Basin. This subject is
addressed in Section IV.
4. Conveyance Facilities(1.2.4):
This information and calculations are presented in Section V. Closed pipe systems and one
biofiltration swale have been provided for on-site stormwater conveyance.
COUGHLIN PORTERLUN DEEN Kennydale Elementary School
2 Renton,Washington
■
5. Temporary Erosion/Sedimentation Control(1.2.5):
The project will construct a series of sediment controls to address the specific conditions at the site.
Further detail is presented in Section IX.
6. Maintenance and Operation(1.2.6):
The proposed storm drainage system will be owned,operated and maintained by the owner. A
imaintenance and operation manual can be found in Section XI of this report. (not included at this time)
7. Financial Guarantees and Liability(1.2.7):
The owner and contractor will obtain all necessary permits prior to the beginning of construction.
The owner will be responsible for required bonds.
' 8. Water Quality(1.2.8):
This project will provide one water quality biofiltration swale,one water quality vault,and one
water quality wet pond on the site,designed in accordance with the KCSWDM.
Special Requirements:
Special Requirement#1. Other Adopted Area-Specific Requirements Section 1.3.1
• Critical Drainage Areas(CDAs):Not Applicable
• Master Drainage Plans(MDPs):There are no known master drainage plans covering this project site:
• Basin Plans(BPs):The project is located within the May Creek Basin Plan and the East Lake
Washington Basin Plan. There are no area specific drainage review thresholds for this area.
• Lake Management Plans(LMPs):Not Applicable
• Shared Facility Drainage Plans(SFDPs):Not Applicable
Special Requirement#2. Floodplain/Floodway Delineation,Section 1.3.2:
This project is not within a designated flood plain.
Special Requirement#3. Flood Protection Facilities,Section 1.3.3:
Not Applicable
Special Requirement#4. Source Control,Section 1.34:
A modern,covered and solid bottomed(no leaks)garbage dumpster will be provided by the City's
solid waste provider to this site. Renton School District will coordinate with the provider to emphasize the
need for properly covered and sealed dumpsters for use on the site.
iSpecial Requirement#5. Oil Control:
Traffic is anticipated in this area. One biofiltration swale one water quality vault,and one water
quality wet pond are being provided for water quality and will adequately treat all runoff as required by the
KCSWDM for oil and any other naturally occurring pollutants.
Project Specific Requirements:
There are no project specific requirements.
COUGHLINPORTERLUNDEEN Kennydale Elementary School
3 Renton,Washington
III. OFF-SITE ANALYSIS
Task 1 - Study Area Definition and Maps
See Figure 2 for drainage sub-basins,discharge points from the site and other related information.
■
Task 2 -Resource Review
a) Adopted Basin Plans May Creek Basin does not have an adopted basin plan
East Lake Washington Basin-none
b) Basin Reconnaissance Summary Reports: See Attached appendices
c) Critical Drainage Area Maps: Not in critical Drainage areas.
d) Floodplain/floodway(FEMA)Maps: Site not in 100-yr Floodplain
e) King County Soils Survey: Soils information has been included.
f) Wetland Inventory Maps: See'Sensitive Areas Folio'.
g) Sensitive Areas Folio: Site is not within any sensitive areas.
Task 3 -Field Investigation
A site visit has been made to the project site to gather information including a Level 1 Downstream Analysis.
Please refer to the discussion below.
Task 4-Drainage System Description and Problem Screening
Upstream Drainage Review
The Kennydale School site is located near the high point of the surrounding terrain. The NE 30th Street and
Kennewick Place NE grades are lower than the site to the north and east. I-405 is also lower than the site to
the west. To the south the ground is higher than the Kennydale site,but flows from this direction enter the
conveyance system in NE 28f Street and are conveyed west as described below. No upstream flows
therefore enter the school property.
Level 1 Downstream Drainage Review
North drainage:
On July 21s'2004 the following observations were made while researching the downstream drainage
towards the north of Kennydale Elementary School. The weather was good and the temperature was
approximately 85 F. The exploration started at about 1:30 and ended around 5:30.
We began our field investigation at the downstream end of the eastern basin,north of Kennydale Elementary
approximately a quarter mile,near May Creek and Jones Road. After reviewing City records it was
assumed that there were two drainage pipes in the ravine that discharge flows from Kennewick Place NE
into the creek below. After crossing to the south side of May creek we began following the drainage course
upstream. At the point of our crossing,the Creek has built up a sediment and rock bar and turns to flow
more easterly,towards Jones Road before turning west again,parallel to the road. This sediment bar is likely
a result of the bend in the Creek causing the sediment to fall out. This bar did not appear to be deposited
from any side channel and there was no side channel present in this vicinity. The lower discharge of the
■ drainage course into May Creek occurs approximately 50 yards downstream of where we first crossed May
COUGHLINPORTERLUNDEEN Kennydale Elementary School
4 Renton,Washington
Creek. At this point the flows were approximately 1 to 2 inches deep and 18 to 24 inches wide,flowing clear
and steady. This side channel from the ravine discharges through the bank of May Creek through dense
vegetation. No sediment plume or sediment bar development was visible in May Creek at this point. This
area upland of May Creek is very broad and flat,and it took some effort to locate the actual drainage course.
We continued upstream,to where the ravine begins and the drainage course is more defined and
constrained in this steeper terrain. Flows were consistent with those seen below,and were approximately 1
to 2 inches deep,12 to 18 inches wide and steadily flowing. The channel here was cobbled on the bottom,
with no visible evidence of instability or incising. We were unable to get close to the western drainage pipe
that apparently was the former discharge from Kennewick Place. The vegetative growth surrounding May
creek and the ravine was thick and well established.
Traversing the ravine was difficult due to the thick vegetation and steep slopes. Along the base of the ravine
and approximately 10 yards past a large tree fall it was impossible to maneuver as the area was
approximately 2-feet deep highly organic wet soil(dark brown,silty)surrounded by extremely steep slopes.
From this point it was impossible to continue further upstream. This bar of organic material may have
migrated down the ravine from the apparently former culvert discharge from Kennewick Place. The dark
color and fine texture of this sediment resembled urban roadway sediment accumulation and not channel
■ sediments from erosion. The discharge pipe was not able to be located from the bottom of the ravine but
appeared from the City drainage map to be approximately 50 feet further upstream,and several feet above
the floor of the ravine. Along this reconnaissance no undercutting or incision was visible in the channel.
■ Minor migration of sediment was visible as would be expected from a native channel in steep terrain
transitioning to flat.
We then attempted to find the discharging runoff in the ravine was from the top of the ravine just off of
Kennewick Place NE. The President of the homeowner's association for the townhouses above the ravine
provided us with some background of the system in the area and was aware of a 24-inch CMP that
discharged flow onto a bed of rocks in the ravine. The CMP was located and appeared to be the previous
main discharge into the ravine and down toward May creek. From along the condominium property edge
another attempt to locate the pipes was made. We traversed down the slope but again the slopes were too
steep to get down to the point of the culvert and the thick vegetation hid the ground causing unsure footing.
The pipe was never located from above the ravine.
Following this field walk and after further investigation with City records staff,we were able to determine
that a flow splitter or diversion structure was added upstream of the former ravine discharge point,with a
pipe running down the side of the hill above May Creek and discharging at the base. We did not encounter
this pipe in our investigation,however it appears that this was a City installed diversion in order to likely
improve stability in the ravine and prevent erosion that the former culvert likely caused due to its position
high above the base of the ravine and the steepness of the ravine itself.
• West drainage:
August 6th 2004 the weather was in the low 70's and it was raining all morning long. Arrival onto the site
was at 1:30 and ended at 4:00. It rained periodically during the site visit.
The runoff in the Kennydale Elementary School's western basin crosses in a 12 inch pipe beneath 1-405 and
then enters the City street conveyance system west of the freeway. City records show the pipe beneath the
freeway entering the conveyance system in NE 28th Street near Meadow Avenue North. West of this point,
the piped roadway system discharges into the upper portion of a ravine at the vicinity of Meadow Place
North. It is unclear from City maps,but the flows appear to continue further west,perhaps from a flow-
splitter to the corner of Park Avenue and NE 281h. From this location,the ravine was inaccessible due to the
overgrown vegetation in the ravine. Further downstream on 26th Street,in a recently developed area,a
bridge or very large box culvert crosses the ravine and stream. Again the entire area is overgrown with
vegetation and the creek was inaccessible. The creek was visible on the upstream side of the bridge,and
there were no apparent signs of sediment deposit,indicating apparent stability upstream of this point. No
erosion or incision was visible at this location either,and the large culvert clearly has sufficient capacity for
COUGHLINPORTERLUNDEEN Kennydale Elementary School
5 Renton,Washington
jany anticipated flows. The bank leading down to the ravine all along its sides is very steep,roughly a 1h:1 or
steeper slope and in some flatter places a 1:1 slope. There is silt fence on the north and south sides of the
road near the bridge,apparently for the ongoing construction in the development. The decision was made
to approach the ravine from below wherever access could be found,find any other constrictions or culverts
and assess the ravine for stability at these locations.
iUpstream from Lake Washington Blvd at the ravine crossing there is a large culvert which was covered with
dense blackberries and was inaccessible. Along the north side of this ravine is a utility access road,
extending a few hundred feet upstream along the base of the north slope of the ravine. Roughly 300 feet
from Lake Washington Blvd we located a 48"CMP culvert. No signs of erosion or bank cutting were present
and there was little sign of sediment accumulation no sign of significant flooding in the area above the
culvert. There is currently silt fence along the north bank of the creek,associated with the house construction
and utility installation occurring to the north. There were also signs of recent track-hoe work in the area.
Upstream of this culvert there was approximately 50 feet of visible channel that was well established,
approximately 2 to 3 feet wide and appeared stable and clean along the channel bottom. No incision or
evidence of instability was observed.
■ Due to vegetation on both sides of Lake Washington Blvd,both the downstream end of the road culvert and
the upstream end of the railroad culvert were inaccessible. On the downstream side of Lake Washington
Blvd,on the west side of the railroad tracks we were able to locate a 24"concrete culvert. The flow at this
■ location was approximately 2-3"deep and 18-24"wide. No scouring or undercutting below or around the
culvert was present. Below this culvert the flow crosses into Gene Coulon Park,in an area of trees and
grasses,and widens to approximately 4 to 5 feet. Minor evidence of streambed gravels being pushed around
by peak flows was present,but no visible signs of instability were noted. Flows then continue to widen,
reaching over 8 feet wide as they cross beneath the Park walkway at a wooden elevated walkway,through
dense canary grasses. Further downstream approximately 30 to 50 feet the runoff reaches the edge of Lake
Washington. At this location there is a very stable sand bar from deposits carried downstream and no other
signs of instability or erosion at the shoreline itself. It appears that a series of logs has been anchored at this
point to perhaps cause the sediment to fall out through the stilling of flows before they enter the lake. The
sand bar appeared to have been there for some time and did not appear to be recently developed,as it did
not settle under weight and was very compact. It is possible however that this is the result of wave action
from the Lake.
COUGHLINPORTERLUNDEEN Kennydale Elementary School
6 Renton,Washington
IV. SITE HYDROLOGY
This section describes the conditions that contribute to the storm water runoff values and mitigation efforts
proposed for the site.
Part A-Existing Site Hydrology
The existing site hydrology consists of an existing school and associated improvements. There are existing
established storm water runoff conveyance lines,however,there are no control or water quality treatment
facilities on the site. The total site area is 6.64 acres. The existing site conditions are shown in the attached
Existing Site exhibit,from a documented field survey. The site occurs on a natural topographical ridge,
which separates the property into two drainage basins,both of which ultimately drain to Lake Washington
through different routes. The western portion of the site,approximately 1.2 acres,drains west,across I-405
and along surface streets west of the freeway and then ultimately down a ravine which drains below Lake
Washington Boulevard,the Gene Coulon Park property and then enters Lake Washington. The eastern and
northern portion of the site,approximately 5.5 acres,drains north,through the existing school site,across
Kennewick Place NE and then through a tight line system owned by the City of Renton that discharges just
above and to May Creek.
The May Creek portion of the site contains an existing play field that will remain undisturbed during this
project and therefore will not be accounted for in the detention and water quality system design and
analysis,as shown in the Developed Site exhibit. The field contains approximately 1.84 acres. The disturbed
portion of the May Creek Basin is 3.6 acres.
A small portion of the East Lake Washington Drainage Basin will not be developed in this project so that
portion will not be accounted for in water quality and detention calculations,as shown in the Developed Site
exhibit..
The existing site conditions are summarized in Table 1 below.
Table 1-Existing Site Conditions Area Breakdown
Drainage Basin Land Cover Area(acres) Description
Lake Washington Impervious Area 0.848 Parking lots,concrete walks
Pervious Area 0.039 Landscaping
Total 0.89
May Creek Impervious Area 1.93 Buildings,parking lots,hardscape play
Pervious Area 1.67 Landscaping,athletic fields
Total 3.60
Total Disturbed Site 4.49
. Field Basin Total 1.84 Athletic Fields,concrete walks
Undisturbed
Lake Washington Total 0.31 Grass,concrete walks
Total Site 6.64 Existing Kennydale Elementary Site
■ COUGHLINPORTERLUNDEEN Kennydale Elementary School
7 Renton,Washington
Part B - Developed Site Hydrology
The existing basin split on site will be maintained to the greatest extent possible. Where grading on the
. proposed site does not allow certain areas to drain to their respective basin,an equivalent area basin swap
will be made. A comparison of Table 1 and Table 2 will reveal that the developed condition provides a
reduction of the impervious area within the East Lake Washington Drainage Basin. However,due to the
■ proposed grading and drainage system on the site,an equivalent area swap could not be entirely preserved.
The proposed system will add approximately 0.33 acres to the East Lake Washington Drainage Basin. This
added area is not included in the allowable discharge calculations,however. This will ensure that although
a minor basin transfer is proposed,discharging stormwater runoff rates will remain less than or equal to the
existing allowable release rates,consistent with the 1990 SBUH KCSWDM detention standard.
The currently developed athletic fields in the May Creek basin at the north end of the Kennydale school site
and a small portion of the East Lake Washington Drainage Basin along the freeway wall will not be
developed in this project so those portions of the site will not be accounted for in water quality and detention
calculations. Please refer to the Developed Site exhibit for this information.
The developed site conditions are summarized in Table 2 below.
Table 2-Developed Site Conditions Area Breakdown
Drainage Basin Land Cover Area(acres) Description
Lake Washington Impervious Area 1.01 Parking lots,concrete walks
Pervious Area 0.21 Landscaping
Total 1.22
May Creek Impervious,Area 2.38' Buildings,parking lots,hardscape play
Pervious Area 0.$9 Landscaping,athletic fields
Total 3.27 [ r(tA A °JAY --
Total Disturbed Site 4.49
Field Basin Total 1.84 Existing athletic Fields,concrete walks
Undisturbed
Lake Washington Total 0.31 Grass,concrete walks
Total Site 6.64 Existing Kennydale Elementary Site
Parts C and D -Hydraulic Analysis
The proposed drainage systems for the new developed condition of the site will consist of sheet flow across
asphalt parking to a water quality/ detention pond and a conveyance system,a biofiltration swale,a water
quality pipe,and one detention vault. The detention vault is centrally located on the eastern side of the site.
The vault has the capacity to detain 11,000 cubic feet of stormwater runoff.
COUGH LINPORTERLUNDEEN Kennydale Elementary School
8 Renton,Washington
The storm water detention vault has been designed and analyzed per the King County Runoff Time Series
Level 2 Flow Control standard as required in the May Creek basin. A Level 2 facility is designed to release
stormwater runoff generated from developed site conditions at durations that do not exceed the durations
from one-half of the two-year and up to the 50-year storms under the existing site conditions,per the 1998
KCSWDM. A summary of the detention facility is shown in Table 3 below.
■
Table 3-Summary of Detention Vault
Prop.Detention Vault Value
Live Storage Depth 5.0 feet
Bottom Elevation 231.0
. Max W.S.Elev.* 236.09
Overflow Elevation** 236.0
Volume Provided* 11,000 cf
*Maximum water surface elevation during100-year overflow Level 2 event.
**Maximum overflow water surface elevation assuming all orifices are plugged.
The combined stormwater water quality/detention pond in the East Lake Washington basin has been
designed and analyzed per the 1990 King County Manual-SBUH method matching the developed 2,10,
and 100 year peaks with the existing respective return period peaks and allowing for a 30%factor of safety.
The intent is to protect flow carrying capacity and limit erosion within the downstream conveyance system.
A summary of the detention facility is shown in Table 4 below. Due to the small size and nature of the
development in the East Lake Washington Drainage Basin,the size of the detention pond is controlled by the
volume necessary for the water quality storage. The live storage(detention)provided in the pond is
■ oversized for this development.
Table 4-Summary of Detention Pond
Prop.Detention Pond Value
Live Storage Depth 1.25 feet
Bottom Elevation 234.75
Max W.S.Elev.* 236.00
Overflow Elevation** 236.00
Volume Required 1009.0 cf
Volume Provided* 4135.0 cf
*Maximum water surface elevation during maximum Level 1 event.
**Maximum overflow water surface elevation assuming all orifices are plugged.
Part E-Water Quality
Standard Requirements
There are three levels of water quality facilities defined in the 1998 Surface Water Design Manual in the
Water Quality Applications Map. These levels are as follows:
1. Basic Water Qualihj Treatment Areas
2. Sensitive Lake Treatment Areas
3. Regionally Significant Stream Reach Treatment Areas
■
COUGH LI NPORTERLU N D E EN Kennydale Elementary School
9 Renton,Washington
This project will provide water quality in accordance with basic water quality requirements of the KCSWDM
(section 6.5.5.2).The access drives and parking lots will be subject to vehicular traffic and will therefore
require basic water quality treatment. Water quality will be provided through one biofiltration swale and
one water quality vault. In order to allow the use of a biofiltration swale on the heavily constrained site it
was necessary to limit its size. To achieve this,the non-pollution generating surfaces of the building roof,
hardscape play areas,fire access drive(gated,low use)are routed directly to the detention vault,bypassing
the biofiltration swale.
Table 4-Summary of Water Quality Biofiltration System
Water Quality System Biofiltration Swale
Pervious Area 0.1 acre 0
Impervious Area 0.63 acr
Total Area 0.81 acres
Water Quality Flow 0.179 cfs
The water quality vault has been designed to treat the stormwater runoff from the service area on the north
■ side of the proposed school building. The required water quality volume was determined from basic wet
pond sizing and an equivalent volume was used to size the wet vault. 12 inches of sediment storage will be
provided in the vault. See Table 5 below for water quality vault information.
Table 5-Summary of Water Quality Vault System
Water Quality System WQ Vault
Pervious Area 0 acres
Impervious Area 0.337 acres
Total Area 0.337 acres
Required W/Q volume 1,552 CF
Provided W/Q volume 1,575 CF
Vault Storage Dimensions 4511 x 35'L x 10'W
WQ Depth 4.5 feet
The dead storage volume in the combination water quality/ detention pond has been sized per the basic
pond requirements in King County. The pond will consist of one cell with one foot of sediment storage
provided. Pond side slopes will be 2.5:1. The length to width ratio at mid depth will exceed the 3 to 1 length
to width ratio required in the drainage code. Per Figure 6.4.113 in KCSWDM,an internal berm is not
required for ponds with a length to width ratio greater than 4:1. The Kennydale water quality pond has a
mid depth length to width ratio of approximately 5:1,and therefore,a berm will not be provided. The pond
as designed is relatively small by KCSWDM standards. The surface area of the bottom of the pond is less
than the threshold of 1500 sf,and therefore does not require ramp access to the bottom of the pond. (1998
SWDM ch.5.3.1-Access Requirements p.5-21)Also,this pond could be considered a small deep pond in
which the trackhoe could park on the pond slope to remove sediment. A ramp would not be required in this
situation.
The wet pond sizing calculations can be seen in Appendix B. A summary of the water quality pond is
provided in Table 6 below.
COUGHLINPORTERLUNDEEN Kennydale Elementary School
10 Renton,Washington
Table 6-Summary of Water Quality Pond
Water Quality System WQ Pipe
Pervious Area 0.21 acres
Impervious Area 1.01 acres
Required W/Q volume 4,930 CF
Provided W/Q volume 7620 CF
Pond Cell Top Dimensions 105 feet x 29 feet
WQ Depth 4 feet
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
This section discusses the criteria that will be used to analyze and design the proposed storm conveyance
system.
Standard Requirements (based on KCSWDM):
1. Facilities must convey the 1 00-yearflow without overtopping the crown of the roadway,flooding
buildings,and if sheet flow occurs it must pass through a drainage easement. The detention facilities
have been designed to convey the 100-year developed flow or direct overflows away from buildings and
within street gutters capable of handling the flow.
2. New pipe systems and culverts must convey the 25-year flow with at least 0.5 feet of freeboard. (1.2.4-1).
The conveyance systems have been designed to convey the 25-year flow with at least 0.5 feet of
freeboard. Calculations are included in Appendix B.
3. Bridges must convey the 100-year flow and provide a minimum of two feet,varying up to six feet,of
clearance based on 25%of the mean channel width. (1.2.4-2)(4.3.5-6. N/A. This project does not
propose a bridge.
4. Drainage ditches must convey the 25-year flow with 0.5 feet of freeboard and the 100-year flow without
overtopping. (1.2.4-2). There are no drainage ditches for this proposed development or in the proposed
frontage improvements.
5. Floodplain Crossings must not increase the base flood elevation by more than 0.01 feet[41(83.C)]and
shall not reduce the flood storage volume(37(82.A)]. Piers shall not be constructed in the FEMA
floodway. [41(83.F.1)]. There are no floodplain crossings associated with the construction of this project.
6. Stream Crossings shall require a bridge for class 1 streams that does not disturb or banks. For type 2
and type 3 steams,open bottom culverts or other method may be used that will not harm the stream or
inhibit fish passage.I60(95.B)]. There are no stream crossings associated with the construction of this
project.
7. Discharge at natural location is required and produce no significant impacts to the downstream
property(1.2.1-1). The project will discharge to the existing discharge location. A map showing the
specific existing discharge location is included in Appendix B(Figure 131 on page 1349),along with
calculations proving that the proposed discharge location will not worsen any existing conveyance
problems that may exist downstream from the site. A minor shift from the May Creek basin to the East
Lake Washington basin of less than 0.5 acres is requested. Detention and release rates,however,are
sized to match those from the original basin size,not the increased basin.
COUGHLIN PORTERLUN D EEN Kennydale Elementary School
11 Renton,Washington
On-site Conveyance
The on-site conveyance system will consist of Type 1 and Type 2 catch basins,six,eight and 12-inch
conveyance lines,one biofiltration swale,a stormwater detention pond,and a stormwater detention vault.
The capacity of the on-site lines was evaluated using the Rational Method and a Manning's-based
conveyance spreadsheet. If pipe capacity is questionable,energy grade elevation will be evaluated using the
Direct Step Backwater Method. The conveyance system has been designed to provide adequate slopes and
sizes. Refer to Appendix B for conveyance calculations.
Outfalls
Energy dissipation is required for all outfalls,rock erosion protection at a minimum. (1.2.3-3).The
conveyance system proposed will discharge directly to the public storm system where energy dissipation
will not be provided. The biofiltration swale will be provided with rock armor at all outfalls from pipes.
VI. SPECIAL REPORTS AND STUDIES
1. No special reports included.
VII. BASIN AND COMMUNITY PLAN AREAS
Basin Plan(1.3.4-1)
There are no basin plans that will impact this site.
Community Plan'(1.3.4-1)
There are no community plans that will impact this site.
VIII. OTHER PERMITS
An NPDES permit will be required for this project.
CO UGHLI N PORTERLUN D EEN Kennydale Elementary School
12 Renton,Washington
IX. EROSION AND SEDIMENTATION CONTROL DESIGN
This section lists the requirements that will be used when designing the Temporary Erosion and
Sedimentation Control plan(TESL plan)for this site.
Standard Requirements
Erosion/Sedimentation Plan shall include the following:
1. Facilities required include:stabilized construction entrance,sedimentation pond,interceptor swales,
filter fabric fencing. (1.2.5-1).The project will provide two construction entrance/exits,truck wheel
washes,filter fabric fencing,a sediment pond,slope stabilization,catch basin protection and interceptor
swales.
2. Timing-For the period between November 1 through March 1 disturbed areas greater than 5,000 square
feet left undisturbed for more than 12 hours must be covered with mulch,sodding,or plastic covering. A
construction phasing plan shall be provided to ensure that erosion control measures are installed prior
to clearing and grading. (1.2.5-1).Notes addressing each of these items have been placed on the civil
engineering plans.
3. Planning-Plan shall limit tributary drainage to an area to be cleared and graded. Delineate dimension,
stake and flag clearing limits(1.2.5-1). The clearing limits have been indicated on the TESL plan. Notes
addressing this item have been placed on the civil engineering plans.
4. Re-vegetation-Re-vegetate areas to be cleared as soon as practicable aftergrading. (1.2.5-1). Notes
addressing this item have been placed on the civil engineering plans.
The TESC plan for this project has been designed to protect off-site properties as well as to minimize the
quantity of sediment-laden water that enters the public storm system. The following BMWs will be included
on the TESC plan for this project.
• Clearly delineated clearing limits staked prior to any construction activity.
• Stabilized construction entrances with a wheel washing station for trucks exiting the site. All
material that is tracked off the site will be cleaned by sweeping.
• Catch basin protection will be used on all existing and future catch basins as they are installed,
to reduce the amount of sediment that can enter the storm system.
• Cover measures will be implemented for disturbed areas greater than 5,000 square feet in
accordance with the King County standards.
• Temporary sediment ponds will be included to allow the opportunity for sediment to settle out
of onsite runoff prior to discharging from the site. The ponds will be excavated at the locations
of the final permanent storm water ponds,per Appendix D.4.5.s of the KCSWDM. The
sedimentation pond surface will be sized based on the 2-year flows from the graded site,and
will comfortably fit within the limits of the permanent ponds. This will allow final excavation at
project close to be minimized.
All construction debris will be promptly removed from the site to minimize demolition and construction
impacts to the site. The contractor will implement additional BMP s as required or recommended by the
City of Newcastle inspectors or other agencies as required. This will help prevent demolition and
construction debris,waste material,fuel,oil,lubricants and other fluids from entering the public storm
system. These measures are shown on the TESC plan sheets shown in the drawings set.
COUGHLINPORTERLUNDEEN Kennydale Elementary School
13 Renton,Washington
X. BONDS
Bond Quantity Worksheets
Bond quantity worksheets will be included in this section.
XI. MAINTENANCE AND OPERATIONS MANUAL
Standard Maintenance
Per standards set forth in the King County Surface Water Design Manual,the owner will maintain facilities.
Sections of the King County Storm Water Management Design Manual outlining the Operations and
Maintenance of these facilities will be included in Appendix D.
(not included in this report)
r
COUGHLINPORTERLUNDEEN Kennydale Elementary School
14 Renton,Washington
r
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APPENDIX A
Figure 1-Site Area Map
Figure 2-Existing Site Drainage Map
Figure 3-Proposed Drainage System
Figure 4- Wetland Map
rFigure 5- Seismic Hazards Area Map
Figure 6-Streams and 100 yr Flood Plains Map
Figure 7-Landslide Hazards Area Map
rFigure 8-Erosion Hazard Area Map
r
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r COUGHLIN PORTER LUNDEEN Kennydale Elementary
r
COUGHLIN PORTERLUNDEEN
A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION
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r PROJECT: Kennydale Elementary School DESIGNED BY: sas DATE: 12-09-04
r PROJECT NO. C040055-02 CLIENT: Renton School District CHECKED BY: tbb SHEET OF
413 PINE STREET-SUITE 300 SEATTLE,WA 98101 P: 206/343-0460 F: 206/343-5691
COUGHLIN PORTERLUNDEEN
A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION
Undeveloped Lake Wa Basin Field Basin
ED' Pervious 0.28 Acres Total 80104.0 sf
1-1-d
Impery" 3 Acres Pervious 1.75 Acres
N w4l.w 117�78' Impervious 0.086 Acres
Ex Lake Wa Basin(for design)
o 25 50 00
X 30' Total 52280.0 sf
1
Pervious 0.039 Acres
41"
SCALE 1'=100' Impervious 0.848 Acres
Ex May Creek Basin(for design)
'/ 5 Field Total 156736.75 sf
Drainage Basin Pervious 1.67 Acres
IRes Impervious 1.93 Acres
EX'BASEBALL FIELD Total Site 6.64 Acres
xisting Outfall
To May Creek
Undeveloped Lake To Ma Creek
Wa Drainage Basin Existing Outfall y
Drainage Basjn
Drainage Basin
42*
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Drainage Basin
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Figure 7 - Existing Conditions
0
PROJECT: Kennydale Elementary School — DESIGNED BY: sas DATE: 12-09-04
PROJECT NO. C040055-02 CLIENT: Renton School District CHECKED BY: tbb SHEET OF
413 PINE STREET-SUITE 300 SEATTLE,WA 98 101 P: 206/343-0460 F: 206/343-5691
COUGHLIN PORTERLUNDEEN
A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION
Undeveloped Lake Wa Basin Field Basin
Pervious 0.28 Acres Total 80104.0 sf
im er -OT Acres Pervious 1.75 Acres
N U04'38'W II aL- Impervious 0.086 Acres
-.234-
Prop Lake Wa Basin(for design)
0 21 111 100 30' Total 52280.0 sf
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Pervious 1.011 Acres
SCALE 1"=100' •
41" Impervious 0.213 Acres
WAS
Field Prop May Creek Basin(for design)
Total 156736.75 sf
Drainage Basin Pervious 0.89 Acres
Impervious 2.28 Acres
EX BASEBALL FIELD Total Site 6.64 Acres
x1sting Ouff all
To May Creek
< Undeveloped Lak Wa Drainage Basin Proposed Outfall
`Drainage Ban N To May Creek
Drainage Basin
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PROJECT: Kennydale Elementary School DESIGNED BY: sas DATE: 12-09-04 —
PROJECT NO, C040055-02 CLIENT: Renton School District CHECKED BY: tbb SHEET OF
413 PINE STREET-SUITE 300 SEA-171LIE,WA 98 101 P: 206/343-0460 F: 206/343-5691
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at �not yondsuran those show do not always ss. ihow the �`�° Class 2(wdh salm�nids)
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MILE � opment proposal site. Where differences Use undetermined)
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CONVEYANCE SYSTEM ANALYSIS AND SIZING TABLE USING THE RATIONAL METHOD
Location Sub Area C C*A Sum Tc i(R) I(R) Q( Pipe Typ. Slope Q(F) V V L Tt %d/D
�
Basin (ac) C*A (min.) (c f MUER (in.) n (ft.ft.) (pipe (pipe (at (ft.) (min.)
From To Numbers;. full) full) Q(R))
CB 9 CB 10 9 0.18 0.90 0.16 0.16 6.3 0.80 2.73 Q44 : 8 0.014 1.0% 1.13 3.24 2.99 110 0.6 44.00%
CB 10 CB 11 10 0.10 0.90 0.09 0.25 6.9 0.76 2.57 �; ''. 8 0.014 1.0% 1.13 3.24 3.32 70 0A 55.00%
CB 11 CB 12 11 0.06 0.90 0.06 0.31 7.3 0.73 2.49 „8� 12 0.014 1.7% 4.33 5.51 4.11 70 0.3 29.00%
CB 12 CB 13 12 0.28 0.86 0.24 0.55 7.5 0.71 2.43 >3?}:`�'', 12 0.014 1.4% 3.92 4.99 4.49 93 0.3 40.50%
CB 13 Vault CB 13 0.37 0.73 0.27 0.82 7.9 1 0.69 2.36 12 0.014 1.0% 3.32 4.23 4.38 10 0.0 55.00%
CB 1 CB 2 CB 1 0.02 0.48 0.01 0.01 6.3 0.80 2.73 1s�i 61 0.014 1.0% 0.52 2.65 1.57 65 1 0.7 16.00%
CB 2a CB 2 CB 2a 0.18 0.86 0.15 0.15 7.0 0.75 2.56 (1 :;' 6 0.014 1.0% 0.52 2.65 2.92 26 1 0.1 65.00%
CB 2 CB 3 CB 2 0.13 0.79 0.10 0.27 7.1 0.74 2.52 8 0.014 0.8% 0.97 2.78 3.05 75 0.4 61.05%
CB 3a CB 3 CB 3a 0.01 0.25 0.00 0.00 6.3 0.80 2.73 fl� , 1 6 0.014 2.4% 0.81 4.13 2.05 45 0.4 5.00%
CB 3b CB 3 CB 3b 0.19 0.82 0.15 0.15 6.3 0.80 2.73 Q 8 0.014 2.6% 1.81 5.19 4.23 42 0.2 32.50%
CB 3c CB 3 CB 3c 0.07 0.67 0.04 0.04 6.3 0.80 2.73T r• 6 0.014 1 4.0% 1.04 1 5.30 3.59 31 0.1 23.00%
CB 3 CB 4 3 0.18 0.86 0.15 0.62 7.5 0.72 2.43 Is 12 0.014 0.8% 2.87 3.65 3.68 108 0.5 52.00%
CB 4a CB 4 CB 4a 0.14 0.52 0.07 1 0.07 6.3 0.80 2.73 :"_ 3",'': 8 0.014 3.2% 2.01 5.76 3.70 42 0.2 21.00%
CB 4 CB 5 4 0.37 0.82 0.30 1.00 1 8.0 0.69 2.33k::M'... 12 0.014 0.8% 2.87 3.65 4.10 148 0.6 68.00%
CB 5 Bioswale 5 0.00 0.00 0.00 1.00 8.6 0.65 2.23 r� 12 0.014 1.0% 3.32 4.23 4.52 7 0.0 60.00%
Bioswale CB 6 Bioswale 0.00 0.00 0.00 1.00 8.7 0.65 2.22 ;: t 12 0.014 1.0% 3,32 1 4.23 4.51 40 0.1 60.00%
CB 6 CB 7 6 0.05 0.90 0.05 1.04 8.8 0.65 2.20 ? 12 0.014 1.0% 3.32 4.23 4.57 100 0.4 61.00%
CB 7 Vault 7 0.18 0.83 0.15 1.20 9.2 0.63 2.14 "1;^ 'R 12 1 0.014 0.9% 3.15 4.01 4.50 53 0.2 68.00%
SW roof NW roof SW roof 0.35 0.90 0.31 0.31 6.3 0.80 2.73 8 0.014 1.0% 1.13 3.24 3.56 94 0.4 65.00%
NW roof NE roof NW roof 0.08 0.90 0.08 1 0.39 6.7 0.77 2.62 8 0.014 1.0% 1.13 3.24 3.67 115 0.5 74.00%
NE roof Vault NE roof 0.13 0.90 0.12 0.51 7.3 0.73 2.49 8 0.014 1.5% 1 1.38 3.95 4.48 81 0.3 75.50%
Vault CB 8 F77,lt 0.00 0.00 0.00 0.00 6.3 0.00 0.00 12 0.014 1.0% 3.32 4.23 3.32 30 0.2 32.00%
CB 8 Ex CB out 8 0.00 0.00 0.00 0.00 6.3 0.80 2.73 ;.; 12 0.014 1.0% 3.32 4.23 3.32 24 0.1 32.00%
Project: Kenny ale Elementary SchoolR= 3 11Wr LU Calcs by: B.S.B Job 70-7 C040055-02
Location: Renton Washington Date: 3/28/2005 Page I
Kennydale Elementary Conveyance Analysis-25 Year 3/28/2005
r 0 0 = 0 it r 0 = 0 a 0 0 w a 0 r
CONVEYANCE SYSTEM ANALYSIS AND SIZING TABLE USING THE RATIONAL METHOD
Location Sub Area C C*A Sum Tc i(R) I(R) ) Pipe Typ. Slope Q(F) V V L Tt %d/D
Basin (ac) C*A (min.) x, (in.) n (ft.ft.) (pipe (pipe (at (ft.) (min.)
From To Number ,
11"M full) full) Q(R))
: `-=
CB 9 CB 10 9 0.18 0.90 0.16 0.16 6.3 0.80 3.14 R&M1 w€ 8 0.014 1.0% 1.13 3.24 3.10 110 0.6 47.50%
CB 10 CB 11 10 0.10 0.90 0.09 0.25 6.9 0.76 2.96 8 0.014 1.0% 1.13 3.24 3.44 70 0.3 60.00%
CB 11 CB 12 11 0.06 0.90 0.06 0,31 7.2 0.74 2.87 Q$ 12 0.014 1.7% 4.33 5.51 4.31 70 0.3 31.00%
CB 12 CB 13 12 0.28 0.86 0.24 0.55 7.5 0.72 2.80 T4,,, 12 0.014 1.4% 3.92 4.99 4.64 93 0.3 44.00%
CB 13 Vault CB 13 0.37 0.73 0.27 0.82 7.8 0.70 2.72 3, 12 0.014 1.0% 3.32 4.23 4,54 10 0.0 60.00%
CB 1 CB2 CB 1 0.02 0.48 0.01 0.01 6.3 0.80 3.14 $(Q134 ", 6 0.014 1.0% 0.52 2.65 1.65 65 0.7 17,00%
CB 2a CB 2 CB 2a 0.18 0.86 0.15 0.15 7.0 0.75 2.94 >4S_ 6 0.014 1.0% 0.52 2.65 2.99 26 0.1 72.00%
CB 2 CB 3 CB 2 0.13 0.79 0.10 0.27 7.1 0.74 2.90 8 0.014 0.8% 0.97 2.78 3.10 75 0.4 68.00%
CB 3a CB 3 CB 3a 0.01 0.25 0.00 0.00 6.3 0.80 3.14 �Q Q•j 6 0.014 2.4% 0.81 4.13 2.35 45 0.3 5.00%
CB 3b CB 3 CB 3b 0.19 0.82 0.15 1 0.15 6.3 1 0.80 3.14 8 0.014 2.6% 1.81 5.19 4.38 42 0.2 35.00%
CB 3c CB 3 CB 3c 0.07 0.67 0.04 0.04 6.3 0.80 3.14 1, 6 0.014 4.0% 1.04 5.30 3.66 31 0.1 25.00%
5,w
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CB 3 CB 4 3 0.18 0.86 0.15 0.62 7.5 0.72 2.80 ., 12 0.014 0.8% 2.87 3.65 3.78 108 0.5 57.00%
CB 4a CB 4 CB 4a 0.14 0.52 0.07 0.07 6.3 0.80 3.14 8 0.014 3.2% 2.01 5.76 3.97 42 0.2 22.00%
CB 4 CB 5 4 0.37 0.82 0.30 1.00 8.0 0.69 2.69 469 12 0.014 0.8% 2.87 3.65 4.14 148 0.6 77.00%
CB 5 Bioswale 5 0.00 0.00 0.00 1.00 8.6 0.66 2.57 12 0.014 1.0% 332 4.23 4.70 7 0.0 65.50%
Bioswale CB 6 Bioswale 0.00 0.00 0.00 1.00 8.6 0.66 2.56 N1 ,' 12 0.014 1.0% 3.32 4.23 4.69 40 0.1 65.50%
CB 6 CB 7 6 0.05 0.90 0.05 1.04 8.7 0.65 2.53 ;% 12 0.014 1 1.0% 3.32 4.23 4.73 100 0.4 67.00%
CB 7 Vault 1 7 0.18 0.83 0.15 1.20 9.1 0.63 2.47 12 0.014 0.9% 3.15 4.01 4.55 53 0.2 77.00%
W roof NW roof SW roof 0.35 0.90 0.31 0.31 6.3 0.80 3.14 -01"ft' 8 0.014 1.0% 1.13 3.24 3.64 94 0.4 72.00%
NW roof NE roof NW roof 0.08 0.90 0.08 0.39 6.7 0.77 3.00 8 0,014 1.0% 1.13 3.24 3.34 115 0.6 99.90%
NE roof Vault NE roof 0.13 0.90 0.12 0.51 7.3 0.73 2.85 1 R 8 0.014 1.5% 1.38 3.95 1 4.15 81 0.3 99.90%
Vault CB 8 Vault 0.00 0.00 1 0.00 0.00 6.3 0.00 0.00 a 12 0.014 1.0% 3.32 4.23 4.00 30 0.1 1 45.00%
CB 8 Ex CB out 8 0.00 0.00 1 0.00 0.00 6.3 0.80 3.141Y;, 12 0.014 1.0% 3.32 4.23 4.00 24 0.1 45.00%
Project: Kenny ale Elementary School R= 5� P(R)= 9g Calcs by: B.S.B Job No: C040055-02
Location: Renton Washington Date: 3/28/2005 Page i
Kennydale Elementary Conveyance Analysis-100 Year 3/28/2005
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APPENDIXB
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■ COUGHLIN PORTER LUNDEEN Kennydale Elementary
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. Detention Vault Calculations
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■ COUGHLIN PORTER LUNDEEN Kennydale Elementary
Kennydale Elementary School - Level 2 Detention Vault
Retention/Detention Facility
Type of Facility: Detention Vault
Facility Length: 100 .00 ft
Facility Width: 20.00 ft
Facility Area: 2000. sq. ft
Effective Storage Depth: 5 .00 ft
Stage 0 Elevation: 231.00 ft
Storage Volume: 10000. cu. ft
Riser Head: 5.00 ft
Riser Diameter: 12 .00 inches
Number of orifices: 3
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0. 00 2 .75 0.459
2 2.25 3 . 00 0.405 6. 0
3 3.25 2 .50 0.224 6. 0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs)
0.00 231.00 0. 0 .000 0.000 0.00
0.03 231.03 60. 0.001 0.035 0.00
0.06 231. 06 120 . 0.003 0.049 0.00
0.09 231. 09 180. 0.004 0.060 0.00
0.11 231.11 220. 0.005 0. 069 0.00
0.14 231.14 280. 0.006 0.078 0 .00
0.17 231.17 340. 0.008 0.085 0.00
0.20 231.20 400. 0.009 0. 092 0.00
0.23 231.23 460. 0 .011 0 .098 0 .00
0.26 231.26 520. 0.012 0.104 0.00
0.36 231.36 720. 0.017 0. 123 0. 00
0.46 231.46 920. 0.021 0.139 0.00
0.56 231.56 1120. 0.026 0.153 0.00
0.66 231.66 1320. 0.030 0 . 166 0. 00
0 .76 231.76 1520. 0 .035 0.179 0.00
0.86 231. 86 1720. 0.039 0.190 0.00
0.96 231.96 1920. 0.044 0 .201 0.00
1.06 232 .06 2120. 0.049 0.211 0.00
1.16 232 .16 2320. 0.053 0.221 0.00
1.26 232 .26 2520. 0.058 0 .230 0.00
1.36 232 .36 2720. 0.062 0.239 0.00
1.46 232 .46 2920. 0.067 0.248 0.00
1.56 232 .56 3120. 0.072 0 .256 0.00
1.66 232 .66 3320. 0.076 0.264 0.00
1.76 232 .76 3520. 0.081 0.272 0. 00
1.86 232 .86 3720. 0.085 0 .280 0.00
1.96 232 .96 3920. 0.090 0.287 0.00
2 .06 233 . 06 4120. 0.095 0.294 0.00
2 .16 233 .16 4320. 0.099 0 .301 0.00
2 .25 233 .25 4500. 0.103 0 .308 0. 00
2.28 233 .28 4560. 0.105 0 .312 0.00
2 .31 233 .31 4620. 0 .106 0.321 0.00
2 .34 233 .34 4680. 0.107 0.335 0. 00
2 .38 233 .38 4760. 0. 109 0.352 0.00
2 .41 233 .41 4820 . 0. 111 0.374 0.00
2 .44 233 .44 4880. 0.112 0.399 0. 00
2 .47 233 .47 4940. 0.113 0.427 0.00
2 .50 233 .50 5000. 0.115 0.446 0.00
2 .60 233 .60 5200. 0.119 0.475 0 .00
2 .70 233 .70 5400. 0. 124 0.501 0.00
2 . 80 233 .80 5600. 0.129 0.524 0.00
2 .90 233 .90 5800. 0.133 0.546 0.00
3 .00 234 . 00 6000. 0.138 0.567 0.00
3 .10 234.10 6200 . 0.142 0.586 0.00
3 .20 234 .20 6400. 0.147 0.605 0.00
3 .25 234 .25 6500. 0.149 0.614 0.00
3 .28 234.28 6560. 0. 151 0.620 0.00
3 .30 234 .30 6600. 0.152 0.629 0. 00
3 .33 234 .33 6660. 0.153 0.642 0. 00
3 .35 234.35 6700. 0.154 0.657 0.00
3 .38 234 .38 6760. 0.155 0.675 0.00
3 .41 234 .41 6820. 0.157 0.697 0.00
3 .43 234 .43 6860. 0. 157 0.718 0.00
3 .46 234 .46 6920. 0.159 0.727 0. 00
3 .56 234.56 7120 . 0.163 0.760 0. 00
3 .66 234 .66 7320. 0.168 0.790 0.00
3 .76 234.76 7520 . 0.173 0.818 0.00
3 . 86 234.86 7720 . 0.177 0.845 0.00
3 .96 234 .96 7920. 0.182 0.870 0.00
4 .06 235 . 06 8120 . 0.186 0.894 0.00
4 .16 235. 16 8320. 0. 191 0.917 0. 00
4 .26 235.26 8520. 0 .196 0.939 0.00
4 .36 235 .36 8720. 0.200 0.961 0.00
4 .46 235.46 8920. 0.205 0.982 0.00
4 .56 235.56 9120. 0.209 1.000 0.00
4 .66 235 .66 9320 . 0.214 1.020 0.00
4 .76 235.76 9520. 0 .219 1.040 0.00
4 .86 235. 86 9720 . 0.223 1.060 0.00
4 .96 235 .96 9920. 0 .228 1.080 0.00
5.00 236.00 10000. 0.230 1.090 0.00
5 .10 236. 10 10200. 0.234 1.410 0.00
5 .20 236.20 10400. 0 .239 1.990 0.00
■ 5.30 236.30 10600. 0.243 2 .740 0.00
5 .40 236.40 10800. 0.248 3 .550 0.00
5 .50 236.50 11000. 0 .253 3 .850 0.00
5 .60 236.60 11200. 0.257 4.120 0.00
5 .70 236.70 11400. 0.262 4.370 0.00
5 .80 236.80 11600. 0.266 4.610 0.00
5.90 236.90 11800. 0.271 4.830 0.00
6.00 237.00 12000. 0.275 5.040 0.00
6.10 237. 10 12200. 0.280 5.240 0.00
6 .20 237.20 12400 . 0.285 5.430 0.00
6 .30 237.30 12600. 0.289 5.610 0.00
6.40 237.40 12800. 0.294 5.790 0.00
6 .50 237.50 13000. 0.298 5.960 0.00
6.60 237.60 13200. 0.303 6.130 0.00
6.70 237 .70 13400 . 0.308 6.290 0.00
6. 80 237. 80 13600. 0 .312 6.450 0.00
6.90 237. 90 13800. 0.317 6.600 0.00
7. 00 238 .00 14000. 0.321 6.750 0.00
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
lU� 1 1.54 1.30 1.37 5.09 236.09i�- 10177. 0.234
2 0.93 ******* 0.72 3 .43 234.43 - 6857. 0.157
3 0.83 ******* 0.74 3 .50 234.50 7000. 0.161
4 1.10 ******* 0.69 3 .41 234 .41" 6813 . 0.156
5 0.78 ******* 0.61 3.22 234.22 6442 . 0.148
6 0.90 ******* 0.56 2.98 233 .98 5959. 0.137
7 0.66 ******* 0.30 2 .18 233 .18 4364. 0.100
8 0.75 ******* 0.29 2.07 233 .07 4140. 0.095
----------------------------------
Route Time Series through Facility
Inflow Time Series File:developed.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 1.54 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 1.37 CFS at 8:00 on Jan 9 in Year 8
Peak Reservoir Stage: 5 .09 Ft
Peak Reservoir Elev: 236.09 Ft l-
Peak Reservoir Storage: 10177. Cu-Ft
0 .234 Ac-Ft
Flow Duration from Time Series File:rdout.tsf-
Cutoff Count Frequency CDF Exceedence Probability
CFS o % %
0. 011 52113 84.985 84. 985 15.015 0.150E+00
0.031 3148 5.134 90.119 9.881 0.988E-01
0.052 1562 2 .547 92.666 7.334 0.733E-01
0.073 1018 1.660 94.326 5.674 0.567E-01
0.094 898 1.464 95.791 4 .209 0.421E-01
0.115 649 1.058 96. 849 3.151 0.315E-01
0.135 485 0.791 97.640 2.360 0.236E-01
i 0.156 441 0.719 98.359 1.641 0.164E-01
0.177 263 0.429 98. 788 1.212 0.121E-01
0.198 173 0.282 99. 070 0.930 0.930E-02
0.219 133 0.217 99.287 0.713 0.713E-02
0.240 124 0.202 99.490 0.510 0.510E-02
0.260 72 0.117 99. 607 0.393 0.393E-02
0.281 72 0.117 99.724 0.276 0.276E-02
0.302 56 0.091 99.816 0.184 0.184E-02
0.323 21 0.034 99. 850 0.150 0.150E-02
0.344 10 0.016 99. 866 0.134 0.134E-02
0.364 7 0.011 99.878 0.122 0.122E-02
0.385 4 0.007 99.884 0.116 0.116E-02
0.406 3 0.005 99. 889 0.111 0.111E-02
0.427 7 0.011 99.901 0.099 0.995E-03
0.448 5 0.008 99.909 0.091 0.913E-03
0.469 7 0.011 99.920 0.080 0.799E-03
0.489 10 0.016 99.936 0.064 0.636E-03
0.510 6 0.010 99.946 0.054 0.538E-03
0.531 6 0.010 99.956 0.044 0.440E-03
0.552 1 0 .002 99.958 0 .042 0.424E-03
0.573 8 0.013 99. 971 0.029 0.294E-03
0.593 4 0.007 99.977 0.023 0.228E-03
0.614 6 0 .010 99.987 0.013 0. 130E-03
0.635 2 0 .003 99.990 0.010 0. 978E-04
0.656 0 0.000 99.990 0.010 0.978E-04
0.677 2 0.003 99.993 0.007 0 . 652E-04
0.698 2 0.003 99.997 0.003 0.326E-04
0.718 1 0.002 99.998 0.002 0. 163E-04
0.739 0 0.000 99.998 0.002 0. 163E-04
----------------------------------
Route Time Series through Facility
Inflow Time Series File:developed.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 1.54 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 1.37 CFS at 8 :00 on Jan 9 in Year 8
Peak Reservoir Stage: 5.09 Ft
Peak Reservoir Elev: 236.09 Ft
Peak Reservoir Storage: 10177. Cu-Ft
0 .234 Ac-Ft
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS % % %
0.011 52113 84.985 84.985 15. 015 0.150E+00
0.031 3148 5.134 90. 119 9. 881 0.988E-01
0.052 1562 2 .547 92.666 7.334 0.733E-01
0.073 1018 1.660 94.326 5.674 0.567E-01
0.094 898 1.464 95.791 4.209 0.421E-01
0.115 649 1.058 96. 849 3.151 0.315E-01
0.135 485 0.791 97.640 2 .360 0.236E-01
0.156 441 0 .719 98.359 1.641 0.164E-01
0.177 263 0 .429 98. 788 1.212 0.121E-01
0.198 173 0.282 99. 070 0.930 0.930E-02
0.219 133 0.217 99.287 0.713 0.713E-02
0.240 124 0.202 99.490 0.510 0.510E-02
0.260 72 0.117 99.607 0.393 0.393E-02
0.281 72 0.117 99.724 0.276 0.276E-02
0.302 56 0.091 99.816 0. 184 0.184E-02
0.323 21 0.034 99.850 0 .150 0.150E-02
0.344 10 0 .016 99.866 0.134 0.134E-02
0.364 7 0.011 99.878 0.122 0. 122E-02
0.385 4 0.007 99.884 0. 116 0.116E-02
0.406 3 0.005 99.889 0.111 0.111E-02
0.427 7 0.011 99.901 0.099 0.995E-03
0.448 5 0.008 99.909 0.091 0.913E-03
0.469 7 0.011 99.920 0. 080 0.799E-03
0.489 10 0.016 99.936 0.064 0.636E-03
0.510 6 0.010 99.946 0. 054 0.538E-03
0.531 6 0.010 99.956 0.044 0.440E-03
0.552 1 0.002 99.958 0.042 0.424E-03
0.573 8 0.013 99.971 0. 029 0.294E-03
0.593 4 0.007 99. 977 0. 023 0.228E-03
0.614 6 0. 010 99.987 0.013 0.130E-03
0.635 2 0. 003 99.990 0.010 0.978E-04
0 .656 0 0.000 99.990 0.010 0 .978E-04
0.677 2 0. 003 99.993 0.007 0.652E-04
0.698 2 0.003 99.997 0.003 0.326E-04
0.718 1 0.002 99.998 0.002 0.163E-04
0.739 0 0.000 99.998 0.002 0.163E-04
Duration Comparison Anaylsis
Base File: existing.tsf
New File: rdout.tsf
Cutoff Units : Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance -- -
Cutoff Base New %Change Probability Base New
%Change
0 .321 I 0.25E-02 0.15E-02 -40 .3 I 0.25E-02 0 .321 0.285 -11.2
0.357 I 0.19E-02 0 .13E-02 -32 . 8 0.19E-02 0 .357 0.301 -15.6
0.393 I 0 .13E-02 0.11E-02 -17 .1 0.13E-02 0 .393 0.344 -12 .4
0.429 I 0.98E-03 0.98E-03 0. 0 I 0.98E-03 0.429 0.429 0.0
0.466 I 0.65E-03 0 .82E-03 25. 0 0.65E-03 0.466 0.488 4 .9
0.502 I 0.55E-03 0.59E-03 5 .9 I 0.55E-03 0.502 0.504 0.5
0.538 I 0.41E-03 0.44E-03 8 . 0 I 0.41E-03 0 .538 0.556 3 .4
0.574 I 0.26E-03 0.29E-03 12 .5 I 0.26E-03 0 .574 0.584 1.6
0.611 0.20E-03 0.13E-03 -33 .3 0.20E-03 0 .611 0.603 -1.3
0.647 0 .13E-03 0.98E-04 -25.0 I 0. 13E-03 0.647 0.619 -4 .4
0.683 0.65E-04 0 .49E-04 -25 .0 I 0.65E-04 0.683 0.681 -0.3
0.720 0.49E-04 0 .16E-04 -66.7 I 0.49E-04 0.720 0.693 -3 .6
0.756 0.33E-04 0.00E+00 -100 . 0 0.33E-04 0 .756 0.716 -5.2
Maximum positive excursion = 0.033 cfs ( 7 .4%)
occurring at 0.446 cfs on the Base Data:existing.tsf
and at 0.479 cfs on the New Data:rdout.tsf 01c-
Maximum negative excursion = 0.068 cfs (-18.1%)
LF�E� Z
occurring at 0.376 cfs on the Base Data:existing.tsf
and at 0.308 cfs on the New Data:rdout.tsf
Existing Peak Flows EXISTING.PKS
Flow Frequency Analysis
Time series File:existing.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.640 6 2/09/01 2:00 1.30 1 100.00 0.990
0. 513 8 1/05/02 16:00 0.791 2 25.00 0.960
0.771 3 2/27/03 7:00 0.771 3 10.00 0.900
0.544 7 8/26/04 2:00 0.678 4 5.00 0.800
0.658 5 10/28/04 16:00 0.658 5 3.00 0.667
0.678 4 1/18/06 16:00 0.640 6 2.00 0. 500
0.791 2 10/26/06 0:00 0. 544 7 1.30 0.231
1.30 1 1/09/08 6:00 0. 513 8 1.10 0.091
Computed Peaks 1.13 50.00 0.980
Page 1
Developed Peak Flows DEVELOPE.PKS
Flow Frequencyy Analysis
Time Series File:developed.tsf
Project Location:5ea-Tac
---Annual Peak Flow Rates--- ---Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - Peaks - Rank Return Prob
(CFS) (CFS) Period
0.776 6 2/09/01 2:00 1. 54 1 100.00 0.990
0.663 8 1/05/02 16:00 1.10 2 25.00 0.960
0.933 3 12/08/02 18:00 0.933 3 10.00 0.900
0.752 7 8/26/04 2:00 0.897 4 5.00 0.800
0.897 4 10/28/04 16:00 0.828 5 3.00 0.667
0.828 5 1/18/06 16:00 0.776 6 2.00 0. 500
1.10 2 10/26/06 0:00 0.752 7 1.30 0.231
1. 54 1 1/09/08 6:00 0.663 8 1.10 0.091
Computed Peaks 1.39 50.00 0.980
Page 1
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Detention Pond Calculations
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COUGHLIN PORTER LUNDEEN Kennydale Elementary
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Kennydale Elementary School
Lake Washington Drainage Basin
3-23-05 Combination Pond (Detention)
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BASIN SUMMARY
BASIN ID: dev100yr NAME : Developed Conditions 100-Year
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 1 . 22 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPEIA PERV IMP
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 21 Acres 1 . 01 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00
TC. . . . . 10 . 00 min 6 . 30 min
ABSTRACTION COEFF : 0 . 20
PEAK RATE : 0 . 95 cfs VOL: 0 . 36 Ac-ft TIME : 480 min
BASIN ID: dev10yr NAME : Developed Conditions 10-Year
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 1 .22 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPEIA PERV IMP
PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 21 Acres 1 . 01 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00
TC. . . . : 10 . 00 min 6 . 30 min
ABSTRACTION COEFF : 0 . 20
PEAK RATE : 0 . 69 cfs VOL: 0 .26 Ac-ft TIME : 480 min
BASIN ID: dev2yr NAME: Developed Conditions 2-Year
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 1 . 22 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPEIA PERV IMP
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 .21 Acres 1 . 01 Acres
■ TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00
TC. . . . . 10 . 00 min 6 . 30 min
ABSTRACTION COEFF: 0 . 20
PEAK RATE : 0 . 46 cfs VOL: 0 . 17 Ac-ft TIME : 480 min
BASIN ID: ex100yr NAME : Existing Conditions 100-Year
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0 . 89 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPEIA PERV IMP
PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 04 Acres 0 . 85 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00
TC. . . . . 10 . 00 min 6 . 30 min
ABSTRACTION COEFF: 0 . 20
PEAK RATE: 0 . 71 cfs VOL: 0 . 27 Ac-ft TIME : 480 min
3/24/05 1 :40 : 13 pm Coughlin, Porter, Lundeen Inc . page 2
Kennydale Elementary School
Lake Washington Drainage Basin
3-23-05 Combination Pond (Detention)
BASIN SUMMARY
BASIN ID: exl0yr NAME : Existing Conditions 10-Year
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0 . 89 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPEIA PERV IMP
PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 04 Acres 0 . 85 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00
S TC. . . . : 10 . 00 min 6 .30 min
ABSTRACTION COEFF: 0 . 20
PEAK RATE : 0 . 52 cfs VOL: 0 . 19 Ac-ft TIME : 480 min
BASIN ID: ex2yr NAME: Existing Conditions 2-Year
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0 . 89 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPEIA PERV IMP
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 04 Acres 0 . 85 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00
TC. . . . . 10 . 00 min 6 . 30 min
ABSTRACTION COEFF: 0 . 20
PEAK RATE : 0 . 35 cfs VOL: 0 . 13 Ac-ft TIME: 480 min
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Kennydale Elementary School
Lake Washington Drainage Basin
3-23-05 Combination Pond (Detention)
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STAGE STORAGE TABLE
TRAPEZOIDAL BASIN ID No. LWPond2
Description: Lake WA Drainage Basin POND 2
Length: 38 . 00 ft . Width: 18 . 00 ft .
Side Slope 1 : 2 Side Slope 3 : 2
Side Slope 2 : 2 Side Slope 4 : 2
Infiltration Rate : 0 . 00 min/inch
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STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE---->
(ft) ---Cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---Cf--- --AC-Ft- (ft) ---Cf--- --AC-Ft-
234.75 0.0000 0.0000 235.20 330.97 0.0076 235.70 755.45 0.0173 236.20 1244 0.0285
■ 234.80 34.481 0.0008 235.30 410.97 0.0094 235.80 847.85 0.0195 236.25 1296 0.0298
234.90 105.14 0.0024 235.40 493.38 0.0113 235.90 942.83 0.0216
235.00 178.08 0.0041 235.50 578.25 0.0133 236.00 1040 0.0239
235.10 253.35 0.0058 235.60 665.60 0.0153 236.10 1141 0.0262
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Kennydale Elementary School
Lake Washington Drainage Basin
3-23-05 Combination Pond (Detention)
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STAGE DISCHARGE TABLE
COMBINATION DISCHARGE ID No. OR/WEIR
Description: ORIFICE W/WEIR
Structure : PondOr2 Structure :
Structure : PONDWEIR Structure :
Structure:
STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE--->
(ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- -------
--------------------------------------------------------------------------------------------------------
--------------------------------------------------------------------------------------------------------
234.75 0.0000 235.20 0.3366 235.70 0.5592 236.20 0.7951
234.80 0.1122 235.30 0.3721 235.80 0.6145 236.25 0.8047
234.90 0.1943 235.40 0.4288 235.90 0.6706
235.00 0.2509 235.50 0.4766 236.00 0.7220
235.10 0.2968 235.60 0.5169 236.10 0.7647
3/24/05 1 : 40 : 16 pm Coughlin, Porter, Lundeen Inc . page 5
Kennydale Elementary School
Lake Washington Drainage Basin
3-23-05 Combination Pond (Detention)
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE
<--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf)
2-year .... .. ........ ........ . 0.35 0.46 LWPond2 OR/WEIR 235.23 13 355.50 cf
10-year ..... ...... .. ......... 0.52 0.69 LWPond2 OR/WEIR 235.59 14 659.31 cf
100-year . ... .. .. ............. 0.71 0.95 LWPond2 OR/WEIR 235.97 15 1013.40 cf
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Biofiltration Swale Calculations
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■ COUGHLIN PORTER LUNDEEN Kennydale Elementary
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A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION
BASIC BIOFILTRATION SWALE CALCULATIONS
Size Swale for biofiltration function:
Use Manning's Equation to Verify Swale Capacity:
Where:
Q = Flow, cfs SUMMARY
A= Cros-sectional area of flow, sq ft. Base Width = 10.0 ft
s= Swale slope, ft/ft. Side Slope= 3 ft:ft
n = Manning's roughness coefficient Swale Length = 100 ft
y= Flow height, ft. WQ Depth = 0.17 ft
b= Swale base width, ft. (50ft max.) 100-yr Depth = 0.30 ft
z= Side slope,ft:ft. Total Depth = 1.30 ft
Hr= Hydraulic Radius, ft.
Given:
Base Width: b= 8.00 2' < b< 10', if b> 10', see 1988 KC
Side Slope: z= 3 Surface Water Design Manual, 6.3.1
Q (design flow) Q= 0.259 Q==60%2-YR KCRTS DEV. (15-min. time step)
Design Flow Ht y= 0.167 For design only y=2"or 4"; depending on site conditions
Manning's"n" n= 0.2 For design only
Swale Slope s= 1.0% slope must be between 1% -6%
Swale Length L= 100 For design only
Usinq Manning's Equation:
A= (b+z*y)*y A= fl&1 sf
Hr=A/((b)+(2*y*(1+z^2)^.5)) Hrk ft
Q(d)=(1.49*A*(Hr)^0.667*(s)^0.5)/n Q(d) Fcfs> r;ffifi Modify base(b) until Q(d)>Q(wq)
Check Velocity for Biofiltration Function:
V= Q/A V=WINE
I I fps< 1 Verify Velocity less than 1.0 fps
Required Length of Swale:
Hydraulic residence time t 40s
V Oar fps
L = V wQ*540 Lreq H1.,: ft Verify Length greater than 100 ft.
Bioswale length (site dependant) site= ft. Verify Allowable Length>= Required Length
If the proposed site does not have sufficient room to provide the required biofiltration swale
length, reduce swale length and increase bottom width to provide an equivalent top area.
Required Biofiltration Area:
Water Surface Area at Design Depth
A ton; = (b+2*z*Y)*L�a A tow 1 Q50 6$j sf
Project: Kennydale Elementary Designed By: BSB Date 2/23/05
Project No. C04-0055-02 Client: McGranahan Checked By: TBB Sheet I of 2
Water quality 2-23-05.xls
COUGHLINPORTERLUN®EEN
A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION
BASIC BIOFILTRATION SWALE CALCULATIONS
Adfust Swale Layout to Fit Site if L< 100ft. or<Allowable Lenqth
bf= increase of bottom width bf= 2.00 ft
Lf= reduced swale length Lf=— ft
A fop(,+f)=(bf+bswaIe)*lf A mp(j+f) sf> � Q � Modify base(bf) until Atop>Atopp+i)
New Bottom Width: bft
Using Manning's Equation:
A = (b+z*y)*y A= sf
Hr=A/((b) +(2*y*(1+z^2)^.5)) Fir= oft
Q(d )=(1.49*A*(Hr)^0.667*(s)"0.5)/n Q(d)=��" cfs> Verify Q(d)>Q(wq)
Check Velocity for Biofiltration Function:
V=Q/A V ' fps< 1 Verify Velocity less than 1.0 fps
Analyze Swale for Conveyance Capacity&Velocity
Given:
Base Width: b= ft
Side Slope: z
Q100 Qi,)O= cfs Qc= 100-YR 24 HR DEV.
Manning's"n" n= 0.2 Check table 4.4.1 B in KCSWDM
Swale Slope s
Using Manning's Equation:
By Trial& Error y= 0.30 ft Flow height
A =(b+z*y)*y A � sf
Hr=A/((b) +(2*y*(1+z^2)^.5)) Hr- 7 ft
Q=(1.49*A*(Hr)^0.667*(s1)^0.5)/n Q100 cfs> Verify Qf.>Q(d)
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Check Velocity
V= Q/A V=�,11; fps< 3.0 Verify Velocity is less than 3.0 fps
Required Depth of Swale Including Freeboard
Total Depth(TD) = 100yr design depth + 1 foot
TD= F, ft
Top Width (TW) = b+(2*(z*TD)
TW= _' v ft
Required Land Area
Area of water surface at freeboard L*TW
Aconv fU& IM
�Ql,sf
- Project: Kennydale Elernentdry, Desiaraed By: BSB Date 2/2310S
Project No. C04-0065-02 Client: McGranahan Checked By: TBB Sheet 2 of 2
Water quality 2-23-05.xis
BIOSWALE.PKS
KENNYDALE ELEMENTARY SCHOOL
BIOSWALE DESIGN 2/23/05
60% OF THE 2-YEAR STORM = WATER QUALITY DESIGN FLOW
FIOw Frequency Analysis
Time Series File:bioswale.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.432 6 8/27/01 18:00 1.30 1 100.00 0.990
0.304 8 1/05/02 15:00 0.916 2 25.00 0.960
0.916 2 12/08/02 17:15 0.601 3 10.00 0.900
0.348 7 8/23/04 14:30 0.513 4 5.00 0.800
0.510 5 11/17/04 5:00 0. 510 5 3.00 0.667
0.513 4 10/27/05 10:45 .432 6 2. 0.500
0.601 3 10/25/06 22:45 0.34 7 1.30 0.231
1.30 1 1/09/08 6:30 0.304 8 1.10 0.091
Computed Peaks 1.17 50.00 0.980
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QFS 1 W FLO.0
CIS- M11r T '., SrEP1
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Water Quality Vault Calculations
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COUGHLIN PORTER LUNDEEN Kennydale Elementary
COUGHLINPORTERLUNDEEN
A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION
King County Water Quality Calculation Cover Sheet
Water Quality Menu: Basic
(From King County Water Quality Applications Map)
Water Quality Treatment Method: Wet Pond
j Rain Type Data: Soil Type Data
From KCSWDM Figure 3.2.2.A page 3-22 From SCS Soils Map
Rainfall Region: SEATAC SCS Soils Type:
Scale Factor: From Table 3.2.2.E
From KCSWDM Figure 6.4.LA SCS Soil Group:
Mean Annual Storm: 0.47 KCRTS Soil Group:
Site Areas
Total Site Area:
Existing Conditions Proposed Conditions
Till Forest (acres) Till Forest (acres)
Till Pasture (acres) Till Pasture (acres)
Till Grass (acres) Till Grass (acres)
Outwash Forest (acres) Outwash Forest (acres)
Outwash Pasture (acres) Outwash Pasture (acres)
Outwash Grass (acres) Outwash Grass (acres)
Wetland (acres) Wetland (acres)
Impervious (acres) Impervious 0.337 (acres)
Total �; � (acres) Total '_ (acres)
Flow Data
Existing Conditions Proposed Conditions
Rank Return Flow Flow Rank Return Flow Flow
Period I hr 15 min Period (I hr) (15 min)
1 100 1 100 0.979
2 25 2 25 0.748
3 10 3 10 0.537
4 5 4 5 0.442
5 3 5 3 0.419
6 2 6 2 0.395
7 1.3 7 1.3 0.318
8 1.1 8 1.1 0.276
Project: Kennydale Elementary Designed By: BSB Date 3/26/05
Project No. C04-0055-02 Client: McGranahan Checked By: TBB Sheet I of 5
Water quality Vault 3-10-05.xls
COUGHLINPORTERLUNDEEN
A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION
Wet Vault Sizing
1) Indentify Required Wet Pool Volume Factor(f)
Based on Water Quality Menu
f = 3
2) Determine Rainfall (R)for Mean Annual Storm
Determined from Figure 6 4.1A(attached)
3) Calculate Runoff(Vr)from Mean Annual Storm
Vr (0 9A,+0 25At9+0.10Atf+0.01 A,)x(R/12) (6-13)
where: Vr _ volume of runoff from mean annual storm (cubic feet)
A; _ area of impervious surface(square feet)
A,9 = area of till soil covered with grass (square feet)
A, _ Q area of till soil covered with forest(square feet)
Ao = C} area of outwash soil covered with grass or forest(square feet)
R/12 rainfall from mean annual storm (feet)
...
4) Calculate wetpool volume(Vb).
Vb f x V, (6-14)
where: Vb - s�E, 'g � wetpool volume(cubic feet)
f = Nkl volume factor from Step 1
V, = t ,. ? , runoff volume (cubic feet)from Step 3
5) Determine wetpool dimensions. Determine the wetpool dimensions satisfying the design criteria
Geometry
1) Wetpond Shall be two cells seperated by a baffle or Berm
2) Wetponds with a volume less than 4,000 cubic feet may be one cell.
Number of Wet Vault Cells Provided: 1
3) Sediment Storage shall be provided in the first cell-Minimum depth 1 foot
Depth of Sediment Storage: f
4) Depth of First Cell 4.5 4-8 ft
5) First Cell Top Length 35 ft
First Cell Top Width 10 ft
First Cell Bottom Length s 26 mft
First Cell Bottom Width =� R �ft
First Cell Top Area350 3 sq ft
First Cell Side Slope 0 :1
sq ft
First Cell Bottom Area 2y£�
Area at Top of Sediment Storage sq ft
x g`
First Cell Dead Storage Volume f57 cu ft
Project: Kennydale Elementary Designed By: BSB Date 3/26105
Project No. Client: RSD Checked By: TBB Sheet I of I
i
Water quality Vault 3-10-05.xls
COUGH LINPORTERLUNDEEN
SA CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION
FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM IN INCHES(FEET)
ST 1.0/ LA 1.2
ST 1.1CST 1.0 LA 0.8 LA. 0.9
AP
17
K12"
0.47"
(0.039') \
E717 I Incorporated Area
= River/Lake 0.47"
— Major Road (0.03 9') 0.52"
(0.043' 0.65"
NOTE:Areas east of the easternmost isopluvial should use 0.65 b.56" (0.0541)
inches unless rainfall data is available for-the location of interest (0.0471)
24 The mean annual stone is a conceptual stone found
by dividing the annual preclptation by the total number
of storm events per year .
result,generates large amounts of runoff. For this application,till soil types include Buckley and
bedrock soils,and alluvial and outwash soils that have a seasonally high water table or are underlain at
a shallow depth(less than 5 feet),by glacial till. U.S.Soil Conservation Service(SCS)hydrologic soil
groups that are classified as till soils include a few B,most C,and all D soils. See Chapter 3 for
classification of specific SCS soil.types.
Figure 6.4.1 A - Precipitation for Mean Annual Storm Event
Project: Kennydale Elementary Designed By: BSB Date 3/26/05
Project No. C04-0055-02 Client: Mc,Granahan Checked By: TBB Sheet 3 of 5
Water quality Vault 3-10-05.xls
Water Quality Pond Calculations
■
COUGHLIN PORTER LUNDEEN Kermydale Elementary
COUGHLINPORTERLUNDEEN
A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION
Wet Pond Sizing
1) Indentify Required Wet Pool Volume Factor(f)
Based on Water Quality Menu
f = 3
2) Determine Rainfall (R)for Mean Annual Storm
Determined from Figure 6 4.1A(attached)
R '0.47
3) Calculate Runoff(Vr)from Mean Annual Storm
Vr (0.9A;+025At9+0.10Atf+0.01 Ao)x(R/12) (6-13)
where: Vr 1;643 :k-volume of runoff from mean annual storm(cubic feet)
A, r 4439 urea of impervious surface (square feet)
Ate 9278 28` ' 'area of till soil covered with grass(square feet)
Aff0 `=area of till soil covered with forest(square feet)
A. Q area of outwash soil covered with grass or forest(square feet)
R/12 0.0392 rainfall from mean annual storm(feet)
11
4) Calculate wetpool volume NO.
Vb f x Vr (6-14)
where: Vb ;4,930 wetpool volume(cubic feet)
f 3 fi volume factor from Step 1
Vr1,643 runoff volume(cubic feet)from Step 3
5) Determine wetpool dimensions. Determine the wetpool dimensions satisfying the design criteria
Geometry
1) Wetpond Shall be two cells seperated by a baffle or Berm
2) Wetponds with a volume less than 4,000 cubic feet or
greater than 4:1 length to width ratio may be one cell.
Number of Wetpond Cells Provided:
3) Sediment Storage shall be provided in the first cell-Minimum depth 1 foot
Depth of Sediment Storage: 1
4) Depth of First Cell 4 4-8 ft
5) First Cell Top Length 105 ft
First Cell Top Width 29 ft
First Cell Bottom Length 85 ft
First Cell Bottom Width
First Cell Top Area t345 , sq ft
First Cell Side Slope
First Cell Bottom Area f 765 sq ft
Area at Top of Sediment Storage 765 sq ft
First Cell Dead Storage Volume 1111111111cu ft
Project: Kennydale Elementary Designed By: BSB Date 1/17/05
Project No. C04-0055-02 Client: McGranahan Checked By: TBB Sheet I of I
COUGH LINPORTERLUNDEEN
Wet Pond Permit 1-16-05.xis
Conveyance Analysis
j
Q
t
COUGHLIN PORTER LUNDEEN Kennydale Elementary
Kennydale Elementary School
Catch Basin Sub-basin Areas
Sub- " Total Asphalt/Concrete. Roof Cinder Sand/Infield Mix Grass Forest Coin
pos�te
Basin -'real Area, _ Area Area Area Area Area� � C Value
(Acres): (Sq FG),C==0 90 (Sq.Ft) C=0.90 (Sq.Ft),C=O.'90 (Sq.Ft j,C=0.30 (Sq.Ft),C=0 25 (Sq.,F.);C=-0.15
CB_13 0,37:: 11,891 4,144 073;>::
11,383 736 >: 0.86.:.
CB •1,: (}05,`: 2,799
0 10:.; 4,477
CB 9 0 18.: 7,822 a.......
CB 7` , 01:&:,:, 3,939 3,202 797 >::0:83..
CB:6 UTIS.:: 2,209 »: d.90:::.:
CB 4a 0 14:: 2,529 3,463
CB GB .: : :4 Q37 .: 9,330 4,802 1,879 : .0:82>:..:
3c .. , , 3 7 CB 3b a 1�9.�:� 7,080 1,030
...........
CB 3a (}.01:. 479
...........
4,955 2,372 474 ..:....:.
CB 2a" 4,955 2,372 474 p:86% `:
4,787 938 0:79`.>:
374 686 :::0.48»:
.
.0 00
-S W roof' 0 35::.: 15,125 4:90..
NW"roof 0:08:: 3,662 .........
NE roof= 0.:13... 5,796 »0:90.:::
Totals '' 3:1 ::: 79,652 39,206 18,211
Kennydale Elementary School Conveyance Analysis 3/26/2005
APPENDIX C
Geotechnical Report
COUGHLIN PORTER LUNDEEN Kennydale Elementary
RECEIVED
n. F MAY 2 0 2004
r McGRANAHANa11ht--
P -
ss ® cite
f Earth
Geotechnical Engineering Sciences ,
Ince
Subsurface Exploration, Geologic Hazards, and
Preliminary Geotechnical Engineering-Report
Water Resources �-
>`3 „ . . PROPOSED REPLACEMENT
,.0
OF KENNYDALE
ELEMENTARY SCHOOL
F
r /
11 Renton, Washington
Solid and Hazardous Waste
Prepared for
*s� Renton School District
x = c/o,
�= Greene Gasaway Architects, P.L.L.C.
Project No. KE03330A
Ecological/Biological Sciences October 7, 2003
.hY
Geologic Assessments
1
Associated Earth Sciences, Inc.
October 7, 2003
Project No. KE03330A
Renton School"District
,i c/o Greene Gasaway Architects, P.L.L.C.
P.O. Box 4158
Federal Way, Washington 98063
Attention: Mr. Calvin Gasaway
Subject: Subsurface Exploration, Geologic Hazards, and
Preliminary Geotechnical"Engineering Report
Proposed Replacement of Kennydale Elementary School
1700 NE 28 h Street
Renton, Washington
�I
Dear Mr. Gasaway:
,I We are pleased to present these copies of the referenced report. This report summarizes the
results of our subsurface exploration, geologic hazards, and geotechnical engineering studies
and offers recommendations for the preliminary design and development of the proposed
project. Our recommendations are preliminary in that project plans are still under
development at the time of this report.
We have enjoyed working with you on this study and are confident that the recommendations
presented in this report will aid in the successful completion of your project. If you should
,I have any questions or if we can be of additional help to you, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
I
Kurt D. Merriman, P.E.
Principal Engineer
KDM/Id/sn
KE03330A2
Projects\2003330\KE\WP-W2K
911 Fifth Avenue,Suite 100 • Kirkland, WA 98033 • Phone 425 827-7701 • Fax 425 827-5424
i
SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS, AND
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
PROPOSED REPLACEMENT OF
KENNYDALE ELEMENTARY SCHOOL
Renton, Washington
Prepared for:
Renton School District
c/o Greene Gasaway Architects, P.L.L.C.
P.O. Box 4158
Federal Way, Washington 98063
� i
Prepared by:
Associated Earth Sciences, Inc.
911 5' Avenue, Suite 100
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
i
I
October 7, 2003
Project No. KE03330A
i
Subsurface Exploration, Geologic Hazards,
Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report
Renton, Washington Project and Site Conditions
I. PROJECT AND SITE CONDITIONS
1.0 INTRODUCTION
This report presents the results of our subsurface exploration and preliminary geotechnical
engineering study for the proposed replacement of the Kennydale Elementary School located at
1700 NE 281h Street_, Renton, Washington. The location of the existing Kennydale Elementary
School is shown on the Vicinity Map, Figure 1, included with this report. Our
recommendations are preliminary in that project plans are still under development at the time
of this report. The existing site features and approximate locations of the explorations
accomplished for this study are presented on the Site and Exploration Plan, Figure 2. Once a
site development plan is available, the conclusions and recommendations contained in this
report should be reviewed and modified, or verified, and additional recommendations
presented as necessary. Additional subsurface explorations may be recommended once site
development plans are finalized.
i
' 1.1 Purpose and Scope
The purpose of this study was to provide geologic and geotechnical design recommendations to
be utilized in the preliminary design of the project. Our study included a review of available
geologic literature, drilling exploration borings, and performing geologic studies to assess the
type, thickness, distribution, and physical properties of the subsurface sediments and shallow
ground water. Geologic hazard evaluations and geotechnical engineering studies were
completed to establish preliminary recommendations for the type of suitable foundation,
allowable foundation soil bearing pressure, anticipated foundation and floor settlement, floor
support recommendations, drainage considerations, and flexible pavement design. This report
summarizes our current fieldwork and offers hazard mitigation and preliminary development
recommendations based on our present understanding of the project. We recommend that our
■ office be allowed to review project plans as they near completion to verify that our
■ geotechnical recommendations adequately address the project design.
1.2 Authorization
i
I
Our work was completed in general conformance with the scope of work and cost presented in
our proposal for the project dated June 17, 2003. We were authorized to proceed by Mr.
Calvin Gasaway, Greene Gasaway Architects, P.L.L.C. This report has been prepared for the
exclusive use of the Renton School District, Greene Gasaway Architects, P.L.L.C., and their
agents for specific application to this project. Within the limitations of scope, schedule, and
budget, our services 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
October 7, 2003 ASSOCIATED EARTH SCIENCES, INC.
I
MT/ld/sn-KE03330A2-Projects120033301KEIWP-W2K Page 1
Subsurface Exploration, Geologic Hazards,
Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report
Renton, Washington Project and Site Conditions
prepared. No other warranty, express or implied, is made. Our observations, findings, and
opinions are presented as a means to identify and reduce the inherent risks to the owner.
2.0 PROJECT AND SITE DESCRIPTION
This report is based on verbal information provided to us about this new project, as received
rfrom Greene Gasaway Architects, P.L.L.C. At the time this report was written, a new school
building or buildings are planned to occupy the approximate location of the existing building
and possibly the area within the southeast portion of the site. The existing playfield will
remain and be used by the new school. Site development will also include new parking lots,
fire lanes, bus lanes, and related utilities. We assume that the floor elevations of the new
building or buildings would be similar to that of the existing grades and that no basements are
anticipated. Conventional concrete and masonry construction methods are assumed, with light
to moderate structural loads. For the purposes of this report, column loads on the order of 150
kips and wall loads of 3 to 5 kips per lineal foot are assumed.
The project site is that of the existing Kennydale Elementary School located at 1700 NE 28`'
Street, Renton, Washington. The existing school consists of several buildings clustered at the
southwest part of the site, with a new athletic field to the north and east, and parking lot and
driveway areas on the south. The existing two-story main school building and the single-story
gym are of masonry block construction. The three existing portable classrooms are single-
story wood-frame structures. The site is relatively level and is situated a few feet higher in
elevation than adjacent NE 30' Street. A rockery flanks the site along portions of the north
and east property boundaries. Overall vertical relief across the site was visually estimated at
�I less than 10 feet.
3.0 SUBSURFACE EXPLORATION
Our field study included drilling 12 exploration borings and performing a geologic hazard
reconnaissance to gain surface and subsurface information about the site. The various types of
sediments, as well as the depths where characteristics of the sediments changed, are indicated
on the exploration logs presented in the Appendix. The depths indicated on the logs where
conditions changed may represent gradational variations between sediment types in the field.
If changes occurred between sample intervals in our exploration borings, they were
interpreted. Our explorations were approximately located in the field by measuring from
known site features shown on the site plan provided by Greene Gasaway Architects, P.L.L.C.
Approximate exploration locations are shown on the attached Site and Exploration Plan, Figure
2.
October 7, 2003 ASSOCIATED EARTH SCIENCES, INC.
MT/ld/sn-KE03330A2-Projects 120033301KEIWP-W2K Page 2
-
Subsurface Exploration, Geologic Hazards,
Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report
Renton, Washington Project and Site Conditions
The conclusions and recommendations presented in this report are based on the 12 exploration
borings completed for this study. The number, location, and depth of the explorations were
completed within site and budget constraints. Because of the nature of exploratory work below
ground, extrapolation of subsurface conditions between field explorations is necessary. It
should be noted that differing subsurface conditions may sometimes be present due to the
! random nature of deposition and the alteration of topography by past grading and/or filling.
The nature and extent of any variations between the field explorations may not become fully
evident until construction. If variations are observed at that time, it may be necessary to re-
evaluate specific recommendations in this report and make appropriate changes.
3.1 Exploration Borings
The exploration borings were completed by advancing a hollow-stem auger with a track-
mounted drill rig. During the drilling process, samples were obtained at generally 5-foot depth
intervals. The exploration borings were continuously observed and logged by a geotechnical
engineer from our firm. The exploration logs presented in the Appendix are based on the field
logs, drilling action, and inspection of the samples secured.
�I
Disturbed but representative samples were obtained by using the Standard Penetration Test
procedure in accordance with ASTM:D 1586. This test and sampling method consists of
driving a standard 2-inch outside-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 and the number of blows required to drive the sampler the
final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total
of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows
for the corresponding number of inches of penetration. The resistance, or N-value, provides a
measure of the relative density of granular soils or the relative consistency of cohesive soils;
these values are plotted on the attached exploration boring logs.
The samples obtained from the split-barrel sampler were classified in the field and
representative portions placed in watertight containers. The samples were then transported to
our laboratory for further visual classification and laboratory testing, as necessary.
i
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations accomplished
for this study and visual reconnaissance of the site. As shown on the field logs, the exploration
borings encountered a silty sand with gravel in a dense to very dense, moist to wet condition
interpreted as till which is considered to be suitable support strata. In each of the explorations,
the till was covered by 2 to 13 feet of weathered till, recessional deposit soil, existing fill or
October 7, 2003 ASSOCIATED EARTH SCIENCES, INC.
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Subsurface Exploration, Geologic Hazards,
Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report
Renton, Washington Project and Site Conditions
i
topsoil consisting of a mixture of silts and sands in a generally loose to medium dense, moist to
wet condition.
4.1 Soil Conditions
Existing Fill
Fill was encountered in exploration borings EB-1, EB-2, EB-3, EB-4, EB-8, and EB-10 to a
depth of 7.5, 5, 5, 3, 2, and 3 feet, respectively. The fill consists of a mixture of silts and
sands in a generally loose to medium dense, moist to wet condition. The existing fill was
probably placed at the time the school was constructed. Since the quality, thickness, and
compaction of the fill materials is relatively low or variable, the fill is considered unsuitable
for structural support without remedial improvement. Additional exploration, delineation, and
evaluation of the existing site fills may reveal material consistency and density suitable for the
support of pavements and slabs with reasonable remedial improvement. For planning, the fill
should not be considered suitable for foundation support in its present condition.
Recessional Outwash
I Exploration borings EB-4, EB-9, EB-10, EB-11, and EB-12 encountered between 41/2 and 13
feet of sandy soil in a loose to medium dense, moist to wet condition interpreted as recessional
outwash. The recessional deposits accumulated in meltwater streams during the retreat of the
Vashon age glacier from the region. Based on its relatively low density the recessional deposit
soil is not considered suitable for direct support of structures without remedial improvement.
The recessional deposit soil should be suitable for pavement support after reasonable remedial
work is conducted.
Till
Below the fill/recessional outwash soil, our exploration borings encountered silty sand with
gravel interpreted as till. The upper portion of the till encountered (to a depth of 7.5 feet,
maximum) was observed to be in a weathered, medium dense condition. Unweathered till was
observed to be in a dense to very dense condition. The weathered till and the upper portion of
the unweathered till was observed to be moist to wet. Till was deposited at the base of an
active continental glacier and was subsequently overridden and compacted by the weight of the
overlying glacial ice. Till soils typically possess high strength and low compressibility
characteristics that are favorable for structural support. Till soils typically contain a substantial
fine-grained soil fraction, which makes them moisture-sensitive and susceptible to disturbance
when wet site or weather conditions exist.
i
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Subsurface Exploration, Geologic Hazards,
Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report
Renton Washington Project and Site Conditions
4.2 Hydrology
Relatively high moisture contents were observed for soil at or near the contact between the
surface soils and the underlying till in all but exploration borings EB-1, EB-5, and EB-6. This
high moisture was interpreted to represent a perched ground water condition where downward
infiltration of surface water is impeded by lower permeability, dense till at depth. It should be
noted that the exploration borings were completed near the middle of a relatively dry summer
' following a drier than normal spring and winter. Ground water levels are expected to be
higher and the amount of ground water is expected to be greater during and following the
wetter winter and spring seasons. The quantity and duration of flow from an excavation face
that pierces the perching layer will depend on the soil grain size, topography, and season.
Ground water conditions should also be expected to vary in response to changes in seasonal
tprecipitation, on- and off-site land usage, and other factors.
4.3 Site Infiltration
Infiltration testing has not been conducted as part of our scope of work. Based on our
observation of strata encountered at the site, the recessional outwash soil encountered in EP-4
located within the western portion of the site and in EP-9, EP-10, EP-11, and EP-12 located
within the eastern portion of the site is the only strata that might allow infiltration for site
drainage disposal. The till encountered at the site is considered impermeable from an
infiltration standpoint. Once you have determined the approximate area for your drainage
pond(s)/vault(s), we can conduct infiltration testing and provide recommendations regarding
the soil infiltration rate, ground water mounding, and downstream "fate" analysis.
■
�I
i
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e '1
Subsurface Exploration, Geologic Hazards,
Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report
Renton, Washington Geologic Hazards and Mitigations,
IL GEOLOGIC HAZARDS AND MITIGATIONS
The following discussion of potential geologic hazards is based on the geologic, slope, and
ground and surface water conditions as observed and discussed herein. The discussion will be
limited to seismic issues, landslides or mass-wasting, and erosion, including sediment transport
and should be considered preliminary.
5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION
Earthquakes occur in the Puget Sound Lowland with great regularity. The vast majority of
tthese events are small and are usually not felt by people. However, large earthquakes do occur
as evidenced by the most recent 6.8-magnitude event on February 28, 2001 near Olympia
Washington, the 1965, 6.5-magnitude event, and the 1949, 7.2-magnitude event. The 1949
earthquake appears to have been the largest in this area during recorded history. Evaluation of
return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within
a given 20-year period.
Generally, there are four types of potential geologic hazards associated with large seismic
events: 1) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and 4)
ground motion. The potential for each of these hazards to adversely impact the proposed
project is discussed below.
5.1 Surficial Ground Rupture
The nearest known fault trace to the project site is the Seattle Fault mapped approximately 5 to
6 miles to the north of the site. Recent studies by the U.S. Geological Survey (USGS) (e.g.,
Johnson et al., 1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington,
Geology, v. 22, pp. 71-74; and Johnson et al., 1999, Active Tectonics of the Seattle Fault and
�! Central Puget Sound Washington - Implications for Earthquake Hazards, Geological Society
of America Bulletin, July 1999, v. 111, n. 7, pp. 1042-1053) have provided evidence of
surficial ground rupture along a northern splay of the Seattle Fault. The recognition of this
fault splay is relatively new and data pertaining to it are limited with the studies still ongoing.
According to the USGS studies, the latest movement of this fault was about 1,100 years ago
,i when about 20 feet of surficial displacement took place. This displacement can presently be
seen in the form of raised, wave-cut beach terraces along Alki Point in West Seattle and
Restoration Point at the south end of Bainbridge Island. The recurrence interval of movement
along these fault systems is still unknown, although it is hypothesized to be in excess of several
thousand years. Due to the suspected long recurrence interval, the potential for surficial
ground rupture is considered to be low during the expected life of the proposed structure.
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Subsurface Exploration, Geologic Hazards,
Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report
Renton, Washington Geologic Hazards and Mitigations
i 5.2 Seismically Induced Landslides
The potential risk of damage to new structures by a seismically induced landslide is considered
to be low due to lack of steep slopes on the project site.
5.3 Liquefaction
■ Liquefaction is a process through which unconsolidated soil loses strength as a result of
vibratory shaking, such as that which occurs during a seismic event. During normal
conditions, the weight of the soil is supported by both grain-to-grain contacts and by the
pressure within the pore spaces of the soil below the water table. Extreme vibratory shaking
can disrupt the grain-to-grain contact, increase the pore pressure, and result in a decrease in
soil shear strength. The soil is said to be liquefied when nearly all of the weight of the soil is
supported by pore pressure alone. Liquefaction can result in deformation of the sediment and
settlement of overlying structures. Areas most susceptible to liquefaction include those areas
underlain by non-cohesive silt and sand with low relative densities, accompanied by a shallow
water table.
The encountered strati rah has a low potential for liquefaction due to high density of most of
g p Y P q g Y
the site soils, and typically high silt content. We did not complete a rigorous liquefaction
analysis and none is recommended.
5.4 Ground Motion
The project site is located within a Zone 3 rating for seismic activity on a scale of 1 (lowest) to
4 (highest) based on the Seismic Zone Map of the United States, Figure No. 16-2 in the 1997
edition of the Uniform Building Code (UBC). This zonation is based on past earthquake
activity in the Puget Sound region. As such, design recommendations in the report
accommodate the possible effect of seismic activity in areas with a Zone 3 rating,
corresponding to a peak ground acceleration of 0.3g (a Richter magnitude 7.5 earthquake
occurring directly beneath the site), in accordance with UBC guidelines. This seismic zone
factor for this site should be used with soil type Sc.
i
Alternatively, guidelines presented in the 2000 International Building Code (IBC) may be used.
Information presented in Figure 1615(1) indicate a mapped spectral acceleration for short
periods of & = 1.5. Information presented in Figure 1615(2) indicates a mapped spectral
acceleration for 1 second period of Si = 0.5. Based on the results of subsurface exploration
and on an estimation of soil properties at depth utilizing available geologic data, Site Class "C"
in conformance with Table 1615.1.1 may be used. Site coefficients Fa = 1.0 and F" = 1.3 in
conformance with IBC Tables 1615.1.2 (1) and 1615(2), respectively, may be used.
i
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Subsurface Exploration, Geologic Hazards,
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Renton Washington Geologic Hazards and Mitigations
6.0 EROSION HAZARDS AND MITIGATION
To mitigate and reduce the erosion hazard potential and off-site soil transport during and post-
construction, we recommend the following:
1. No water should be directed to flow over cuts/slopes during construction activities.
2. All storm water from impermeable surfaces should be tightlined into an approved storm
water drainage system or temporary storage facilities and should never be allowed to
flow over site cuts/slopes.
3. To reduce the amount of soil transport during site grading, silt fences should be placed
along the lower elevations of the construction area.
i
4. Construction should proceed during the drier periods of the year, if possible, and
disturbed areas should be revegetated as soon as possible.
5. Ground water seepage should be anticipated during site grading. Seepage should be
controlled and tightlined into a suitable collection system and disposed of into an
approved storm water drainage system or temporary storage facility. Specific seepage
recommendations related to erosion and/or slope stability hazards are best developed in
the field at the time of construction, when the actual seepage conditions can be
observed.
6. Soils which are to be reused around the site should be stored in such a manner as to
�I reduce erosion. Protective measures may include, but are not necessarily limited to,
covering with plastic sheeting or the use of straw bales/silt fences. Soils excavated for
foundation walls should not be placed on sloped areas or within 15 feet of the crest of a
temporary cut.
i
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Subsurface Exploration, Geologic Hazards,
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Renton, Washington Preliminary Design Recommendations
III. PRELIMINARY DESIGN RECOMMENDATIONS
7.0 INTRODUCTION
Our exploration indicates that, from a geotechnical standpoint, the proposed project is
compatible with this site provided the recommendations contained herein are properly
followed. The depth to bearing soils is expected to vary across the site from near the ground
surface to as deep as 7.5 feet. The foundation bearing strata can be assumed to be either the
undisturbed till or the recessional outwash sand following recompaction. The till soils were
encountered near surface within EB-5, EB-6, EB-7, and within 2 feet of ground surface in EB-
8. Elsewhere on the site, the depth to till soil ranges between 5 and 13 feet below existing
ground. Fill soils were encountered to depths of 2 to 7.5 feet below the existing surface. The
fill is not suitable for foundation support. The recessional outwash is a suitable bearing
stratum only after recompaction as recommended in this report. With the exception of the soil
in exploration pits EP-1, EP-5, and EP-6, relatively shallow perched ground water was
encountered near the contact between the till and overlying soil. Reuse of the higher moisture
soil encountered near the soil/till contact as structural fill during all but the driest times of the
year may be difficult.
Conventional shallow foundations and may slab-on-grade floors be used with normal site
g y
preparation procedures where suitable foundation bearing soils are encountered near foundation
elevation. Careful site development planning will be required to identify fill soils that require
removal and outwash soils that only require recompaction. The unsuitable fill soil must be
removed from beneath planned foundations, floor slabs, and any other settlement-sensitive
structures. An alternative to fill removal would be to use short aggregate piers (Geopiers") or
rock trenches to support building foundations through areas underlain by existing fill soils.
Due to the limited and variable thickness of existing fills, these alternatives are probably not
warranted. We can provide specific recommendations for these alternatives if requested. The
following report sections present our specific geotechnical site development recommendations.
I
■ 8.0 SITE PREPARATION
i
All foundations, paving, and other structures that exist under the planned building and
i
pavement areas should be removed. Any buried utilities should be removed or relocated if
they are under the proposed buildings. The resulting depressions should be backfilled with
structural fill as discussed under the Structural Fill section. In development areas that are
currently occupied by landscaping, all vegetation and topsoil should be removed during site
' preparation.
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Renton, Washington Preliminary Design Recommendations
�! Excavations to achieve design building subgrades should then be completed. The exposed
subgrade soils should be evaluated. Where exposed, the existing fill soil should be removed to
expose either recessional outwash soils or firm, unyielding till. The removal of existing
unsuitable soil should extend laterally beyond the building footprint a distance equal to the
depth of unsuitable soil below planned foundations or floor slab. For example, if unsuitable
soil extends 3 feet below planned foundations at a given point, the overexcavation lateral limit
should extend 3 feet beyond the building./If recessional outwash soils are encountered after
existing fill removal, the surface of the outwash soils should be compacted to 95 percent
relative compaction as recommended in the Structural Fill section of this report. If till soils
are encountered after existing fill is removed, no further excavation or compaction is required.
Once suitable native soils have been reached, structural fill can be placed to restore the design
building subgrade elevation. For pavement areas, complete existing fill removal is not
required. Once a subgrade elevation has been established, the surface of the subgrade should
be proof-rolled with a loaded dump truck. Any soft or loose areas should be removed to
expose a suitable, firm condition and the overexcavation backfilled with properly compacted
structural fill. This procedure should be completed subsequent to site stripping and prior to
j placing new fills to raise site grades. Structural fill material should be selected and placed in
accordance with recommendations in the Structural Fill section of this report.
■ If construction will occur during winter weather conditions, we recommend that the upper 6 to
12 inches of the building pad consist of railroad ballast, crushed concrete, or sand and gravel
that contains less than 5 percent passing the U.S. No. 200 sieve, based on that fraction passing
the U.S. No. 4 sieve. The purpose of this select fill is to provide a working surface that is
compatible with moderately wet site and weather conditions. Depending on field conditions,
geotextile fabric, such as Mirafi 50OX or equivalent, might be needed beneath areas where
heavy traffic is expected.
In our opinion, stable construction slopes should be the responsibility of the contractor and
should be determined during construction. For estimating purposes, however, we anticipate
that temporary, unsupported cut slopes in the existing fill/recessional outwash soil can be made
�j at a slope of 1.5H:1V (Horizontal:Vertical). Temporary, unsupported cuts in till can be made
at a slope of 1HAV or flatter. These slope angles assume that ground water seepage is not
strong enough to reduce slope stability and that surface water is not allowed to flow across the
temporary slope faces. If ground or surface water is present when the temporary excavation
slopes are exposed, flatter slope angles will be required. As is typical with earthwork
operations, some sloughing and raveling may occur and cut slopes may have to be adjusted in
the field. In addition, WISHA/OSHA regulations should be followed at all times. We should
rbe allowed to review excavation cut slopes greater than 8 feet in height. Permanent cut slopes
should be no steeper than 2H:IV.
Some of the on-site soils contain a high percentage of fine-grained material, which makes them
�j moisture-sensitive and subject to disturbance when wet. The contractor must use care during
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Renton, Washington Preliminary Design Recommendations
site preparation and excavation operations so that the underlying soils are not softened. If
disturbance occurs, the softened soils should be removed and the area brought to grade with
structural fill.
To the extent that it is possible, we recommend that the existing paving along the west or north
�j portion of the site be used for construction staging. If the existing pavement cannot be used
for construction staging, we recommend that crushed rock fill be considered in construction
staging areas to form a working surface. If crushed rock is to be used for the access and
staging areas, it should be underlain by engineering stabilization fabric such as Mirafi 50OX or
equivalent to reduce the potential of fine-grained materials pumping up through the rock and
turning the area to mud. The fabric will also aid in supporting construction equipment, thus
reducing the amount of crushed rock required. We recommend that at least 10 inches of rock
be placed over the fabric; however, due to the variable nature of the near-surface soils and
differences in wheel loads, this thickness may have to be adjusted by the contractor in the
field.
9.0 STRUCTURAL FILL
Structural fill will be necessary to establish desired grades and to provide a uniform subgrade
below new floor slabs and pavement areas. All references to structural fill in this report refer
to subgrade preparation, fill type, and placement and compaction of materials as discussed in
this section. If a percentage of compaction is specified under another section of this report, the
value given in that section should be used.
Building areas should be evaluated after site stripping. Existing fill soils should be
overexcavated to expose either outwash soils or till. Below pavements, the stripped subgrade
should be proof-rolled and loose or soft areas overexcavated to expose firm subgrade soils.
After stripping, excavation, and any required overexcavation has been performed to the
satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed
ground should be recompacted to 95 percent of the modified Proctor maximum density using
ASTM:D 1557 as the standard or to a firm unyielding condition. If the subgrade contains too
much moisture, adequate 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 spalls to act as a capillary break between the new fill and the wet
subgrade. Where the exposed ground remains soft and further overexcavation is impractical,
placement of an engineering stabilization fabric may be necessary to prevent contamination of
the free-draining layer by silt migration from below.
After recompaction of the exposed ground is tested and approved, or a free-draining rock
i course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as
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non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts
with each lift being compacted to 95 percent of the modified Proctor maximum density using
ASTM:I) 1557 as the standard. In the case of roadway and utility trench filling, the backfill
should be placed and compacted in accordance with current local or county codes and
standards. The top of the compacted fill should extend horizontally outward a minimum.
distance of 3 feet beyond the location of the perimeter footings or roadway edge before sloping
down at an angle of 211:1V.
The contractor should note that any proposed fill soils must be evaluated by Associated Earth
Sciences, Inc. (AESI) prior to their use in fills. This would require that we have a sample of
the material 72 hours in advance of filling activities to perform a Proctor test and determine its
field compaction standard. Soils in which the amount of fine-grained material (smaller than the
No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve
size) should be considered moisture-sensitive. The on-site till and outwash soils generally
contained substantial amounts of silt and are considered highly moisture-sensitive. These
materials are acceptable for use as fill provided they are placed and compacted at a moisture
j content that allows for the minimum specified compaction presented in this report. Reuse of
till soils during wet site or weather conditions is expected to be difficult or impossible due to
high silt content and moisture sensitivity. The outwash soils should perform better under a
wider range of moisture contacts than the siltier till soils. Use of moisture-sensitive soil in
structural fills should be limited to favorable dry weather conditions. A portion of the existing
fill/recessional outwash soil on-site was observed to have elevated moisture content and may
not be considered suitable for use in structural fill applications.
Free-draining fill can be used in wetter site and weather conditions under a wider range of
moisture conditions than the on-site soils. Free-draining fill consists of non-organic soil with
the amount of fine-grained material limited to 5 percent by weight when measured on the
minus No. 4 sieve fraction and containing at least 25 percent greater than the No. 4 sieve. In
dry weather, inorganic on-site soils can be used as structural fill if they are cleaned of woody
debris and oversized rocks.
I
We recommend that during construction, traffic across exposed site soils should be kept to a
minimum during and after storm events, until the surface drains. When these materials are
wet, it may result in disturbance of the otherwise firm stratum, requiring removal and
replacement of disturbed soils. If wet weather construction is expected, construction access
and staging areas should be protected as described in the Site Preparation section of this
report.
i
j A representative from our firm should inspect the stripped/overexcavated subgrade and be
■' present during placement of structural fill to observe the work and perform a representative
number of in-place density.tests. In this way, the adequacy of the earthwork may be evaluated
as filling progresses and any problem areas may be corrected at that time. It is important to
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Subsurface Exploration, Geologic Hazards,
Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report
Renton Washington Preliminary Design Recommendations
iunderstand that taking random compaction tests on a part-time basis will not assure uniformity
or acceptable performance of a fill. As such, we are available to aid the owner in developing a
■ suitable monitoring and testing program.
10.0 FOUNDATIONS
■ Spread footings may be used for building support when founded on suitable till, recompacted
outwash soils, or structural fill placed as previously discussed. To limit differential settlements
between footings that bear on structural fill or outwash soils and those that bear on dense till,
we recommend that an allowable foundation soil bearing pressure of 2,500 pounds per square
foot (psf) be utilized for design purposes, including both dead and live loads. If higher bearing
pressures are needed, a value of 5,000 psf may be used in areas where all footings are placed
entirely on dense till. An increase of one-third may be used for short-term wind or seismic
loading. Perimeter footings should be buried at least 18 inches into the surrounding soil for
frost protection; interior footings require only 12 inches burial. However, all footings must
penetrate to the prescribed bearing stratum and no footing should be founded in or above
loose, organic, or existing fill soils.
It should be noted that the area bounded by lines extending downward at 1H:1V from any
footing must not intersect another footing or intersect a filled area which has not been
compacted to at least 95 percent of ASTM:D-1557. In addition, a 1.5H:1V line extending
down from any footing must not daylight because sloughing or raveling may eventually
undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in
the bearing soils.
Anticipated settlement of footings founded as described above should be on the order of 1/4
inch or less. However, disturbed soil not removed from 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 bearing capacity of the soils has been attained
and that construction conforms to the recommendations contained in this report. The
governing municipality may require such inspections. Perimeter footing drains should be
provided as discussed under the section on Drainage Considerations.
11.0 LATERAL WALL PRESSURES
Walls that are free to yield laterally at least 0.1 percent of their height should be designed
j using "active" equivalent fluid pressures. Fully restrained, rigid walls that cannot yield should
be designed using "at-rest" equivalent fluid pressures. The following table provides
appropriate active, at-rest, and passive equivalent fluid pressures (and associated friction
coefficients) for the anticipated project wall design conditions.
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Subsurface Exploration, Geologic Hazards,
Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report
• I Renton, Washington Preliminary Design Recommendations
Active
Equivalent At-Rest Passive
Fluid Equivalent Equivalent
Backslope Conditions Pressure Fluid Fluid Friction
Rock/Soil Type 1 (Horizontal:Vertical) (pcf)* Pressure (pcf) Pressure (pcf) Coefficient
Till Horizontal 30 50 350 0.35
Till 2H:1V maximum 60 75 350 0.35
Structural fill or Horizontal 35 55 300 0.30
outwash soils
Structural fill or 2H:1V maximum 65 80 300 0.30
outwash soils
*pcf= pounds per cubic foot
All backfill behind walls or around foundation units should be placed as per our
recommendations for structural fill and as described in this section of the report. Where cast-
in-place retaining walls face structural fill, the backfill should consist of on-site or imported
granular fill, compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is
not recommended, as this will increase the pressure acting on the wall. A lower compaction
I may result in settlement of slab-on-grades or other improvements placed above the walls.
Thus, the compaction level is critical and must be tested by our firm during placement.
Surcharges from adjacent footings, heavy construction equipment, or sloping ground (where
tnot indicated) must be added to the above values. Perimeter footing drains should be provided
for all retaining walls as discussed under the section on Drainage Considerations.
It is imperative that proper drainage be provided so that hydrostatic pressures do not develop
against the wall. This would involve installation of a minimum 1-foot-wide washed gravel
blanket drain, which is continuous with the perimeter footing drain and extends to within 1
foot of the ground surface.
Lateral loads can be resisted by friction between the foundation and the till, supporting
structural fill, or by passive earth pressure acting on the buried portions of the foundations.
The foundations must be backfilled with structural fill, compacted to at least 95 percent of the
maximum dry density, to achieve the minimum passive resistance shown in the table for
footings cast against structural fill. The presented values are allowable and include a safety
factor of at least 1.5.
I
i 12.0 FLOOR SUPPORT
Slab-on grade floors should be constructed above either recompacted outwash soils, new
structural fill, or above till as described in the Site Preparation section of this report. All fill
beneath the slab must be compacted to at least 95 percent of ASTM:D 1557. The floor should
be cast atop a minimum of 4 inches of washed granulithic material or pea gravel to act as a
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j Renton, Washington Preliminary Design Recommendations
capillary break. Areas of slab subgrade that are disturbed (loosened) during construction
should be compacted to a non-yielding condition prior to placement of capillary break material.
It should also be protected from dampness by an impervious moisture barrier at least 10 mils
thick. The impervious barrier should be placed between the capillary break material and the
concrete slab. The American Concrete Institute recommends placing a 2-inch layer of clean
sand above the vapor barrier to protect it from damage and aid in curing of the concrete. If
this sand layer is used, it must be protected from precipitation or allowed to thoroughly dry out
prior to pouring the concrete slab.
13.0 DRAINAGE CONSIDERATIONS
iIt is possible that ground water or seepage may be encountered at depths required for normal
construction during the wetter months of the year. Therefore, the contractor should be
prepared to provide temporary storm water collection, storage, and disposal mechanisms as
necessary prior to site work and during construction.
All retaining and footing walls should be provided with a drain at the footing elevation. Drains
should consist of rigid, perforated, PVC pipe surrounded by washed pea gravel. The level of
the perforations in the pipe should be set at the bottom of the footing at all locations and the
drain collectors should be constructed with sufficient gradient to allow gravity discharge away
from the building. In addition, all retaining walls and modular block walls should be lined
with a minimum 12-inch-thick washed gravel blanket provided to within 1 foot of the top of
wall, and which ties into the footing drain. Modular block walls if used should also be
provided with chimney drains. Roof and surface runoff should not discharge into the footing
drain system but should be handled by a separate, rigid, tightline drain. In planning, exterior
grades adjacent to walls should be sloped downward away from the structure to achieve surface
drainage.
14.0 PAVEMENT RECOMMENDATIONS
At this time site layout has not been completed sufficient) to determine what types of soil are
Y p Y
likely to be encountered at planned pavement subgrades. Pavement subgrade can consist of
either recompacted existing fill, recompacted outwash soils or till. Pavement design will
depend to some extent on the soil that exists beneath the area to be paved. If paving is planned
above areas of existing fill/recessional outwash soil we recommend that the subgrade be proof-
rolled to expose soft areas and then compacted to 95 percent compaction after the removal and
repair of soft areas or organic soils.
The areas to be paved should be proof-rolled with a loaded dump truck or other suitable
equipment under the observation of the geotechnical engineer. Any soft, loose, or yielding
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Subsurface Exploration, Geologic Hazards,
�. Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report
Renton Washington Preliminary Design Recommendations
areas or significantly organic soils identified by proof-rolling should be repaired prior to
further work. After proof-rolling, paving subgrades should be compacted to 95 percent of the
rmodified Proctor maximum dry density as determined by ASTM:D 1557 and to a firm,
unyielding condition. Following subgrade preparation, we recommend a passenger car
pavement section consisting of a 21/z-inch compacted asphalt paving above a 4-inch compacted
crushed rock base. In areas where buses, garbage trucks, fire trucks, delivery trucks, or otherf
-heavy vehicles will be driven or parked, we recommend a paving section consisting of 4 inches
of asphalt paving above 6 inches of crushed rock base.
Pavement thickness design is a compromise between higher initial cost with longer design life
and lower maintenance, and lower initial cost with higher maintenance requirements and
shorter design life. The recommended pavement sections are intended to provide a 20-year
service life with normal maintenance. Normal maintenance typically includes periodic sealing,
i
and at least one renovation that includes repair and overlay of damaged areas.
15.0 PROJECT DESIGN AND RECOMMENDATIONS FOR FURTHER STUDY
�I
At the time of this report, site grading, structural plans, and construction methods have not
been finalized and the recommendations presented herein are preliminary. We are available to
provide additional geotechnical consultation and exploration as the project design develops and
possibly changes from that upon which this report is based. We recommend that AESI
perform a geotechnical review of the plans prior to final design completion. In this way, our
earthwork and foundation recommendations may be properly interpreted and implemented in
the design. We are also available to provide geotechnical engineering and monitoring services
during construction. The integrity of the foundation depends on proper site preparation and
construction procedures. In addition, engineering decisions may have to be made in the field
�I in the event that variations in subsurface conditions become apparent. Construction monitoring
services are not part of this current scope of work. If these services are desired, please let us
know and we will prepare a cost proposal.
October 7, 2003 ASSOCIATED EARTH SCIENCES, INC.
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Subsurface Exploration, Geologic Hazards,
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Renton Washington Preliminary Design Recommendations
We have enjoyed working with you on this study and are confident that these recommendations
Nvill aid in the successful completion of your project. If you should have any questions, or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
WAsy��p
R�23580
sfONAL
Oel�u+ EXPIRES 1 /20/
Maire Thornton, P.E. 'Mrt erriman, P.E.
Senior Project Engineer Principal Engineer
Attachments: Figure 1: Vicinity Map
Figure 2: Site and Exploration Plan
■ Appendix: Exploration Logs
i
i
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�I +
APPENDIX
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Associated Earth Sciences, Inc. FIGURE I
VICINITY MAP
E
Ld KENNYDALE ELEMENTARY DATE 08/03
v) RENTON,WASHINGTON
o PROJ. NO. KE03330A
i
i
_ i t
i
i EB-1 t
t
t
t i EB-4 t _ Existing
i
t Main Building
t � t
i
• i
' t
i
t
Existing i
• Gymnasium Existing Play Shed
EB-3
i
i
i • •EB-6
,I
EB-2 ,' t
to
N
Z i Existing Portables
t '
• EB-7 '
t EB-10 • .• '
,I t
t EB-12 '
t
. t
t • '
t
EB-11 EB 8 �1cKP1ace
i EB-9 '
t t LEGEND
N
EB-9 • Approximate location of exploration boring
NO SCALE
Reference: Map supplied by client
Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN FIGURE 2
KENNYDALE ELEMENTARY SCHOOL DATE 08/03
® ® RENTON,WASHINGTON
m PROJ.NO. KE03330A
0
° °o o Well-graded gravel and Terms Describing Relative Density and Consistency
�y o"o° GW gravel with sand, little to Density SPT(2)blows/foot
m S " Oo 0 no fines Very Loose 0 to 4
iz Coarse- Loose 4 to 10
> o °0°0° Poorly-graded gravel Grained Soils Medium Dense 10 to 30 Test Symbols
a) U `� w°0°0° GP 9 Dense 30 to 50
o 0 o o o and ravel with sand,
0 o v 0 0 G =Grain Size
little to no fines Very Dense >50
N o Z 00000
tZ) M = Moisture Content
Zo � o ° a° o Consistency SPT blows/foot A=Atterberg Limits
Silty gravel and silty Very Soft 0 to 2 C=Chemical
t0 c: gravel with sand Fine- Soft 2 to 4 DID= Dry Density
o L a) H ° GM
m L , 0° 0 Grained Soils Medium Stiff 4 to 8 K=Permeability
c O iL
Stiff 8 to 15
N �2 Clayey gravel and Very Stiff 15 to 30
All GC clayey gravel with sand Hard >30
C Component Definitions
t Well-graded sand and Descriptive Term Size Range and Sieve Number
o
SW sand with gravel, little Boulders Larger than 12"
o ti . to no fines Cobbles 3"to 12"
°v,' " Gravel 3"to No.4(4.75 mm)
Poorly-graded sand Coarse Gravel 3"to 3/4"
> in
SP and sand with gravel, Fine Gravel 3/4"to No.4(4.75 mm)
v little to no fines Sand No.4(4.75 mm)to No.200(0.075 mm)
Z Coarse Sand No.4(4.75 mm)to No.10(2.00 mm)
Silty sand and Medium Sand No. 10(2.00 mm)to No.40(0.425 mm)
y SM silty sand with Fine Sand No.40(0.425 mm)to No.200(0.075 mm)
o
o co
U gravel Silt and Clay Smaller than No.200(0.075 mm)
sc Clayey sand and (3)Estimated Percentage Moisture Content
^A clayey sand with gravel Percentage by Dry-Absence of moisture,
Component Weight
dusty,dry to the touch
Silt, sandy silt,gravelly silt, Trace <5 Slightly Moist-Perceptible
a� C> ML silt with sand or gravel Few 5 to 10 moisture
> Little 15 to 25 Moist-Damp but no visible
U) CD With Non-primary coarse water
2 >'o Clay of low to medium
constituents: > 15% Very Moist-Water visible but
d plasticity; silty, sandy,or -Fines content between not free draining
Z CL 5%and 15% Wet-Visible free water,usually
gravelly clay, lean clay
a E from below water table
In — J
Organic clay or silt of low Symbols
2 _ OL plasticity Blows/6"or
0 Sampler portion of 6" Cement grout
o TypeIle
/ surface seal
Elastic silt,clayey silt,silt / Sampler Type
2.0"OD Bentonite
with micaceous or s Descri tion
o �, MH Split-Spm p t4l seal
L o diatomaceous fine sand or Sampler3.0"OD Split-Spoon Sampler
P Filter pack with
N silt (SPT) ,=blank casing
0 0
Clay of high plasticity, 3.25"OD Split-Spoon Ring Sampler tit : 9
rn U o y g p ty' : section
r, Bulk sa
c = CH sandy or gravelly clay,fat 3.0"OD Thin-Wall Tube Sampler =' Screened casing
N E clay with sand or gravel (including Shelby tube) . with fiiltite tpack
Grab Sa
Portion not recovered End cap
Organic clay or silt of
off medium to high tt) (4)
Percentage by dry weight Depth of groundwater
plasticity (2) (SPT)Standard Penetration Test
1 ATD=At time of drilling
(ASTM 0-1586) �
> y Peat, muck and other (3) In General Accordance with Static water level(date)
PT highly organic soils Standard Practice for Description (5)Combined USCS symbols used for
= O and Identification of Soils(ASTM D-2488) fines between 5%and 15%
Classifications of soils in this report are based on visual field and/or laboratory observations,which include density/consistency,moisture condition,grain size,and
plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein.Visual-manual and/or laboratory classification
S methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System.
a
Associated Earth Sciences, Inc. FIGURE
0
® ® ® ® Exploration Log Key A_1
Associated Earth Sciences, Inc. Exploration Log
® ® ® ® Project Number Exploration Number Sheet
KE03330A EB-1 1 of 1
Project Name Kennydale Elementary __ Ground Surface Elevation(ft)
Location Renton WA Datum N/A
Driller/Equipment Davies Drilling/HSFA Date Start/Finish R/15/f1R R/1R/1512003_
Hammer Weight/Drop 140#/30" Hole Diameter(in)
c Z _ `4
U O N f, N
w a as �,
E 12 a) � 05 Blows/Foot I-
a S E
� U
T �' C9rn U CU m
DESCRIPTION
10 20 30 40 O
Fill 15
S-1 Damp,yellow-brown,SILTY fine SAND(SM),rounded gravel. a A14
Damp,brown,SILTY fine SAND(SM),few fine rounded gravel. 6
5 2
S-2 Moist,dark brown,SILTY fine to medium SAND(SM),few grounded 2 A3
gravel,few organics. 1
-------------------------------
Till
10 Moist,blue-gray,SILTY SAND,trace rounded gravel(SM),trace orange 7
TS-3 oxidation. 27 77/11
We,
15 Moist,blue-gray,SILTY SAND,trace rounded gravel(SM),trace orange 27
S-4 oxidation. 22 72/11"
Bottom of exploration boring at 16.5 feet
- 20
25
r
30
" 35
S
N
N
E
E
d
n
m
i
N
aU
o Sampler Type(ST):
m 2"OD Split Spoon Sampler(SPT) F] No Recovery M-Moisture Logged by: MT
a Water Level Approved by:
o 3"OD Split Spoon Sampler(D&M) Ring Sample 0
ca
W ® Grab Sample Q Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
i
Associated Earth Sciences, Inc. EX loration LO
r.7112, ® ® ® ® Project Number Exploration Number Sheet
KE03330A EB-2 1 of 1
Project Name Kennydale Elementary Ground Surface Elevation(ft)
Location Renton WA Datum NIA
Driller/Equipment Davies Drilling / HSFA Date Start/Finish 8/15103.3115LL(L3
Hammer Weight/Drop 140#/30" Hole Diameter(in)
o > - w
U ° °' Blows/Foot t Q —N J tq
,i Q. S E �� �E m o CD
o T o m
DESCRIPTION U 3: 10 20 30 40 0
Fill 3
S-1 Damp,brown,SILTY SAND,few rounded gravel(SM), mottled,orange 2 A3
oxidation. 1
Moist to wet,brown to dark brown,SILTY SAND(SM),few rounded gravel,
mottled.
5 Weathered Till 3
S-2 Wet to saturated,gray,SILTY fine to medium SAND(SM),few rounded i 7 Al
gravel,large cobble encountered at 7'. 6
---------------------------------
Till
10 5
S-3 Wet,gray,SILTY fine to coarse SAND,few fine gravel (SM),orange 15 A, 8
oxidation. 33
I
i
I
i 15 S-4 Moist,gray,SILTY fine to coarse SAND(SM),few fine gravel. 44 50i
Bottom of exploration boring at 16 feet
20
�l
! I
25
I
30
0
35
N
I �
ax
N
N
a
w
o Sampler Type(ST):
m 2"OD Split Spoon Sampler(SPT) No Recovery M-Moisture Logged by: MT
SZ Approved by:
o m 3"OD Split Spoon Sampler(D&M) Ring Sample Water Level
0
w ® Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
Associated Earth Sciences, Inc. Exploration Log
km ® ® ® Project Number Exploration Number Sheet
i KE03330A EB-3 1 of 1
Project Name Kennydale Elementary Ground Surface Elevation(ft)
� Location Renton WA Datum N/A
Driller/Equipment Davies Drilling/HSFA Date Start/Finish 8/15103,811512003
Hammer Weight/Drop 140#130" Hole Diameter(in)
v N U 2 y 6
n S E C a�a 3 Blows/Foot t—
p T Um) CD o ED M
DESCRIPTION 10 20 30 40 °
Fill 2
S-1 Moist to wet,brown-gray,fine to medium SAND(SP),orange oxidation, s �1
round gravel fragments in tip of sampler. 7
i ------------
5 Weathered Till
S 2 Moist to wet,gray,fine to medium SAND(SP),orange oxidation,mottling. 55 7
9
10 ———
———————————Till ————————— 45
S-3 Wet to moist, blue-gray,fine to coarse SAND,few rounded gravel(SP) ��
I
15 S-4 Moist,blue-gray,fine to coarse SAND(SP). 13
5 /5. `0f "
Bottom of exploration boring at 16 feet
20
,I
,I 25
30
35
0
N
a
w
a
m
'a
rl
o Sampler Type(ST):
m 2"OD Split Spoon Sampler(SPT) 0 No Recovery M-Moisture Logged by: MT
,i o 3"OD Split Spoon Sampler(D&M) U Ring Sample Water Level() Approved by:
w ® Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling(ATD) )
a
�\ssociated Earth Sciences, Inc. Exploration Loci
® ® ® ® Project Number Exploration Number Sheet
KE03330A EB-4 1 1 of 1
,I Project Name Kennydale Elementary -- Ground Surface Elevation(ft)
Location Renton, WA Datum N/A
Driller/Equipment Davies Drilling/ HSFA Date Start/Finish 8/15/03.8/15/2003
j Hammer Weight/Drop 140#/30" _ Hole Diameter(in)
c 75
42
n nD �a � rn Blows/Foot I-
n S E mE �E°? o `m
o T cu Du) o mm L
DESCRIPTION U 3: 10 20 30 40
Fill 3
S-1 Damp to moist,yellow-light gray, SILTY fine to medium SAND(SM), slight 4 AB
iorange oxidation. 4
---------------------------------
Recessional Outwash
5 Damp to moist,yellow-light gray, SILTY fine to medium SAND(SM). 4
S-2 4 9
i 5
j -- ------------ ---------
Ti II
10 �
S-3 Moist to wet,brown-gray, SILTY fine to medium SAND(SM). 11 40
25
i
15 0/
S 4 N recove . 50l
i
Bottom of exploration boring at 15.5 feet
,j
20
,I
25
,I 30
,I
i
0 35
N
C
N
N
a
E
d
6
d
w
n.
o Sampler Type(ST):
m m 2"OD Split Spoon Sampler(SPT) ❑ No Recovery M-Moisture Logged by: MT
�(
o m 3"OD Split Spoon Sampler(D&M) Ring Sample �Z Water Level() Approved b y ca
,>
w ® Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
Associated Earth Sciences, Inc. Exploration Log
® ® ® ® Project Number Exploration Number Sheet
i
KE03330A EB-5 1 of 1
Project Name Kennydale Elementary Ground Surface Elevation(ft)
Location Renton. WA Datum N/A
Driller/Equipment Davies Drilling/HSFA Date Start/Finish 8/15/03r8/15/2003
Hammer Weight/Drop 140#/30" Hole Diameter(in)
c a> w
U- O > ` V)
s a =,a fb Blows/Foot
S mT �Ea? o a�
C)u) m _L
T U) DESCRIPTION C) 310
10 20 30 40
Weathered Till 6
S-1 Damp,brown-gray,SILTY SAND(SM),few fine gravel. 14 A33
19
---------------------------------
Till
5 S 2 Damp to moist,gray,SILTY SAND,few fine gravel(SM). WE 50;
I
10 Dam to moist,gray,SILTY SAND,few fine ravel SM
S-3 P 9 Y, g ( )• 10
19 54
35
15 Damp to moist,gray,SILTY SAND,few fine gravel SM 16
Bottom of exploration boring at 16 feet
20
r
25
r
30
i
ro 35
N
C>
N
W
D
n
Sampler Type(ST):
m 2"OD Split Spoon Sampler(SPT) No Recovery M-Moisture Logged by: MT
oC 3"OD Split Spoon Sampler(D&M) ❑ Ring Sample V Water Level Approved by; qA
co
UJI Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
Associated Earth Sciences, Inc. Exploration LO
® ® ® ® Project Number Exploration Number Sheet
KE03330A EB-6 1 of 1
�I Project Name Kenn dale Elementary Ground Surface Elevation(ft)
Location Renton WA Datum N/A
Driller/Equipment Davies Drilling/HSFA Date Start/Finish 8115103.811512003
Hammer Weight/Drop 140#/30" Hole Diameter(in)
,I w
N L N CD N
« 0. a a) J W Blows/Foot �-
S �° > �E°-' o
p T m C�u) o CU m r
DESCRIPTION 10 20 30 40 °
Weathered Till 4
S-1 Damp,yellow-brown,SILTY SAND,trace organic,trace rounded gravel. 6 Al
9
---------------------------------
Till
5 Damp to moist,brown to light brown,SILTY fine to medium SAND(SP). 14
TS-2 13 A3
22
10 S-3 Moist,gray,fine to medium SAND(SP),trace silt,trace rounded gravel. 00 50/ "
,I
15 S 4 Moist.blue-gray,SILTY SAND(SM),trace rounded gravel. 24
0/ 50/ „
Bottom of exploration boring at 16 feet
- 20
25
30
i
r 35
N
m
N
W
a
m
a
w
'a
o Sampler Type(ST):
o m 2"OD Split Spoon Sampler(SPT) No Recovery M-Moisture Logged by: MT
o m 3"OD Split Spoon Sampler(D&M) U Ring Sample Water Level() Approved by:
W ® Grab Sample Q Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
■ Associated Earth Sciences, Inc. Exploration LO
Project Number Exploration Number Sheet
KE03330A E13-7 1 of 1
Project Name Kennydale Elemental Ground Surface Elevation(ft)
Location Renton WA Datum N/A
Driller/Equipment Davies Drilling/ HSFA Date Start/Finish fi/1,9103 8/18/1512003_
Hammer Weight/Drop 140#/30" Hole Diameter(in)
C N +�
N V p
n BIOWS/FOOL I
S E 12 T a a� o
o T m cD cO a@ Co _L
DESCRIPTION " 10 20 30 40 °
1/4"minusangulargravel--------------------_ 5
S-1 Weathered Till 5 10
Moist to wet,yellow-brown to gray,SILTY fine to coarse SAND(SM),few 5
fine gravel.
i
5 Wet,yellow-brown to gray,SILTY fine to coarse SAND(SM),few fine 4
TS-2 gravel. i 5 'k18
13
---------------------------------
Till
10 Saturated,gray,medium to coarse SAND(SP)to SILTY SAND,few fine 20
S-3 gravel(SM),orange oxidation. 19 50
31
,I
15 Saturated,gray, medium to coarse SAND(SP)to SILTY SAND,few fine 19
,i S-4 gravel(SM),orange oxidation. 25 A L75/1 1"
o/ °
Bottom of exploration boring at 16.5 feet
20
25
�j
�! 30
I
,I
35
0
N
M
N
I �
� a
a
v
I a
�I o Sampler Type(ST):
2"OD Split Spoon Sampler(SPT) O No Recovery M-Moisture Logged by: MT
o
o ® 3"OD Split Spoon Sampler(D&M) Ring Sample a Water Level() Approved by: /l
N
W Grab Sample Shelby Tube Sample -
Water Level at time of drilling(ATD)
® 0 Z
a
i
Associated Earth Sciences, Inc. Exploration LO
® ® ® ® Project Number Exploration Number Sheet
KE03330A EB-8 1 of 1
Project Name Kennydale Elementary Ground Surface Elevation(ft)
Location Renton WA Datum N/A
Driller/Equipment Davies Drilling/HSFA
Date Start/Finish 8/15/63 8/15/?n03_
Hammer Weight/Drop 140#/30" Hole Diameter(in)
C: a N
Ili U— O > 2cn
2 �, Blows/Foot
T �� �o m r
DESCRIPTION C5 3: 10 20 30 40 °
Fill 15
S-1 1/2"minus, rounded gravel(3"thick). 19 31
Moist, red-brown,SILTY fine SAND(SM). 12
--------------- -- ------
Ti II
�I
i
5 Moist to saturated,gray,SILTY fine to medium SAND(SM)to fine to 8
TS-2 medium SAND with trace of silt,few rounded gravel(SP). T 15 40
25
I
10 Saturated,gray,SILTY fine to medium SAND(SM)to fine to medium 10
S-3 SAND with trace of silt,few rounded gravel(SP). 15 4
30
I
i 15 S-4 Moist,gray, SILTY fine to medium SAND(SM)to fine to medium SAND 16„ 50/ "
with trace of silt few rounded ravel SP .
Bottom of exploration boring at 16 feet
20
i
,I 25
30
0
35
N
i N
E
E
a
w
I a'
o Sampler Type(ST):
2"OD Split Spoon Sampler(SPT) No Recovery M-Moisture Logged by: MT
o [E3"OD Split Spoon Sampler(D& M) U Ring Sample 2 Water Level Q Approved by: I�q,
w ® Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
'Associated Earth Sciences, Inc. Exploration Log
® ® ® ® Project Number Exploration Number Sheet
KE03330A EB-9 1 of 1
Project Name Kennydale Elementary Ground Surface Elevation(ft)
Location Renton WA Datum N/A
Driller/Equipment Davies Drilling/ HSFA Date Start/Finish 8/15103,.811512003
Hammer Weight/Drop 140#/30" Hole Diameter(in)
c a> w
n O O N a)o S E °T Q 3 Blows/Foot t-
a) (D (7(n EO 16 m L
Q T �
DESCRIPTION L) 3: 10 20 30 40 °
Recessional Outwash 5
S-1 Damp,light brown,SILTY fine SAND(SM),trace root hairs a k18
10
5 Damp,yellow-brown,SILTY fine to medium SAND(SM). 4
S-2 s 1k1z
s
10 S 3 Damp to wet,light yellow-brown,SILTY fine SAND(SM),orange oxidation. s 12
T5
7
-------------- ------ --
Till
15 S 4 Moist to wet, blue-gray, SILTY fine to coarse SAND(SM). 24Ak56
27
20 3-5 Moist, blue-gray,SILTY fine to coarse SAND(SM). 5 5 50/ .5'
Bottom of exploration boring at 21 feet
25
30
i
I
0
35
N
N
N
N
Q
0l
a
O
o Sampler Type(ST):
m M 2"OD Split Spoon Sampler(SPT) No Recovery M-Moisture Logged by: MT
o ® 3"OD Split Spoon Sampler(D&M) ❑ Ring Sample E Water Level () Approved by: M
1 Water Level at time of drilling(ATD)
w ® Grab Sample 0 Shelby Tube Sample -
'Associated Earth Sciences, Inc. Exploration Loci
r ® ® ® ® Project Number Exploration Number Sheet
i
KE03330A EB-10 1 of 1
I Project Name Kennydale Elementary Ground Surface Elevation(ft)
Location Renton WA Datum NIA
Driller/Equipment Davies Drilling/ HSFA Date Start/Finish �8115/03.8/15/2003
Hammer Weight/Drop 140#/30" Hole Diameter(in)
,I c am S3
U— O > N
a .0 =.a 3 Blows/Foot
o T cn O`n �'o `° co L
DESCRIPTION U 10 20 30 40 °
Fill 4
S-1 Damp,light brown,SILTY fine SAND(SM). 10 A2
15
---------------------------------
Recessional Outwash
5 Moist,yellow-brown,SILTY fine to medium SAND(SM),orange oxidation, 4
S-2 mottling. 7 A14
7
I
I 10 Saturated,olive-brown,fine SANDY SILT(ML)to SILTY fine to medium 4
'I S-3 SAND(SM). 1 5 11
s
---------------------------------
Till
15 S 4 Wet, blue-gray,SILTY fine to coarse SAND,few rounded gravel(SM). 13 AL
30 9
39
�I
20 Moist,blue-gray, SILTY fine to coarse SAND,few rounded gravel (SM). 14
S-5 7
31 5
44
I Bottom of exploration boring at 21.5 feet
25
i
,i 30
I
i
■ 35
N
M
N
i N
I �
W
a
o Sampler Type(ST):
2"OD Split Spoon Sampler(SPT) No Recovery M-Moisture Logged by: MT
I o m 3"OD Split Spoon Sampler(D&M) U Ring Sample S? Water Level() Approved by: �A
Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
,associated Earth Sciences, Inc. Exploration Loci
Project Number Exploration Number Sheet
® ® ® ® KE03330A EB-11 1 of 1
Project Name Kenlydale Elementary Ground Surface Elevation(ft)
■ Location Renton,WA Datum NIA
Driller/Equipment Davies Drilling/HSFA Date Start/Finish 81115103,811512003
R_/1512003
Hammer Weight/Drop 140#/30" Hole Diameter(in)
Q n� �,a) � a Blows/Foot
p T t� o m
DESCRIPTION 10 20 30 40 0
S 1 Recessional Outwash 3
I Damp,yellow-brown,fine SANDY SILT(ML)to SILTY fine SAND(SM). 4
3
I
5 Moist,yellow-gray, SILTY fine SAND/SANDY SILT(SM-ML). 6
TS 2 g Al
7
— —————————————Till —————— —
10 Saturated,yellow-gray,SILTY fine to medium SAND,few fine gravel(SM), 6
S-3 orange oxidation. i 12 31
19
15 Moist,blue-gray,SILTY fine to medium SAND(SM),trace fine gravel, 19
( TS-4 slight orange oxidation. 33 75
42
Bottom of exploration boring at 16.5 feet
,1
20
i
25
■I
�i 30
I
i
0 35
N
M
N
N
N
N
Sampler Type(ST):
m 2"OD Split Spoon Sampler(SPT) No Recovery M-Moisture Logged by: MT
m ® 3"OD Split Spoon Sampler(D&M) ❑ Ring Sample Water Level() Approved by: 1)�
W ® Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling(ATD) `-
� Associated Earth Sciences, Inc.
Exploration Lgg—.
® ® ® Project Number Exploration Number Sheet
i KE03330A EB-12 1 of 1
Project Name Kennydale Elementary Ground Surface Elevation(ft)
Location Renton WA _ Datum N/A
Driller/Equipment Davies Drilling/HSFA Date Start/Finish �8115103-,811512003
Hammer Weight/Drop 140#/30" — Hole Diameter(in)
c w
o ° a
t o a� �,4) � a Blows/Foot i-
� aa� o a
o S E tE E -- —
T CO CO
(n p
DESCRIPTION 5 3: 10 20 30 40 °
Topsoil 5
S-1 Yellow_bfgwn SILTY fup SAND(SM)roQt hairs. —_________ 13 18
Recessional Outwash 5
Moist,brown to gray,SILTY fine to coarse SAND,few gravel(SM),orange
oxidation,mottling.
5 Moist,brown to gray,SILTY fine to coarse SAND,few gravel (SM),orange 3
S-2 oxidation,mottling. 4
3
10 Saturated,brown to gray,SILTY fine to coarse SAND,few gravel(SM), 4
S-3 orange oxidation,mottling. t 5 Al
10
Till
,i
15 S-q Wet,gray, SILTY fine SAND(SM),few fine gravel. 31 50/ "
oil
0,
�l
20 8-5 Moist, blue-gray. SILTY fine to coarse SAND(SM),few fine gravel. 30 50/4"
I
Bottom of exploration boring at 21.5 feet
25
30
I
`" 35
0
I N
N
N
a
m
a
m
l y
I a'
Sampler Type(ST):
m 2"OD Split Spoon Sampler(SPT) No Recovery M-Moisture Logged by: MT
IN
o m 3"OD Split Spoon Sampler(D&M) U Ring Sample Q Water Level Q
Approved by:
W ®CO
Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
APPENDIX D
Operations and Maintenance Manual-Not included at this time.
■
COUGHLIN PORTER LUNDEEN Kennydale Elementary