HomeMy WebLinkAboutPrelim.Technical Informationspringline design LLC
Civil Engineering I Site Oevaluptcient I Tramportalian
3131 Western Avenue, Suite 501
Seattle, Washington 98121
ph 206957.8311 fax 206.957.8313
City of Renton
Planning Division
JUN 3 0 -'ail
PRELIMINARY REC *WED
TECHNICAL INFORMATION REPORT
Project: Renton Housing Authority
Glennwood Townhomes
1 147 Glennwood Ave NE
Renton, WA 98056
Prepared For: Bumgardner Architects
21 1 1 3rd Avenue
Seattle, WA 98121
Prepared By: Ryan Itani, PE
Reviewed By: Peter Apostol, PE
Date: June 30, 2011
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TABLE OF CONTENTS
Section No. Subiect Pam
SECTION I PROJECT OVERVIEW.....................................................................I
SECTION II CONDITIONS AND REQUIREMENTS SUMMARY...................I I
SECTION III OFFSITE ANALYSIS...................................................................... 14
SECTION TV FLOW CONTROL AND WATER QUALITY
FACILITY ANALYSIS AND DESIGN..........................................19
SECTION V CONVEYANCE SYSTEM ANALYSIS AND DESIGN ................21
SECTION VI SPECIAL REPORTS AND STUDIES.............................................21
SECTION VII OTHER PERMITS...........................................................................21
SECTION VIII EROSION AND SEDIMENT CONTROL......................................21
SECTION IX BOND QUANTITIES......................................................................22
SECTION X OPERATIONS AND MAINTENANCE MANUAL .......................22
LIST OF FIGURES
FIGURE 1 VICINITY MAP.................................................................................4
FIGURE 2 TIR WORKSHEET............................................................................5
FIGURE 3 EXISTING SITE SOILS.....................................................................8
FIGURE 4 EXISTING LAND COVER...............................................................9
FIGURE 5 DEVELOPED LAND COVER ........................ ...10
.............................
FIGURE 6 OFF-SITE DRAINAGE SYSTEM...................................................17
LIST OF APPENDICIES
APPENDIX A CIVIL PLANS
APPENDIX B TDA #2 FLOW CONTROL & WATER QUALITY CALCULATIONS
APPENDIX C OPERATION AND MAINTENANCE MANUAL
APPENDIX D GEOTECHNICAL REPORT
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SECTION I — PROJECT OVERVIEW
General Description:
The proposed Glennwood Townhomes Project includes the construction of two
townhome buildings on a 0.61 acre site located at 1147 Glennwood Ave NE in the City
of Renton (see Figure 1 for vicinity map). The site is bordered by developed parcels with
duplexes to the north and south, a vacant parcel to the west, and by Glennwood Ave NE
to the east. In addition to the two proposed buildings, the improvements will include
construction of an access drive, parking lot, and walkways. Frontage improvement of the
adjacent right-of-way will include construction of new curb, gutter, and sidewalk. 5 feet
of right-of-way will be dedicated along the site's frontage. In addition, a City of Renton
high pressure 12" water main will be extended to the project.
The proposed project has been designed to meet the requirements of the 2010 City of
Renton Amendment to the 2009 King County Surface Water Design Manual (KCSWD).
A summary of the project data is provided in the TIR worksheet (see Figure 2).
Site Soils
The NRCS map (see Figure 3) of the site shows the presence of both "Arents, Alderwood
Material" and "Ragnar-Indianola" soils located within the project area. Additional
information on the site's soils is provided in a geotechnical report prepared by Soil &
Environmental Engineers, Inc. The findings of the report are based on soil samples taken
from test pits that were excavated on-site. In general, the results of the test pit data
uncovered about one foot of topsoil mixed with loose fill underlain by a 2-3.5 foot thick
layer of silty sand that was underlain by impermeable glacial till soil. For more
information, see the geotechnical report included in Appendix D.
Predeveloped Conditions:
An existing duplex is located at southeastern corner of the site. The remainder to the site
consists of lawn with some trees located along the western, boundary of the site. The
limits of work is located within two separate Threshold Discharge Areas which is defined
by the City of Renton Amendment to the KCSWD as; "an onsite area draining to a
single natural discharge location, or multiple natural discharge locations that combine
within one-quarter —mile downstream ".
Threshold Discharge Area #I (TDA # 1) includes the frontage improvements and a
portion of the on-site area located adjacent to the ROW. Grades within TDA #1 are less
than 2%. Stormwater runoff drains overland to the flow line of the existing curb. The
existing flow line is sloped to the south at grades ranging from 0.5% to 1%.
Threshold Discharge Area #2 (TDA#2) includes the majority of the proposed site.
Grades within TDA #2 slope downhill to the west. Slopes within the eastern half of TDA
#2 are roughly between 2% and 5%. Grades within the western half of TDA #2 are
steeper at approximately 10%.
Workforce Housing Project Page I Project No. 11010
1147 Glennwood Ave NE springline Design LLC
The existing land coverage of each TDA is presented in the table below. The existing
site is presented graphically in Figure 4 which follows this section. The downstream path
of stormwater runoff from both TDA #I and TDA #2 is described in the offsite analysis
in Section 1I1.
Table ;I - Existing Site Land Covera
TDA# l
0.000
0.019
0.000
0.004
0,063
0.086
TDA#2
0.048
0.006
0.016
0.000
0.535
0.606
Total
0.048
0.025
0,017
0.004
0.598
0.692
Developed Conditions:
The areas of proposed improvements include two townhouse buildings, an access drive,
parking lot, and walkways. Frontage improvement of the adjacent right -of --way will
include construction of new curb, gutter, sidewalk, planting strip, and a driveway. The
following table quantifies the areas of the proposed land coverage of TDA #1 and
TDA#2. The proposed site is presented graphically in Figure 5 which follows this .
section.
Table 2 - Redeveloned Site Land
TDA# 1
0.000 1
0.041
0.003
0.000
0.056
0.100
TDA #2
0.094
0.033
0.039
0.119
0.308
0.592
Total
0.094
.0.073
0.042
0.119
0.364
0.692
The existing site topography will not be dramatically altered in the proposed condition.
In general, the same areas of the site will continue to drain to TDA #1 and TDA #2.
As in the existing condition, runoff from TDA #1 will flow as surface flow to the curb's
flow line in Glennwood Ave NE. TDA #1 is under the thresholds which trigger the
requirement of both flow control and water quality facilities.
Stormwater runoff from TDA #2 will be collected by roof drains, catch basins, and area
drains. Per Core Requirement #4 of the City of Renton Amendment to the KCSWDM,
the proposed conveyance system will be designed to convey runoff resulting from the
peak rates resulting from the 25 -year storm event. The improvements within TDA #2
will trigger the requirement of both a flow control and water quality facility. The
Workforce Housing Project Page 2 Project No. 11010
1147 Glennwood Ave NE Springline Design LLC
' detention and water quality facilities for TDA #2 are proposed at the west end of the site
and consist of a Sft diameter detention tank and a Stormfilter. See Section IV for detailed
description of the design of the flow control and water quality facilities.
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Workforce Housing Project Page 3 Project No. 11010
1147 Glenwood Ave NE springline Design LLC
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FIGURE I - VICINITY MAP
Workforce Housing Project Page 4 Project No. 11010
1147 Glenwood Ave NE Springline Design LLC
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Workforce Housing Project Page 4 Project No. 11010
1147 Glenwood Ave NE Springline Design LLC
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FIGURE 2
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND
PROJECT ENGINEER"
Project Owner: Renton Housing Authority
Address : PO BOX 2316 Renton, WA 98056
Phone : 425-226-1850
Project Engineer: Peter.Apostol, PE
Company: Springline Design, LLC
Address/Phone: 206 957 8311
Part 3 TYPE OF PERMIT
APPLICATION
❑
Subdivison
❑
Short Subdivision
•
Grading
•
Commercial
❑
Other
Part 2 PROJECT. LOCATION AND.:
DESCRIPTION
Project Name : Workforce Housing Project at
1147 Glennwood AVE NE
Location: 1147 Glennwood Ave NE, Renton,
WA 98056
Township 23N
Range 5E
.............Section 9
Part 4 OTHER REVIEWS AND PERMITS.
❑
DFW HPA
❑
Shoreline Management
❑
COE 404
❑
Rockery
❑
DOE Dam Safety
❑
Structural Vaults
❑
FEMA Floodplain
❑
Other
❑
COE Wetlands
❑
Depressions/Swales
"Part 5 , SiTE COMMUNITY`AND:DRAINAGE' l3ASIN •r +'„
Community
Renton
Drainage Basin
East Lake Washington - Renton
Part,6 SITE CHARACTERISTICS
'.1
i
,
❑
River
❑
Floodplain
❑
Stream
❑
Wetlands
❑
Critical Stream Reach
❑
Seeps/Springs
❑
Depressions/Swales
❑
High Groundwater Table
❑
Lake
❑
Groundwater Recharge
❑
Steep Slopes
❑
Other
Workforce Housing Project Page 5
1147 Glenwood Ave NE
Project No, 11010
Springline Design LLC
Part 7 SOILS
Soil Type Slopes Erosion Potential Erosive Velocities
Arents, Alderwood 6% to 15% Moderate
Material
Ragnar-Indianola 2%-15% Moderate
❑ Additional Sheets Attached
Part 8 DEVELOPMENT -LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
El
El
❑ Additional Sheets Attached
Workforce Housing Project Page 6 Project No. 11010
1147 Glenwood Ave NE Springline Design LLC
Part
9' ESC`REQUIREMENTS 4 , r4J."q
F
MINIMUM ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
AFTER CONSTRUCTION
•
Sedimentation Facilities
•
Stabilize Exposed Surface
•
Stabilized Construction Entrance
•
Remove and Restore Temporary ESC Facilities
•
Perimeter Runoff Control
•
Clean and Remove All Silt and Debris
•
Clearing and Grading Restrictions
•
Ensure Operation of Permanent Facilities
•
Cover Practices
❑
Flag Limits of SAO and open space
preservation areas
•
Construction Sequence
❑
Other
❑
Other
Workforce Housing Project Page 6 Project No. 11010
1147 Glenwood Ave NE Springline Design LLC
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Part'10 SURFACE WATER SYSTEM
Cast in Place Vault
❑
❑
Grass Lined
•
Tank
❑ Infiltration
Method of Analysis
Other
ChannelKCRTS
❑
Vault
❑ Depression
•
Pipe System
El
Dissipater
FJFlow Dispersal
Compe Mitigati
on of Eliminated Site
❑
Open Channel
❑
Wetland
�_� Waiver
e
Storage
❑
Dry Pond
❑
Stream
�_� Regional
N/A
❑
Wet Pond
Detention
Brief Description of System Operation: Piped conveyance to on-site detention tank.
Facility Related Site Limitations
Reference Facility Limitation
-Part 11 STRUCTURAL ANALYSIS`
❑
Cast in Place Vault
❑
Retaining Wall
❑
Rockery > 4' High
❑
Structural on Steep Slope
❑
Other
Part 12 EASEMENTS/TRACTS xX ; F 4
❑ Drainage Easement
❑ Access Easement
❑ Native Growth Protection Easement
❑ Tract
❑ Other
Part Il 5lGNATURE'OF.PROFESSIONAI=.ENGINEER tl " i
or a civil engineer under my supervision my supervision have visited the site. Actual site
conditions as observed were incorporated into this worksheet and the attachments. To the best of
my knowledge the information provided here is accurate.
Workforce Housing Project
1 147 Glennwood Ave NR
Page 7
Project No. 11010
5pringline Design ILC
PROJECT SITE
)AW I
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DIVISION LINE ALDERWOOD
(MATERIAL, 6-1501
..ice RAGNAR-INDIANOLA SLOPES (AmC)
(RdC) .
4trl
IA
ONO
*,SOL Ilk
FIGURE 3 - EXISTING SITE SOIL CONDITIONS
Workforce Housing Project Page A Project No. 11010
1147 Glenwood Ave NE Springline Design LLC
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' SECTION II — CONDITIONS AND REQUIREMENTS SUMMARY
' The proposed project is subject to a Full Drainage Review and is therefore subject to all
eight core requirements and all six special requirements. These requirements are listed
below along with a discussion of their applicability to this project.
Core Requirements:
1 Req. #1 Discharge at Natural Location:
Existing discharge locations will be maintained.
Req. #2 Offsite Analysis:
'
See Section III below.
Req. #3 Flow Control:
'
TDA #1
The project is required to meet the Peak Rate Flow Control Standard. TDA #1 is
'
exempt from providing a flow control facility and flow control BMPs since it will
not generate more than a 0.1 cfs increase in the existing site condition's 100 -yr
'
peak flow.
TDA #2
'
The improvements within TDA #2 trigger the requirement for a flow control
facility and flow control BMPs. A 5ft diameter detention tank is proposed to
satisfy the flow control facility requirement. The site is classified as a Large Lot
High Impervious site. As such; 40% of the Targeted Effective Impervious
Surfaces must be mitigated for by a flow control BMP. This requirement will be
satisfied through the use of pervious asphalt pavement.
'
For further details see Section IV.
1 Req. #4 Conveyance System:
The new conveyance system has been designed to meet this requirement. A
backwater analysis will be provided in the final TIR.
I
Req. #5 Erosion and Sediment Control:
Construction ESC systems have been designed to meet this requirement.
' Req. #b Maintenance and Operations:
Workforce Housing Project Page 11
' 1147 Glennwood Ave NP
Project No, 11014
Springline Design LLC
A Declaration of Covenant may be necessary for this project. The proposed
facilities will be owned and maintained by the Renton Housing Authority.
Rey. #7 Financial Guarantees:
A financial guarantee will be necessary for this project. Bonding will be required
for the construction of improvements and will be obtained prior to construction.
Req. #8 Water Quality:
The proposed improvements located within TDA #1 are under the thresholds
which trigger the requirement of a flow control facility.
The proposed improvements within TDA #2 include areas of pollution generating
impervious and pervious surfaces which trigger the requirement of a water quality
facility. Normally, the Enhanced Basic Water Quality Menu would be applicable
as it is multi -family site that is located within a Basic water quality area.
However, since the site will meet all the criteria of Exemption #4 on page 1-69 of
the KCSWDM, the requirement for a water quality facility is reduced to the Basic
Water Quality Menu. A Stormfilter with ZPG cartridges is proposed downstream
of the detention system to meet the requirements of the Basic Water Quality
Menu.
For further details see Section IV.
Special Requirements:
Req. #1 Area Specific Requirements:
No area specific requirements are applicable to this project.
Reg. #2: Floodplain/Floodway Delineation
This project is not adjacent to any floodplains or floodways. Therefore no
delineation is necessary.
Req. #3 Flood Protection Facilities:
This project is not adjacent to any applicable areas and will not affect any
applicable facility.
Req. #4 Source Controls:
This project is a multi -family project and will provide appropriate source controls
Req. #S Oil Control:
Workforce Housing Project Page 12 Project No. 11010
1147 Glennwood Ave NE Springline Design LLC
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No oil control requirements are applicable to this project
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Req. ##6 Aquifer Protection Area
The proposed project is within Zone 2 of the APA. There are no open flow
control, water quality, or conveyance facilities proposed that will introduce
stormwater to ground water given the project soil conditions.
Workforce Housing Project Page 13 Project No. 11010
1147 Glennwood Ave NE Springline Resign LLC;
SECTION III — OFFSITE ANALYSIS
Task 1 — Study Area Definition and Maps
Maps of the project site and surrounding area were obtained from the King County GIS
website. Topographical site information is from the topographical survey for the project.
Storm drainage system maps were compiled from City of Renton GIS maps and as -built
plans. Aerial images were obtained from Google Earth.
Task 2 — Resource Review
The City of Renton Public Works Department was contacted regarding the resources
listed in section 2.3.1.1 of the 2010 City of Renton Addendum to KCSWDM. The
following is a summary of the resource review:
• Adopted Basin Plans
o King County Basin Name
i Map)
East Lake Washington (per King County
• Basin Reconnaissance Summary Reports
o None completed to our knowledge.
• Floodplain/Floodway (FEMA) Maps
o The site is not within a floodplain or floodway per FEMA mapping.
• Other Offsite Analysis Reports
o Other Offsite Analysis Reports were not available.
• Environmentally Sensitive Areas Map
o There are no Environmentally Sensitive areas mapped within the vicinity
of the site.
• USDA Soils Survey
o A geotech report has been completed and site soils are primarily silty sand
that was underlain by impermeable glacial till soil
• Wetlands Inventory Maps
o There are no Wetlands mapped within the vicinity of the site.
Workforce Housing Project Page 14 Project No. 11010
1147 Cslennwood Ave NE springline Design LLC
1
'
Task 3 — Field Inspection
A Level 1 downstream analysis was performed on the morning of June 20, 2011.
Weather conditions during the downstream analysis consisted of overcast skies and
temperatures of 55-60 degrees F. Periodic rainfall occurred in the week prior to the
analysis.
On-site landuse and topography was confirmed and the downstream conveyance of each
threshold discharge area was identified. Additional information was provided by Sean
'
McCarty who is the Maintenance Operations Foreman at the Renton Housing Authority.
Mr. McCarty has been with the RHA for 26 years and is very familiar with the RHA
properties. He was able to confirm and help clarify questions about the downstream
'
conveyance described below. This section is complemented by the information found in
Figure 6 and the Off-site Analysis Drainage system Table which follow this section.
' TDA #1
Runoff from TDA 41 originates form a small portion of on-site area as well as from the
right-of-way where the proposed frontage improvements are located. Stormwater runoff
sheet flows to southern curb in Glennwood Ave NE. Drainage from TDA #1 and other
areas of the Glennwood Ave NE right-of-way flow along the curb's flow line to the
south. A low spot is located approximately 3508 downstream from the site. A concrete
' curb and gutter begins at this point and continues to the south (see photo below).
' Stormwater pools at the low spot and backs up along the gutter to the south until reaching
the intersection of Glennwood Ave NE & Sunset Ln NE. Pooling also backs up to the
back of the sidewalk adjacent to the low spot and then flows onto private property to the
t west. It was not clear which route occurs first as the back of sidewalk and gutter at the
intersection appear to be roughly at the same elevation.
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Workforce Housing Project Page 15 Project No. 11410
1147 Glenwood Ave NE Springfine Design LLC
Mr. McCarty indicated that there have not been any drainage problems occurring from
stormwater flowing over the back of sidewalk onto the private property to the west. He
also confirmed that stormwater backs up along the gutter until reaching the intersection
of Glennwood Ave NE and Sunset Ln NE. From this point, stormwater drains along the
gutter of Sunset Ln NE to two catch basins located adjacent to one another at a low spot.
The catch basin lids could not be removed at the time of the field visit. According Mr.
McCarty, a piped conveyance line conveys stormwater from the catch basins to the
southwest. He mentioned that this line was plugged during a roadway widening project
of Sunset Blvd. He indicated that during large storm events pooling occurs at the low
spot in Sunset Ln NE. However he has not witnessed any occurrences of storm water
overtopping the curb.
11.��Pa
Runoff from TDA #2 originates form the on-site areas. Stormwater runoff sheet flows
onto the adjacent parcel to the west which is vacant and heavily vegetated. Grades within
this parcel slope to the west at approximately 10%-15%. Sheet flow patterns persist in a
westerly direction until flowing onto Edmonds Ave NE. A piped conveyance system in
Edmonds Ave NE collects runoff from TDA #1 and conveys flows to the south. Due to
heavy traffic conditions, the piped conveyance system was not inspected. Based on
record drawings obtained from the City of Renton Department of Public Works, the piped
conveyance continues to the south in Edmonds Ave NE beyond 'Amile downstream from
the site. No open drainage complaints are associated with the downstream conveyance of
TDA #2.
Task 4 — Drainage System Description and Problem Description
There are no known problems with the downstream system.
Task 5 — Mitigation of Existing or Potential Problems
Based on the observations made during the field inspection and the requirements for the
design of the proposed drainage systems, no negative impacts to the systems downstream
of TDA #1 and #2 are anticipated.
Workforce I lousing Project Page 16 Project No. 11010
1147 Glennwood Ave NE Springline Design LLC
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SECTION IV — FLOW CONTROL AND WATER QUALITY FACILITY
ANALYSIS AND DESIGN
Flow Control
The project is located in a Peak Flow Control Standard area. This standard requires that
the developed site discharge rates match the existing site conditions discharge rates for
the 2-, 10-, and 100 -year return periods. The thresholds which trigger the requirement for
a flow control facility are applied separately to each threshold discharge area.
TDA #1
TDA #1 is exempt from the facility requirement because the developed condition results
in no more than a 0.1 cfs increase in the existing site conditions 100 -year peak flow rate.
Results from the KCRTS analysis of the 100 -yr peak flow rates resulting from the
developed and existing conditions of TDA #1 is provided below:
Flow Frequency Analysis
Time Series File:tdal-dev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates ---
Flow Rate Rank Time of Peak
(CFS)
0.016 5 2/09/01 2:00
Flow Frequency Analysis
Time Series File:tdal_existinq.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates ---
Flow Rate Rank Time of Peak
(GFS)
0.011 4 2/09/01 2:00
-----Flow Frequency Analysis-------
- - Peaks - - Rank Return Prob
(CFS) Period
0.033'. `' 1 100.00 0.990
-----Flow Frequency Analysis-------
- - Peaks - - Rank Return Prob
(CFS) Period
0.024 1 100.00 0.990
TDA # 1 100 -yr Developed Peak Rate = 0.033 CFS
' TDA #2 100 -yr Existing Peak Rate = 0.024 CFS
Net difference = 0.09 CFS < 0.1 CFS
1
TDA #2
TDA #2 triggers the requirement for a flow control facility per the Peak Flow Control
Standard. As such, a 5 ft diameter detention facility is proposed to provide the required
level of flow control.
The site is classified as a Large Lot High Impervious Site. implementation of Flow
Control BMPs is therefore required for 40% of the site's targeted effective impervious
areas. To satisfy this requirement, 5190 SF of permeable pavement is proposed. Per
Chapter 5 of the KCSWDM, this area should be modeled as 50% impervious and 50%
Till Grass for the purpose of sizing a flow control facility. The targeted surfaces of TDA
#2 have been adjusted accordingly in the flow control facility sizing calculations which.
are provided in Appendix B.
Workforce Housing Project Page 19
'1147 Glenwood Ave ME
Project No. 11010
Springline Design LLC
Water Quality
TDA# 1
The targeted surfaces in TDA #1 are under the thresholds which trigger the requirement
of a water quality facility.
TDA #2
The pollution generating surfaces within TDA #2 trigger the requirement for a water.
quality facility. Normally, the Enhanced Basic Water Quality Menu would be applicable
to the site as it is a multi -family site that is located within a Basic water quality area.. Per
Exemption #4 on page 1-69 (City of Renton Amendment to the KCSWDM) however, if
the following criteria is met, this requirement is reduced to the Basic Water Quality
Menu:
a) No leachable metals (e.g., galvanized metals) are currently used or proposed to
be used in areas of the site exposed to the weather, ANDI
b) A covenant is recorded that prohibits future such use of leachable metals on the
site (use the covenant in Reference Section 8-Q), AND
c) Less than SO% of the runoff draining to the proposed treatment facility is from
any area of the site comprised of one or both of the following land uses: ,
• Commercial land use with an expected ADT of 100 or more vehicles per
1, 000 square feet of gloss building area.
• Commercial land use involved with vehicle repair, maintenance, or sales.
The project will meet the above criteria explicitly, and is therefore providing treatment of
pollution generating surfaces as outlined by the Basic Water Quality Menu. This will be
provided by a Stormfilter with ZPG Cartridges located downstream of the proposed
detention facility. Sizing calculations of the Stormfilter is provided in Appendix B.
Workforce Housing Project Page 20 Project No. 11010
1147 Glenwood Ave Nr Springline Design LLC
SECTION V — CONVEYANCE SYSTEM DESIGN AND ANALYSIS
' The new conveyance system has been designed to meet this requirement. Storrnwater
from TDA ##2 will be tight -lined to a rock pad located approximately 100 ft west of the
southwestern property corner within the adjacent parcel which is also owned by the
Renton Housing Authority. The rock pad has been sized per table 4.2.2.A of the
KCSWDM. A Backwater analysis of all proposed conveyance systems will be provided
in the final TIR.
SECTION VI — SPECIAL REPORTS AND STUDIES
A geotechnical analysis of the site was performed and is included in Appendix D.
'
SECTION VI I — OTHER PERMITS
No other permits are required.
'
SECTION Vill — EROSION AND SEDIMENT CONTROL
'
ESC Measures are being addressed as follows:
0 Clearing Limits: Clearing limits are being delineated by perimeter silt fencing and
'
chain link fencing.
• Cover Measures: Temporary cover shall be installed if an area is to remain
unworked for more than seven days during the dry season (May 1 to September
30) or for more than two consecutive working days during the wet season
(October I to April 30). Any area to remain unworked for more than 30 days shall
be seeded or sodded, unless the City of Renton determines that winter weather
'
makes vegetation establishment infeasible.
0 Perimeter Protection: Perimeter protection will be implemented by silt fencing
'
around the site perimeter where drainage paths require.
• Traffic Area Stabilization: A stabilized construction entrance will be built for
construction traffic.
r•
Sediment Retention: Catch basin protection has been provided and is shown on
the projects TESC plans.
• Surface Water Control: Surface water will be collected and conveyed via swales
with check dams as necessary.
• Dust Control: Dust control, if required, will be provided through the limited use
'
of water trucks.
C�
1
Workforce }lousing Project Page 21
1 W7 Glenwood Ave NE
Project No. 11010
Springline Design LLC
SECTION IX -- BOND QUANTITIES
A bond quantity worksheet for the proposed improvements will be included with the final
TIR.
SECTION X -- OPERATIONS AND MAINTENANCE MANUAL
An operation and maintenance manual which outlines required regular maintenance
necessary for the proposed stormwater facilities is provided in Appendix C. The
maintenance of the stonnwater facilities will by be performed by the Renton Housing
Authority.
Workforce Housing Project Page 22 Project No. 11010
1147 Glennwood Ave NE springline Design LLC '
1
Appendix A
Civil Plans
09
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Appendix B
TDA #2 Flow Control & Water Quality Calculations
1
1
1
1
1
1
1
1
1
TDA #2 Flow Control Calculation
Existing Conditions Land Use
0.00 0.00 0.00000
0.00 0.00 0.00000
0.54 0.00 0.00000
0.00 0.00 0.00000
0.00 0.00 0.00000
0.00 0.00 0.00000
0.00 0.00 0.00000
0.07 0.00 0.00000
TDA2-Existing.tsf
• Peaks from Existing Conditions Land Use
Flow Frequency Analysis
Time Series File:tda2-existing.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates ---
Flow Rate Rank Time of Peak
(CFS)
0.065 4 2/09/01 2:00
0.040 6 1/05/02 16:00
0.081 2 2/27/03 7:00
0.028 8 8/26/04 2:00
0.037 7 1./05/05 8:00
0.068 3 1/18/06 16:00
0.062 5 11/24/06 3:00
0.147 1 1/09/08 6:00
Computed Peaks
0 Till Forest
0 Till Pasture
0 Till Grass
0 Outwash Forest
0 Outwash Pasture
0 Outwash Grass
0 Wetland
0 Impervious
-----Flow
Frequency
Analysis--------
- Peaks.-
- Rank
Return
Prob
(CFS)
Period
0.147
1
100.00
0.990
0.081
2
25.00
0.960
0.068
3
10.00
0.900
0.065
4
5.00
0.800
0.062
5
3.00
0.667
0.040
6
2.00
0.500
0.037
7
1.30
0.231
0.028
8
1.10
0.091
0.125
50.00
0.980
1
1
1
1
1
• Developed Land Use
0.00
0.00
0.00
0.00
0.37
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.22
0.00
TDA2-Developed-Modified.tsf
• Peaks from Developed Land Use
0.000000 Till Forest
0.000000 Till Pasture
0.000000 Till Grass
0.000000 Outwash Forest
0.000000 Outwash Pasture
0.000000 Outwash Grass
0.000000 Wetland
0.000000 Impervious
Flow Frequency Analysis
Time Series
File:tda2-developed.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
0.087
5
2/09/01
2:00
0.184
1
100.00
0.990
0.065
7
1/05/02
16:00
0.106
2
25.00
0.960
0.106
2
2/27/03
7:00
0.092
3
10.00
0.900
0.063
8
8/26/04.
2:00
0.091
4
5.00
0.800
0.077
6
10/28/04
16:00
0.087
5
3.00
0.667
0.092
3
1/18/06
16:00
0.077
6
2.00
0.500
0.091
4
10/26/06
0:00
0.065
7
1.30
0.231
0.184
1
1/09/08
6:00
0.063
8
1.10
0.091
Computed
Peaks
0.158
50.00
0.980
1
1
1
1
1
1
1
1
1
1
• Detention Facility
Retention/Detention Facility
Type of Facility: Detention Tank
Tank Diameter: 5.00 ft
Tank Length: 80.00 .ft
Effective Storage Depth: 4.50 ft
Stage 0 Elevation: 0.00 ft
Storage Volume: 1489. cu. ft
Riser Head: 4.50 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 1.05 0.063
2 1.60 0.80 0.030 4.0
3 2.50 0.95 0.035 4.0
Top Notch Weir: None
Outflow Rating Curve: None
• Outflow from Detention Facility
- -
Rank
Flow Frequency Analysis
Prob
Time Series
File:rdout.tsf
Project
Location:Sea-Tac
0.141
---Annual
Peak Flow Rates
---
Flow Rate
Rank Time of
Peak
(CFS)
25.00
0.960
0.059
5 2/09/01
7:00
0.031
7 1/05/02
17:00
0.059
4 2/27/03
9:00
0.027
8 8/26/04
4:00
0.038
6 10/28/04
19:00
0.064
2 1/18/06
17:00
0.064
3 11/24/06
5:00
0.141
1 1/09/08
9:00
Computed
Peaks
0.78
-----Flow Frequency Analysis------
- - Peaks
- -
Rank
Return
Prob
(CFS)
(ft)
Period
0.141
4.50
1
100.00
0.990
0.064.
2.50
2
25.00
0.960
0.064
2.50
3
10.00
0.900
0.059
2.27
4
5.00
0.800
0.059
2.25
5
3.00
0.667
0.038
1.57
6
2.00
0.500
0.031
1.07
7
1.30
0.231
0.027
0.78
8
1.10
0.091
0.115
3.96
50.00
0.980
1
' TDA #2 Water Quality Calculation
Treat 2 -yr flow rate released by control structure
' • WQ flow rate for Stormfilter sizing = 2yr release rate from detention tank
WQ flow rate for Stormfilter sizing = 0.038 cfs = 17 gpm
• Each 18" ZPG StormFilter Cartridge can treat 7.5 gpm
' • Provide (3) 18" ZPG StormFilter Cartridges in a 48" Stormfilter Manhole
1
i
1
1
1
1
1
1
1
J
7
1
1
1
1
C
i
Appendix C
Operation and Maintenance Manual
1 AI'PF..ND1X A MA1N'rI:NANCI,'iZEQiJIItliMliN'I'S FOR FLOW CON`IROI- CONVEYANCE, AND WO FACILITIES
1
1
1
1
1
1
1('
1
1
NO.3 - DETENTION TANKS AND VAULTS
Maintenance
Defect or Problem
Conditions When Maintenance Is Needed
Results Expected When
Component
Maintenance is Performed
site
Trash and debris
Any trash and debris which exceed 1 cubic foot
Trash and debris cleared from site.
per 1,000 square feet (this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Noxious weeds
Any noxious or nuisance vegetation which may
Noxious and nuisance vegetation
constitute a hazard to County personnel or the
removed according to applicable
public.
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Conlaminanls and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass/groundcover
Grass or groundcover exceeds 18 inches in
Grass or groundcover mowed to a
height.
height no greater than B inches.
Tank or Vault.
Trash and debris
Any trash and debris accumulated in vault or tank
No trash or debris in vault.
Storage Area
(includes floatables and non-floatables).
Sediment
Accumulated sediment depth exceeds 10% of the
All sediment removed from storage
accumulation
diameter of the storage area for % length of
storage vault or any point depth exceeds 15% of
area.
diameter. Example; 72 -inch storage tank would
require cleaning when sediment reaches depth of
7 inches for more than '/� length of tank.
Tank Structure
Plugged air vent
Any blockage of the vent.
Tank or vault freely vents.
Tank bent out of
Any part of tank/pipe Is bent out of shape more
Tank repaired or replaced to design.
shape
than 10% of its design shape.
Gaps between
A gap wider than '/,inch at the joint of any tank
No water or soil entering tank
sections, damaged
sections or any evidence of soil particles entering
through joints or walls.
joints or cracks or
the tank at a joint or through a wall.
tears in wall
Vault Structure
Damage to wall,
Cracks wider than 1/2 -inch, any evidence of soil
Vault is seated and structurally
frame, bottom, and/or
entering the structure through cracks or qualified
sound.
top slab
inspection personnel determines that the vault is
not structurally sound.
Inlet/Outlet Pipes
Sediment
Sediment filling 20% or more of the pipe.
Inlettoutlet pipes clear of sediment.
accumulation
Trash and debris
Trash and debris accumulated in inlet/outlet
No trash or debris in pipes.
pipes (includes floatables and non-floatables).
Damaged
Cracks wider than '/:-inch at the joint of the
No cracks more than %-Inch wide at
inlet/outlet pipes or any evidence of soil entering
the joint of the inlet/outlet pipe.
at the joints of the inlet/outlet pipes.
' 2009 Surface Water Design Manual — Appendix A 1/9/2009
A-5
AF'P[3Nf)IX A MAIN,rI-NANCE REQL3llU_`MFNTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES I
NO. 3 - DETENTION TANKS AND VAULTS
Maintenance
Defect or Problem
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance Is Performed
Access Manhole
Coverllid not in place
Coverllid is missing or only partially in place.
Manhole access covered.
Any open manhole requires immediate
maintenance.
Locking mechanism
Mechanism cannot be opened by one
Mechanism opens with proper tools.
not working
maintenance person with proper tools. Bolls
cannot be seated. Self-locking cover/lid does not
work.
Coverllid difficult to
One maintenance person cannot remove
Coverllid can be removed and
remove
cover/lid after applying 80 lbs of lift.
reinstalled by one maintenance
person.
Ladder rungs unsafe
Missing rungs, misalignment, rust, or cracks.
Ladder meets design standards.
Allows maintenance person safe
access.
Large access
Damaged or difficult
Large access doors or plates cannot be
Replace or repair access door so it
doorslplate
to open
opened/removed using normal equipment.
can opened as designed.
Gaps, doesn't cover
Large access doors not flat and/or access
Doors close flat and covers access
completely
opening not completely covered,
opening completely.
Lifting Rings missing,
Lifting rings not capable of lifting weight of door
Lifting rings sufficient to lift or
rusted
or plate.
remove door or plate.
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APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CON'T'ROL, CONVEYANCE, AND WQ FACILITIES
NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance
Defect or Problem
Condition When Maintenance is Needed
Results Expected When
Component
Maintenance Is Performed
Structure
Trash and debris
Trash or debris of more than % cubic foot which
No Trash or debris blocking or
is located immediately in front of the structure
potentially blocking entrance to
opening or is blocking capacity of the structure by
structure.
more than 10%.
Trash or debris in the structure that exceeds '/3
No trash or debris in the structure.
the depth from the bottom of basin to invert the
lowest pipe into'or out of the basin.
Deposits of garbage exceeding 1 cubic toot in
No condition present which would
volume.
attract or support the breeding of
insects or rodents.
Sediment
Sediment exceeds 60% of the depth from the
Sump of structure contains no
bottom of the structure to the invert of the lowest
sediment.
pipe into or out of the structure or the bottom of
the FROP-T section or Is within 6 inches of the
invert of the lowest pipe into or out of the
structure or the bottom of the FROP-T section.
Damage to frame
Corner of frame extends more than'/, inch past
Frame is even with curb.
and/or top slab
curb face into the street (If applicable).
Top slab has holes larger than 2 square inches or
Top slab is free of holes and cracks.
cracks wider than 'A inch.
Frame not sitting flush on tap slab, i.e.,
f=rame is sitting flush on top slab.
separation of more than'/. inch of the frame from
the top slab.
Cracks in walls or
Cracks wider than'/: inch and longer than 3 feet,
Structure is seated and structurally
bottom
any evidence of soil particles entering structure
sound,
through cracks, or maintenance person judges
that structure is unsound.
Cracks wider than % Inch and longer than 1 fool
No cracks more than '14 inch wide at
at the joint of any inletloutlet pipe or any evidence
the joint of inlet/outlet pipe.
of sail particles entering structure through cracks.
Settlement/
Structure has settled more than 1 inch or has
Basin replaced or repaired to design
misalignment
rotated more than 2 inches out of alignment.
standards.
Damaged pipe joints
Cracks wider than '/2 -Inch at the joint of the
No cracks more than 'h -inch wide at
inlet/outlet pipes or any evidence of soil entering
the joint of inletloutlet pipes.
the structure at the joint of the inlat/outlet pipes.
-
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil flim.
Ladder rungs missing
Ladder is unsafe due to missing rungs,
Ladder meets design standards and
or unsafe
misalignment, rust, cracks, or sharp edges.
allows maintenance person safe
access.
FROP-T Section
Damage
T section is not securely attached to structure
T section securely attached to wall
wall and outlet pipe structure should support al
and outlet pipe.
least 1,000 lbs of up or down pressure.
Structure Is not in upright position (allow up to
Structure in correct position.
10% from plumb).
Connections to outlet pipe are not watertight or
Connections to outlet pipe are water
show signs of deteriorated grout.
tight; structure repaired or replaced
and works as designed.
Any holes --other than designed holes—in the
Structure has no holes other than
structure.
designed holes.
Cleanout Gate
Damaged or missing
Cleanout gate is missing.
Replace cleanout gate.
' 2009 Surface Water Design Manual — Appendix A 1/9/2009
A-7
APPENDIX A MAINTENANCE' REQUIREMENTS FLOW CONTROL, CONVEYANCE., AND WQ FACILITIES I
NO.4 - CONTROL STRUCTUREIFLOW RESTRICTOR
Maintenance
Defect or Problem
Condition When Maintenance is Needed
Results Expected When
Component
Maintenance is Performed
Cleanout gale is not watertight.
Gate is watertight and works as
designed.
Gate cannot be moved up and down by one
Gate moves up and down easily and
maintenance person.
is watertight.
Chain/rod leading to gate is missing or damaged.
Chain is in place and works as
designed.
Orifice Plate
Damaged or missing
Control device is not working properly due to
Plate is in place and works as
missing, out of place, or bent orifice plate.
designed.
Obstructions
Any trash, debris, sediment, or vegetation
Plate is free of all obstructions and
blocking the plate.
works as designed.
Overflow Pipe
Obstructions
Any trash or debris blocking (or having the
Pipe is free of all obstructions and
potential of blocking) the overflow pipe.
works as designed.
Deformed or damaged
Lip of overflow pipe is bent or deformed.
Overflow pipe does not allow
lip
overflow at an elevation lower than
design
Iniet/Outlet Pipe
Sediment
Sediment filling 20% or more of the pipe.
Inlet/outlet pipes clear of sediment.
accumulation
Trash and debris
Trash and debris accumulated in inlet/outlet
No trash or debris in pipes.
pipes (includes floatables and non-floatables).
Damaged
Cracks wider than'/cinch at the joint of the
No cracks more than %-Inch wide at
inlet/outlel pipes or any evidence of soil entering
the joint of the inlet/outlet pipe.
at the joints of the inletloutlet pipes.
Metal Grates
Unsafe grate opening
Grate with opening wider than 7)11 inch.
Grate opening meets design
(If Applicable)
standards.
Trash and debris
Trash and debris that is blocking more than 20%
Grate free of trash and debris.
of grate surface.
footnote to guidelines for disposal
Damaged or missing
Grate missing or broken member(s) of the grate.
Grate is in place and meets design
standards.
Manhole Cover/Lid
Cover/lid not in place
CoverAid is missing or only partially in place.
Coverllid protects opening to
Any open structure requires urgent
structure.
maintenance.
Locking mechanism
Mechanism cannot be opened by one
Mechanism opens with proper tools.
Not Working
maintenance person with proper tools. Bolts
cannot be sealed. Self-locking cover/lid does not
work.
CoverAid difficult to
One maintenance person cannot remove
Cover/lid can be removed and
Remove
coverllid after applying 80 lbs. of lift.
reinstalled by one maintenance
person.
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NO.5 - CATCH BASINS AND MANHOLES
Maintenance
Defect or Problem
Condition When Maintenance Is Needed
Results Expected When
Component
Maintenance is Performed
Structure
Sediment
Sediment exceeds 60% of the depth from the
Sump of catch basin contains no
bottom of the catch basin to the invert of the
sediment.
lowest pipe into or out of the catch basin or is
within 6 inches of the invert of the lowest pipe
into or out of the catch basin.
Trash and debris
Trash or debris of more than 1/2 cubic foot which
No Trash or debris blocking or
is located immediately in front of the catch basin
potentially blocking entrance to
opening or is blocking capacity of the catch basin
catch basin.
by more than 10%.
Trash or debris in the catch basin that exceeds
No trash or debris in the catch basin.
113 the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Dead animals or vegetation that could generate
No dead animals or vegetation
odors that could cause complaints or dangerous
present within catch basin.
gases (e.g., methane),
Deposits of garbage exceeding 1 cubic foot in
No condition present which would
volume.
attract or support the breeding of
insects or rodents.
Damage to frame
Corner of frame extends more than Y. inch past
Frame is even with curb.
and/or top slab
curb face Into the street (If applicable).
Top slab has holes larger than 2 square inches or
Top slab is free of hales and cracks,
cracks wider than''/, inch.
Frame not sitting flush on top slab, i.e.,
Frame is sitting flush on top slab.
separation of more than % inch of the frame from
the top slab.
Cracks in walls or
Cracks wider than '% inch and longer than 3 feet,
Catch basin is seated and
bottom
any evidence of soil particles entering catch
structurally sound.
basin through cracks, or maintenance person
judges that catch basin is unsound.
Cracks wider than % inch and longer than 1 foot
No cracks more than 114 inch wide at
at the joint of any inlet/outlet pipe or any evidence
the joint of inlet/outlet pipe.
of soil particles entering catch basin through
cracks.
Settlement/
Catch basin has settled more than 1 inch or has
Basin replaced or repaired to design
misalignment
rotated more than 2 inches out of alignment.
standards.
Damaged pipe joints
Cracks wider than '%-inch at the joint of the
No cracks more than V.. -inch wide at
inletloutlet pipes or any evidence of soil entering
the joint of inlettoutlet pipes.
the catch basin at the joint of the inlet/outlet
pipes.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Inlet/Outlet Pipe
Sediment
Sediment filling 20% or more of the pipe.
tnletioutlet pipes clear of sediment.
accumulation
Trash and debris
Trash and debris accumulated In inlettoutlet
No trash or debris in pipes.
pipes (includes floatables and non-floatables).
Damaged
Cracks wider than Yrinch at the joint of the
No cracks more than %-inch wide at
Inlet/outlet pipes or any evidence of soil entering
the joint of the inlettoullel pipe.
at the joints of the inletloutlet pipes.
' 2009 Surface Water Design Manual -- Appendix A 1/9/2009
A-9
APPGNDIX A MAINTENANCE REQI11RF.MI7NTS FLOW CONTROL, CONVl-YANCF,, AND WQ FACILITIE=S
NO. 5 -- CATCH BASINS AND MANHOLES
Maintenance
Defect or Problem
Condition When Maintenance Is Needed
Results Expected When
Component
Maintenance Is Performed
Metal Grates
Unsafe grate opening
Grate with opening wider than '1B inch.
Grate opening meets design
(Catch Basins)
standards.
Trash and debris
Trash and debris that is blocking more than 20%
Grate free of trash and debris.
of grate surface.
footnote to guidelines for disposal
Damaged or missing
Grate missing or broken member(s) of the grate.
Grate is in place and meets design
Any open structure requires urgent
standards.
maintenance.
Manhole Cover/Lid
Coverllid not in place
Coverflid is missing or only partially in place.
Coverllid protects opening to
Any open structure requires urgent
structure.
maintenance.
Locking mechanism
Mechanism cannot be opened by one
Mechanism opens with proper tools.
Not Working
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
Coverllid difficult to
One maintenance person cannot remove
Cover/lid can be removed and
Remove
coverNid after applying 80 lbs. of lift.
reinstalled by one maintenance
person.
1/9/2009 2009 Surface Water Design Manual -- Appendix A
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APPENDIX A MAINTFNANCE REQU]REM ENTS FOR FLOW CONTROL., CONVEYANCE, AND WQ FAC I].IT]ES
NO.6 - CONVEYANCE PIPES AND DITCHES
Maintenance
Defect or Problem
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is Performed
Pipes
Sediment & debris
Accumulated sediment or debris that exceeds
Water flaws freely through pipes.
accumulation
20% of the diameter of the pipe.
Vegetation/roots
Vegetation/roots that reduce free movement of
Water !lows freely through pipes.
water through pipes.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented If
appropriate. No contaminants
present other than a surface ail film.
Damage to protective
Protective coating is damaged; rust or corrosion
Pipe repaired or replaced.
coating or corrosion
is weakening the structural integrity of any part of
pipe.
Damaged
Any dent that decreases the cross section area of
Pipe repaired or replaced.
pipe by more than 20% or is determined to have
weakened structural integrity of the pipe.
Ditches
Trash and debris
Trash and debris exceeds 1 cubic foot per 1,000
Trash and debris cleared from
square feet of ditch and slopes.
ditches.
Sediment
Accumulated sediment that exceeds 20% of the
Ditch deanedl(lushed of all sediment
accumulation
design depth.
and debris so that it matches design.
Noxious weeds
Any noxious or nuisance vegetation which may
Noxious and nuisance vegetation
constitute a hazard to County personnel or the
removed according to applicable
public,
regulations, No danger of noxious
vegetation where County personnel
or the public might normally be,
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Vegetation
Vegetation that reduces free movement of water
Water flows freely through ditches.
through ditches.
Erosion damage to
Any erosion observed on a ditch slope.
Slopes are not eroding.
slopes
Rock lining out of
One layer or less of rock exists above native soil
Replace rocks to design standards.
place or missing (If
area 5 square feet or more, any exposed native
Applicable)
soil.
' 2009 Surface Water Design Manual — Appendix A 1/9/2009
A-11
APPENDIX A MAI N"T FNANC13 RFOUIRE-MENTS FLOW CONTROL, CONVEYANCE, AND WQ FACIL.1 FLS '
NO.7 - DEBRIS BARRIERS (E.G., TRASH RACKS)
Maintenance
Component
Defect or Problem
Condition When Maintenance is Needed
Results Expected When
Maintenance is Performed.
Site
Trash and debris
Trash or debris plugging more than 20% of the
Barrier clear to receive capacity flow,
area of the barrier.
Sediment
Sediment accumulation of greater than 20% of
Barrier clear to receive capacity flow,
accumulation
the area of the barrier
Structure
Cracked broken or
loose
Structure which bars attached to is damaged -
pipe is loose or cracked or concrete structure is
Structure barrier attached to is
sound,
cracked, broken of loose.
Bars
Bar spacing
Bar spacing exceeds 6 inches.
Bars have at most 6 inche spacing.
Damaged or missing
Bars are bent out of shape more than 3 inches.
Bars in place with no bends more
bars
than % inch.
Bars are missing or entire harrier missing.
Bars in place according to design.
Bars are loose and rust is causing 50%
Repair or replace barrier to design
deterioration to any part of barrier.
standards.
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APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CON'T'ROL, CONVEYANCE, AND WQ FACILITIES
NO.8 - ENERGY DISSIPATERS
Maintenance
Defect or Problem
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is Performed.
Site
Trash and debris
'Trash and/or debris accumulation.
Dissipater clear of trash and/or
debris.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
Pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control SMPs implemented it
appropriate. No contaminants
present other than a surface oil film.
Rock Pad
Missing or moved
Only one layer of rock exists above native soil in
Rock pad prevents erosion.
Rock
area five square feel or larger or any exposure of
native soil.
Dispersion Trench
Pipe plugged with
Accumulated sediment that exceeds 20% of the
Pipe cleanedlflushed so that it
sediment'
design depth.
matches design.
Not discharging water
Visual evidence of water discharging at
Water discharges from feature by
properly
concentrated points along trench (normal
sheet flow.
condition is a "shoot flow" of water along trench).
Perforations plugged.
Over 114 of perforations in pipe are plugged with
Perforations freely discharge flow.
'debris or sediment.
Water flows out top of
. Water flows out of distributor catch basin during
No flow discharges from distributor
'distributor' catch
any storm less than the design storm.
catch basin.
basin.
Receiving area over-
Water in receiving area is causing or has
No danger of landslides.
saturated
potential of causing landslide problems.
Gabions
Damaged mesh
Mesh of gabion broken, twisted or deformed so
Mesh Is intact, no rock missing.
structure is weakened or rock may fall out.
Corrosion
Gabion mesh shows corrosion through more than
All gabion mesh capable of
of its gage.
containing rock and retaining
designed form.
Collapsed or
Gabion basket shape deformed due to any
All gabion baskets intact, structure
deformed baskets
cause.
stands as designed.
Missing rock
Any rock missing that could cause gabion to
No rock missing.
loose structural Integrity.
Manhole/Chamber
Worn or damaged
Structure dissipating flow deteriorates to '/p or
Structure Is in no danger of failing.
post, baffles or side of
original size or any concentrated worn spot
chamber
exceeding one square foot which would make
structure unsound.
Damage to wall,
Cracks wider than'/cinch or any evidence of soil
Manholelchamber is seated and
frame, bottom, andlor
entering the structure through cracks, or
structurally sound.
top stab
maintenance inspection personnel determines
that the structure is not structurally sound,
Damaged pipe joints
Cracks wider than %-inch at the joint of the
No soil or water enters and no water
InleVoutlet pipes or any evidence of soil entering
discharges at the joint of inlet/outlet
the structure at the joint of the inletloutlet pipes.
pipes.
' 2009 Surface Water Design Manual — Appendix A (/9/2009
A-13
APpENDlX A MA1NTE..NANCEi REQUIRFN1fiNTS FLOW CONTROL, CONVEYANCE, AND WQ FACILI"FIGS
NO. 11 -GROUNDS (LANDSCAPING)
Maintenance
Defect or Problem
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance Is Performed
Site
Trash or litter
Any trash and debris which exceed 1 cubic foot
Trash and debris cleared from site.
per 1,000 square feet (this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Noxious weeds
Any noxious or nuisance vegetation which may
Noxious and nuisance vegetation
constitute a hazard to County personnel or the
removed according to applicable
public.
regulations. No danger of noxious
vegetation where County personnet
or the public might normally be.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass/groundcover
Crass or groundcover exceeds 18 inches in
Grass or groundcover mowed to a
height.
height no greater than 6 inches.
Trees and Shrubs
Hazard
Any tree or limb of a tree identified as having a
No hazard trees in facility.
potential to fall and cause properly damage or
threaten human lite. A hazard tree identified by
a qualified arborist must be removed as soon
as possible.
Damaged
Limbs or parts of trees or shrubs that are split or
Trees and shrubs with less than 5%
broken which affect more than 25% of the total
of total foliage with split or broken
foliage of the tree or shrub.
limbs.
Trees or shrubs that have been blown down or
No blown down vegetation or
knocked over.
knocked over vegetation. Trees or
shrubs free of Injury.
Trees or shrubs which are not adequately
Tree or shrub in place and
supported or are leaning over, causing exposure
adequately supported; dead or
of the roots.
diseased trees removed.
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APPENDIX A MAIN"rENANCU REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 21- STORMFILTER (CARTRIDGE TYPE)
Maintenance
Defect or Problem
Condition When Maintenance Is Needed
Results Expected When
Component
Maintenance is Performed
Site
Trash and debris
Any trash or debris which impairs the function of
Trash and debris removed from
the facility.
facility.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oils, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Life cycle
System has not been inspected for three years.
Facility is re -inspected and any
needed maintenance performed.
Vault Treatment
Sediment on vault
Greater than 2 inches of sediment.
Vault is free of sediment.
Area
floor
Sediment on top of
Greater than %s inch of sediment.
Vault is free of sediment.
cartridges
Multiple scum lines
Thick or multiple scum lines above top of
Cause of plugging corrected,
above top of
cartridges. Probably due to plugged canisters or
canisters replaced it necessary,
cartridges
underdrain manifold.
Vault Structure
Damage to wall,
Cracks wider than Y: -inch and any evidence of
Vault replaced or repaired to design
Frame, Bottom, andlor
soil particles entering the structure through the
specifications.
Top Slab
cracks, or qualified inspection personnel
determines the vault is not structurally sound.
Baffles damaged
Baffles corroding, cracking warping, and/or
Repair or replace baffles to
showing signs of failure as determined by
specification.
maintenance/inspection person.
Filter Media
Standing water in
9 inches or greater of static water in the vault for
No standing water in vault 24 hours
vault
more than 24 hours following a rain event and/or
after a rain event.
overflow occurs frequently. Probably due to
plugged filter media, underdrain or outlet pipe.
Short circuiting
Flows do not property enter filter cartridges.
Flows go through filter media.
Underdrains and
Sediment/debris
Underdrains or clean -outs partially plugged or
Underdrains and clean -outs free of
Clean -Outs
filled with sediment and/or debris.
sediment and debris.
Inlet/Outlet Pipe
Sediment
Sediment filling 20% or more of the pipe.
Inletloutlet pipes clear of sediment.
accumulation
Trash and debris
Trash and debris accumulated in inlet/outtet
No trash or debris in pipes.
pipes (includes floatables and non-floatables).
Damaged
Cracks wider than '/2 -inch at the joint of the
No cracks more than %-inch wide at
inletloutlet pipes or any evidence of sell entering
the joint of the inlet/outlet pipe,
at the joints of the Inlet/outlet pipes.
Access Manhole
Cover/lid not in place
Cover/lid is missing or only partially in place.
Manhole access covered.
Any open manhole requires Immediate
maintenance.
Locking mechanism
Mechanism cannot be opened by one
Mechanism opens with proper tools.
not working
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
Cover/lid difficult to
One maintenance person cannot remove
CoverAid can be removed and
remove
coverllid after applying 80 lbs of tilt.
reinstalled by one maintenance
person.
Ladder rungs unsafe
Missing rungs, misalignment, rust, or cracks.
Ladder meats design standards.
Allows maintenance person safe
access.
Large access
doors/plate
Damaged or difficult
to open
Large access doors or plates cannot be
opened/removed using normal equipment.
Replace or repair access door so it
can opened as designed.
1/9/2009
A-30
2009 Surface Water Design Manual — Appendix A
APPENDIX A MAIN"PENANCE: REQUIREMENTS FOR Fl,0W CONTROL , CON VFYANCE, AND WQ FACILITIES
NO. 21 - STORMFILTER (CARTRIDGE TYPE)
Maintenance
Defect or problem
Condition When Maintenance Is Needed
Results Expected When
Component
Maintenance is Performed
Gaps, doesn't cover
Large access doors not flat and/or access
Boors close flat and cover access
completely
opening not completely covered.
opening completely.
Lifting Rings missing,
Lifting rings not capable of lifting weight of door
Lifting rings sufficient to lift or
rusted
or plate.
remove door or plate.
2009 Surface Water Design Manual -- Appendix A 1/9/2009
A-31
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Appendix D
Geotechnical Report
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101orpc
REPORT OF GEOTECHNICAL INVESTIGATION
PROI'OSF.D RESIDENTIAL DEVELOPMENT
EDMONDS AND GLENNWOOD AVE NE
RENTON, WA
S&EE JOTS NO. 1010
JANUARY 10, 2011
S&EE
S&EE
SOIL & ENVIRONMENTAL ENGINEERS, INC.
' 1 AQiRed and Wn 'te 2'1 a nd Washington 99052 5 68-580
IJanuary 10, 2011
IMr. Mark Cropper (mrg@rentonhousing.org)
Renton Housing Authority
Renton, WA
CC: Mr. Joel Ing (Joeli@shelterresourcesine,com)
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Report of Geotechnical Investigation
Proposed Residential Development
l+dmonds and Giennwood Ave NE
Renton, Washington
Dear Mr. Gropper:
We are pleased to present herewith our Report of Geotechnical Investigation for the referenced project. Our
services were authorized by Mr, Joel Ing on August 26, 2010, and have been provided in accordance with
our proposal dated August 16, 2010. During the course of our investigation, the design added the multi-
family
ultifamily building at the southwestern portion of the site. Since this building may include one to two levels of
underground parking, we suggested a supplemental exploration program which ineludes 2 soil test borings.
This additional worlcwus approved by you on September 20, 2010.
We appreciate the opportunity to provide our services. Should you have any question regarding the contents
of this report or require additional information, please call.
101orpt
Very truly yours,
SOIL & ENVIRONMENTAL ENGINEERS, INC.
4NAL C. J. Shin, Ph.D., P.E.
President
S&I✓E
TABLE ON CONTENTS
' Section Page
1.0 INTRODUCTION ........................................... .......................................................................................... I......... !
' 2.0 SCOPE OF SERVICES...................................................................................................................................... 2
FIGURE 2: SITE AND EXPLORATION PLAN
' FIGURE 3: WALL AND FOUNDATION DRAINS
FIGURE 4: LA'T'ERAL EARTH PRESSURES FOR CAN'T'ILEVER SHORING WALLS
' FIGURE 5: CALCULATION OF SURCHARGE LOADS ON SUB -SURFACE WALLS
FIGURE 6: UNDER -SLAB DRAIN
' APPENDIX A: FIELD EXPLORATION, LOGS, SOIL CLASSIFICATION CHART
AND KEY TO BORING LOGS
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1.
3A SITE CONDITIONS .............. ............'..........................................:......,.............................................................. 2
3.1 SUR.FACECONDITIONS ..........
.2
3.2 PLIBLISHE;DC3FOLOGICINFOR1vMKI'ION....................................................................................................3
3.3 TEST PIT AND BORING FINDINGS
3
'
3.4 GROUNDWATER. ...........................................�...........,..............................................,........
4
4.0 CONCLUSIONS AND RECOMMENDATIONS...........................................................................................
5
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4.1 ......................
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T......................................,........................................................................................
4.2 FOUNDATION SUPPORT .
FOUNDATION
4.3 EXCAVATION SHORING..............................................................................................................................
7
4.4 LATERAL. EARTH PRESSURES ON PERMANENT RETAINING WALLS .................................................
4.5 SITE PREPARATION, STRUCTURAL. FILLAND DRAINAGE....................................................................
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4.6 SLAB-ON-GRADE....................................................................................................................................
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4.7 FLEXIBLE PAVEMENT ................ ..........................................................................................I.......
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4.9 TEMPORARY AND PERMANENT EXCAVATIONS..................................................................................
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4.9 SEISMIC CONSIDERATIONS ............ ...........................................................................................................12
4.10 ADDITIONAL SERVICES...........................................................................................................................
13
'
FIGURE 1: SITE LOCATION MAP
FIGURE 2: SITE AND EXPLORATION PLAN
' FIGURE 3: WALL AND FOUNDATION DRAINS
FIGURE 4: LA'T'ERAL EARTH PRESSURES FOR CAN'T'ILEVER SHORING WALLS
' FIGURE 5: CALCULATION OF SURCHARGE LOADS ON SUB -SURFACE WALLS
FIGURE 6: UNDER -SLAB DRAIN
' APPENDIX A: FIELD EXPLORATION, LOGS, SOIL CLASSIFICATION CHART
AND KEY TO BORING LOGS
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REPORT OF GEOTECHNICAL INVESTIGATION
PROPOSED DEVELOPMENT AT EDMONDS AND GLENNWOOD AVE NE
RENTOR, WASHINGTON
For
Renton Housing Authority
1.0 INTRODUCTION
We present in this report the result<4 of our geotechnical investigation for the project. The site is located
between Edmonds Avenue NE and Glennwood Avenue NE in Menton. A site location map is shown in
Figure 1 which is included at the end of this report. We understand that the project will have the following
elements and they may be constructed in phases.
1) A multifamily building in the south-western portion of the site. The building will be a 3 or 4 -
story, wood -framed structure with one or two levels of underground parking. This basement will
required a maximum excavation of about 10 to 20 feet below the current site grade. Basement
excavation will likely be achieved with a combination of open cut and excavation shoring.
2) A multifamily building in the mid portion of the site. The building may be a 4 -story, wood -
framed structure and have one level parking basement daylighting to the west. The basement will
required a maximum excavation of about 10 feet below the current site grade. [casement excavation
will likely be achieved with open cut.
3) Two townhome buildings (3 And 5 units) and surface parking in the eastern portion of the site.
The buildings will be 3 -story, wood -framed structures. No basement is proposed and cut -and -fill is
expected to be minimal.
4) Anew access road connecting Edmonds Avenue NE and Glennwood Avenue NE.
Based on our experience with similar buildings, we anticipate that the maximum column and wall loads
will be on the order of 75 kips and 5 kips per lineal foot, respectively.
2.0 SCOPE OF SERVICES
The purpose of our study is to develop geotechnical recommendations regarding site development and
foundation support. Specifically, our services included:
1. Exploration of soil and groundwater conditions underlying the site by the excavation of 6 test pits
and the drilling of two soil test borings.
2. Recommendations regarding type of foundation support.
3_ Recommendations regarding construction shoring.
4. Recommendations regarding active and at -rest earth pressures to be used for the design of any retaining
structures.
S. Recommendations regarding passive soil resistance and coefficient of friction for the rosistance of
lateral loads.
6. Recommendations regarding temporary and permanent cut slopes.
7. Recommendations regarding support for slab -on -grade.
8. Recommendations regarding pavement design.
9. Recommendations regarding type of soil for seismic design.
10. Recommendations regarding site preparation, including removal of unsuitable soils, suitability of onsite
soils for use as fill, fill placement techniques, and compaction criteria.
11. Five copies of a written geotechnical report containing a site plan, exploration logs, a description of
subsurface conditions, and our findings and recommendations.
3.0 SITE CONDITIONS
3.1 SURFACE CONDITIONS
The site is located in a residential area. A rockery wall, about 10 to 12 feet in height, flanks the western
site boundary along Edmonds Avenue NE. From the top of this wall eastward, the site grade rises with
about 10- to I5 -percent slopes to the mid portion of the site. From there to Glennwood Avenue NE, the
1010rpt 2 S&EE
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site grades rise gently at about S to 10 percents. At the time of our field exploration, an existing
Site surface
home occupied the southeastern portion of the site and the rest of the areas are vacant.
is covered with sparse trees, brushed and grass lawn.
3.2 PUBLISHED GEOLOGIC INFORMATION
Published geologic information (Geologic Map of The Renton Quadran&, King County, Washington by
U.R. Mullineaux, 1965) indicates that the site area is underlain by glacially deposited recessional outwash
(Qpa). According to the neap, the material consists chiefly of sand and gravel.
3.3 TEST PIT AND BORING FINDINGS
The soil conditions underlying the site were explored by the excavation of 6 test pits, TP -1 through TP -6 on
'
August 27, 2010 and the drilling of 2 soil test borings, 13-1 and B-2 on October 28, 2010. The approximate
locations of these explorations arc shown on Figure 2 which is included at the end of this report, Details of
the exploration program and the Ings are included in Appendix A. The subsurface conditions are described
in the following paragraphs:
1
�otnctx
Area of the Proposed F.ast'I'ownhomc Buildings TP -1 and TP -
'['he area is covered with about one foot of topsoil mixed with loose fill soil. `file soil is underlain
by a surficial layer that consists of a brown silty sand with trace amount of gravel and cobbles. The
layer is about 2 to 3.5 feet thick and the material is loose to medium dense.
The surficial layer is in turn underlain by a silty sand with gravel and cobbles. This soil is
cemented and is dense to very dense. Based on its appearance and density, we believe this is
glacially deposited till or commonly term hardpan. Both TP -1 and TP -6 were terminated in till.
Area of the Proposed _Multifamily Building in Mid -Portio f Site TP -2 to TP -5
The subsurface conditions here are similar to the above except that the surficial layer is about 2 feet
thick and a sandy soil was found below the till layer at TP -3. This sand is dense and includes silt
lenses.
3
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Area of the Proposed Multiffimily Building; in Southwestern Portion of Site (B -I and B-2)
The subsurface conditions here include a 1.5 -foot thick topsoil layer over a surficial layer that is 1.5
to 6.5 feet in thickness. This layer is medium dense to dense and overlies vety dense glacial till,
The till is in tum underlain by a stiff to very stiff silt at depths from 15 to 25 feet below the Found
surface. Both borings encountered very dense glacial till below the silt. The borings were
terminated at a depth of 30 feet in till.
3.4 GROUNDWATER
101 orpt
Only minor (about 1/100 gallon per minute) groundwater seepage was encountered in TP -3. The
seepage occurred at a depth of 10 feet and appeared to perch over the relatively impermeable silt
lens. Wet soils were also encountered just above the silt layer in Boring B -l. Based on our
experience with the similar soil conditions, we believe that groundwater may perch on the relatively
impermeable silt in the wet winter months. The depth of the perched groundwater table may vary
with season and precipitation.
4
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' 4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 GENERAL
1. Based on our investigation, we recommend that the proposed buildings be supported by
' conventional spread footings. Please note that loose to medium dense silty soils are present near
the ground surface. If these materials are exposed at the footing subgrade, it must be properly
prepared prior to concrete pour. Also, the soils near the ground surface arc generally loose and
' very silty. These soils will lose their strength when wet and become muddy when disturbed.
Therefore, earthwork will be difficult in the wet winter months as wet soil cannot be used for
' backfill, export of wet soil.will be expensive, and erosion control will be difficult.
2. Minor groundwater seepage was encountered at a depth of 10 feet at'I'll-3. Based on this, we
believe that the need of construction dewatering is unlikely. However, some localized wet zone
may be exposed by basement excavation. For planning purposes, we recommend that under -slab
' drains be considered for basements. The purposes of these drains are to provide a stable work
base and prevent future wet floor.
1
3. Elxcept for the existing fill soil, the onsite soils are suitable for use as structural fill material.
' However, most of the soils are silty in nature and will require moisture -conditioning prior to use.
Details of our recommendations are presented below.
' 4.2 FOUNDATION SUPPORT
We recommend that the proposed buildings be supported by conventional spread footings which must
' penetrate the existing fill and be founded on at least medium dense native soils or re -compacted onsite soils.
Recommendation details are presented below.
Footing Construction
1. Prior to re -bar and concrete placement, all footing bearing surfaces must be cleaned of loose soils.
Except for glacial till, the upper 12 inches of the footing subgrade soil should be re -compacted to at
least 55% of its maximum dry density as determined using ASTM D-1557 test procedures.
1910rpt 5 S&L, E
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2. All existing fill, wet, soft and organic soils encountered at footing subgrade should be over -
excavated. The over -excavation should be backfilled with structural fill, concrete or compacted
crushed rock. The criteria of structural fill are presented in Section 4.5 of this report.
3. All exterior footings should be founded at least 18 inches below the adjacent finished grade to
provide protection against frost action, and should be at least 18 inches in width to facilitate
construction.
4. All footing bearing Surfaces must be inspected by a qualified geotechnical engineer prior to re -bars
and concrete placements. The engineer should confirm the bearing capacity of the subgrade soil,
and provide recommendations regarding repair, if necessary.
Allowable Bearing Loads
We recommend the following allowable bearing pressures for the footing designs:
Footings at depths less than 5 feet from final grade: 3,000 pounds per square foot (psf)
Footings at depths greater than 5 feet from final grade: 4,504 pounds per square foot (psf)
The above bearing capacity values include a factor of safety of at least 3, and can be increased by one-third
for wind and seismic loads.
Se lement
Interior column footings designed in accordance with the above recommendations are expected to
experience approximately 112 inch of settlement. Continuous wall footings should experience settlement of
about 114 to 1f2 inclr. Differential settlement between adjacent footings is expected to be about 114 inch.
The settlement will occur rapidly, essentially as the loads are applied.
Lateral Resistance
Lateral resistance can be obtained from the passive earth pressure against the footing sides and the friction
at the contact of the footing bottom and bearing soil. The former can be obtained using an equivalent fluid
density of 250 pounds per cubic foot (peo, and the latter using a coefficient of friction of D.S. These values
include a safety factor of 1.5.
1010rpt
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4.3 EXCAVATION SHORING
1
Excavation for basements may be achieved with a combination of temporary cut slope and shoring. The
temporary out should be no steeper than IH:IV (Horizontal to Vertical). We recommend that the shoring
be consisted of cantilever soldier pile with timber lagging. The soldier piles will consist of steel H -beams
' in drilled and grouted holes. As the excavation proceeds, timber fagging is installed between the H -beams.
The voids behind the lagging must be filled with sand or pea gravel the same day lagging is installed. Un-
filled voids may result in ground settlement behind lagging and thus severe damages to the neighboring
' buildings and properties.
' A permanent wall should be constructed in front of the temporary shoring wall. Drainage is provided by
the installation of a geotextile drain mat attached to the shoring wall. The drain mat should be
hydraulically connected to an interior footing drain by 2 -inch diameter weep pipes that Eire spaced at 5
feet on center. (See Figure 3 for details)
5
LATERAL LOADS AND RESISTANCES
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Figure 4 shows our recommended earth pressures for the design of cantilever shoring walls. Additional
lateral earth pressures will result from foundation loads adjacent to the excavation; surcharge loads by
traffic, storage and slopes next to the excavation. The lateral earth pressure due to foundation loads can be
estimated using the method presented in Figure 5. Traffic and storage surcharges can be accounted for by
increasing the effective height of the wall by 2 feet. Slope surcharges can be accounted for by increasing
the effective height of the wall to equal 112 (one-half} of the height of the slope.
LAGGING DESIGN
For shoring areas that are not adjacent to existing buildings, lagging can be, designed using 50 percent of the
lateral earth pressures presented above. Such stress reduction is due to the anticipated soil arching effects.
No reduction should be used for shoring adjacent to any neighboring building.
SHORING MONITORING
A shoring monitoring program should be installed to verify the performance of the shoring system and to
evaluate any possible excavation effects on the adjacent buildings and properties. Prior to the excavation,
1010TI 7 S&EE
the existing conditions of the adjacent buildings and properties should be photographed and recorded.
After the installation of the soldier piles and before mass excavation, a base line survey should be
conducted. Once excavation begins, the vertical and horizontal movements of every other pilo should be
surveyed on it weekly basis. The weekly survey should continue until the bottoms of excavations are
reached. Depending on the shoring performance and the construction season, the geotechnical engineer may
choose to relax the survey frequencies. All survey results should be transmitted to the office of the project
geotechnical engineer within 24 hours after they are obtained.
4.4 LATERAL EARTH. PRESSURES ON PERMANENT RETAINING WALLS
Lateral earth pressures on permanent retaining walls, underground vaults or utility (renches/pits, and
resistance to lateral loads may he estimated using the recommended soil parameters. presented in the
following table.
Note: >;lydrostatic pressures are not included in the above lateral earth pressures.
"Ilia at -rest case applies to unyielding walls, and would be appropriate for walls that are structurally
restrained from lateral deflection such as basement walls, utility trenches or pits. The passive earth pressure
and coefficient of friction include a safety factor of I .S. The active case applies to walls that are permitted
to rotate or translate away from the retained soil by approximately 0.002H to 0.004H, where It is the height
of the wall.
SURCHARGE MDUCED LATERAL LOADS
1) Additional lateral earth pressures will result from surcharge loads from floor slabs or pavements for
parking that are localed immediately adjacent to the walls. The surcharge= induced lateral earth
iaiorpt
8
ME E 1
tTt—.
.� AYS Ptk-
p.,-
'�
; ' r Equivalent F�utd:Unit Welglat (f'CF} �,
d of
r
S� r 1`c �s
t,W. I' r + �,' , � '' ,rte r
- * • —
+� -�
� uF'
.t
r 1
'
Act4ve i
At -rest
Passive
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1
Structural fill and
40
SO
300
0.5
native soils
Note: >;lydrostatic pressures are not included in the above lateral earth pressures.
"Ilia at -rest case applies to unyielding walls, and would be appropriate for walls that are structurally
restrained from lateral deflection such as basement walls, utility trenches or pits. The passive earth pressure
and coefficient of friction include a safety factor of I .S. The active case applies to walls that are permitted
to rotate or translate away from the retained soil by approximately 0.002H to 0.004H, where It is the height
of the wall.
SURCHARGE MDUCED LATERAL LOADS
1) Additional lateral earth pressures will result from surcharge loads from floor slabs or pavements for
parking that are localed immediately adjacent to the walls. The surcharge= induced lateral earth
iaiorpt
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pressures are uniform over the depth of the wall. Surcharge -induced lateral pressures for the "active"
case may be calculated by multiplying the applied vertical pressure (in psf) by the active earth
pressure coefficient (Ka). 'rhe value of Ka may be taken as 0,4, The surcharge -induced lateral
'
pressures -for the "at -rest" case are similarly calculated using an at -rest earth pressure coefficient (Ko)
of 0,5. For surcharge loads that are not adjacent to the wall, the induced lateral earth pressure will
depend on the magnitude of the surcharge and the distance from the wall. Such induced lateral load
tcan be estimated using the equations shown on Figure 5.
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2) The slope -induced lateral earth pressure can be accounted for by increasing the effective height of the
wall by one-half the slope height. For back slope continues beyond a horizontal distance equal to the
height of (lie wall, only the part of slope -rise within this horizontal distance should be considered.
3) The traffic -induced lateral earth pressure can be accounted for by increasing the effective wall height
by 2 feet.
SI✓ISMIC INDUCED LATERAL (AADS
Seismic induced lateral loads can be assumed to act at 0.7 H above the wail base and the magnitude can
be calculated using the following equation:
Pe = 31VT*I '*a
Where Pe = seismic -induced lateral load
Y = soil density = 130 pcf
H = wall height
a = horizontal acceleration
BACKFILL IN FRONT OP RETAINING WAL S
Backfill in front of the wall should be structural fill. The material and compaction requirements are
presented in Section 4.5 of this report. The density of the structural fill can he assumed to be 130 pounds
per cubic feet.
BACKFILL BEHIND LMTAIMNG WALLS
Backfill behind the wall should be free -draining materials which are typically granular soils containing less
than 5 percent fines (silt and clay particles) and no particles greater than 4 inches in diameter. The density
101 Orpt
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of the backfill material can be assumed to be 1.25 pounds per cubic feet. The backfill material should be
placed in 6 to 8 -inch thick horizontal lifts and compacted to at least 90 percent of the maximum density in
accordance with ASTM D-1557 test procedures. in the areas where the dill will support pavement, sidewalk
or slabs, the top two feet of the backfill should be compacted to at least 95 percent of the maximum density.
Care must be taken when compacting backfill adjacent to retaining; walls, to avoid creating excessive
pressure on the wall.
DRAINAGE BEHIND RETAINING YVALLS
Rigid, perforated drainpipes should be installed behind retaining walls. Drainpipes should be at least 6
inches in diameter, covered by a layer of uniform size drain gravel of at least 12 inches in thickness, and be
connected to a suitable discharge location. An adequate number of cleanouts should be installed along the
drain line for future maintenance.
4.5 SPIT PREPARATION, STRUCTURAL, FILL. AND DRAINAGE,
Site preparation should begin with proof -rolling suhgrades using heavy construction equipment. Areas
which are found to be wet, soft, or organic should be over -excavated. The geotechnical engineer should
observe the proof -rolling to provide subgrade evaluation and over -excavation requirement, if needed.
After stripping, over -excavation and excavation to the design grade, the top 12 inches of exposed subgrade
soils should be re -compacted to at least 95% of their maximum dry density as determined using ASTM D-
1557 test procedures (Modified Proctor test). Structural fill can then be placed in the over -excavation and
fill areas.
The structural fill materials should meet both the material and compaction requirements presented below.
Material Re uireme s: Structural fill should be free of organic and frozen material and should
consist of hard durable particles, such as sand, gravel, or quany-processed stone, Except for the
existing fill, the on-site soils are suitahle for structural fill. Due to their silty nature, these soils are
moisture -sensitive and should be moisture -conditioned to +/- 2% from their optimum moisture
contents prior to use. Please note that the use of this material in wet seasons may be difficult.
Suitable imported structural fill materials incudo silty sand, sand, mixture of sand and gravel
(pitrun), and crushed rock.
tata��
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All structural fill material should be approved by the geotechnical engineer prior to use
Placement and Compaction Requirements: Structural fill should be placed in loose horizontal lifts
not exceeding a thickness of 6 to 12 inches, depending on the material type, compaction equipment,
and number of passes made by the equipment. Structural fill should be compacted to at least 95%
of the maximum dry density as determined using the ASTM D-1557 test procedures.
SITE DRAINAGE
The site surface should be graded so that surfacewater is directed away from the structural areas. Standing
water should not be allowed. Final site grades should be sloped away from the building unless the area is
paved. Otherwise, yard drains should be installed to collect surface runoff
4.6 SLAB -ON -GRADE
All slabs can be soil supported. We envision that the soil at the subgrade will be disturbed and loosened
by construction activities at the time of stab construction. We therefore recommend that the subgrade be
proof -rolled or probed prior to pour. Any wet and loose areas should be over -excavated and backfilled
with structural fill.
We recommend that slab -on -grade be underlain by a 15 -mil. vapor barrier over at least 4 -inch thick free -
draining gravel.
As previously mentioned, basement excavation may encountered perch groundwater and under -slab
drains may be necessary to avoid future wet basement. The under -slab drain includes a trench with a
perforated drain pipe and gravel backfill. A cross-sectional view of the drains is shown in Figure 6. The
drain lines are typically spaced at 15 to 20 feet on center. We recommend that a qualified geotechnical
en&cer observe the building subgrade and provide drainage details at the time of construction.
43 FLEXIBLE PAVEMENT.
We recommend that the subgrade for flexible pavement be prepared in accordance with the
recommendations presented in Section 4.5. Based on the, subsoil conditions, we believe that the prepared
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sublrade will have a California Bearing Ratio (CBR) of at least 12. We therefore recommend the
following flexible pavement sections for light and medium traffic conditions:
Light traffic (Daily EAL = 5 or less): 2 inches asphaltic concrete over 6 inches base course
Medium traffic (Daily EAL = 20 to 80): 3 inches asphaltic concrete over 8 inches base course
The base course should be compacted to at least 95 percent of the maximum dry density as determined by
ASTM D-1557 test method. "Che material should meet WSDOT aggregate specification 9-03.9(3) and
have tho following gradation:
Sieve Size Percent Passin
1 '/4 -inch
100
518 -inch
50-80
114 -inch
30-50
US No. 40
3-18
US No. 200
7.5 max.
% Fracture
75 min.
4.8 TEMPORARY AND PI?RMANF-NT EXCAVKI'IGNS
I' -or temporary excavations less than 3 feet in depth, the cut bank may be excavated vertically. For
excavation deeper than 3 feet, the slope should bo cut no steeper than 11.1:IV, The slope should continue
from top to bottom (without a vertical bank at the bottom). Flatter slope cuts may be required if seepage
occurs. Temporary cut should be protected from weather during the time of constniction.
All permanent slopes should be no steeper than 2H:IV. Water should not be allowed to flow
uncontrolled over the lop of any slope. Also, all permanent slopes should be seeded with the appropriate
species of vegetation to reduce erosion and maintain the slope stability.
4.9 SEISMIC CONSIDERATIONS
We recommend that site class C as defined in the 2006 IBC be considered for the seismic design. The
site is underlain by dense glacial till. As such, the liquefaction potential is negligible.
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4. 10 ADDITIONAL SERVICES
1
Additional services may be required during the design and construction of the project. We envision that
these additional services may include the following:
' 1. Review excavation, foundation, and drainage (temporary and permanent) plans to confirm that our
recommendations are properly interpreted and utilized in the design.
1 2. Monitor shoring installation and mass excavation. We will confirm that the contractor's equipment
and procedures are adequate, and provide recommendations regarding dewatering and sidewall
stabilization, if needed.
' 3. Monitor building subgrade conditions. We will evaluate the soil and groundwater conditions and
provide recommendations regarding subgrade preparation and under -slab drains, if needed.
' 4. Monitor foundation subgrade preparation. We will confirm the bearing capacity of the subgrade
soils, and will assist the contractor in evaluating the protection and over -excavation requirements, if
1 any.
1 5. Monitor the placement and compaction of structural fill. We will confirm the suitability of the fill
materials, perform field density tests, and assist the contractor in meeting the compaction
requirements.
6. Monitor the installation of subsurface drains. We will ensure these drains are installed in
' accordance with our recommendations.
7. Monitor site drainage and erosion control.
8. Other geotechnical issues deemed necessary.
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' l al Drpt 13 S&EE
SA CLOSURE
e '
The recommendations presented in this report are provided for design purposes poses and are based on soil
conditions disclosed by field observations and subsurface explorations. Subsurface information presented '
herein does not constitute a direct or implied warranty that the soil conditions between exploration locations
can be directly interpolated or extrapolated or that subsurface conditions and soil variations different from
those disclosed by the explorations will not be. revealed. The recommendations outlined in this report are '
based on the assumption that the development putt is consistent with the description provided in this report.
If the development plan is changed or subsurface conditions different from those disclosed by the '
exploration are observed during construction, we should be advised at once so that we can review these
conditions, and if necessary, reconsider our design recommendations. 1
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Figure I
S&EE Site Location Map
IN
OAV spuourPI
9
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Ignore top two feet
Passive Earth
Pressure = 300 pcf
acting over 2
Ole diameters
Soldier Pile with Lagging
Notes:
}
Surcharge -Induced lateral load
C'A
must be added in the design.
av
The magnitude can be estimated
using equations shown in Figura 5.
H
r,.�.
(NOT -TO -SCALE)
Lateral Earth Pressure
above base of excavation:
= 40 pcf acting over
pile spacing
Lateral Earth Pressure
below base of excavation
= 40(H) psf acting over
one pile diameter
Notes:
1) Traffic and storage surcharges can be accounted for by Increasing the effective height of the wall by 2 feet
2) Slope surcharge can be accounted for by increasing the effective height of the wall by 1/2 (one-half) of the slope height,
3) Passive pressure includes a safety factor of 1.5.
4) Allowable vertical pile capacity: Skin Friction = 1,000 psf; End Bearing = 15,000 psf (salty factors = at least 2.0)
5) Subgrade reaction modulus = 200 pci (pounds per cubic inch)
5&E15
Jab no. to 10
Piguru 4
Latieml Earth Pressures
Cantilever Wall Shoring System
1
1
1
1
1
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0.2
0.4
0.8
111
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y 0.8
a 01
VALUE OF TH ( HL}
LINE LAAO QL
X �mli FOR m 0.4-
aH(UL) (0.15+n Z
Z=nH PH': 0.5.5QL
L H FOR M)0.4:
dH (7 1.2a m2 n
R VL {m2 i-nz)2
RESULTANT PH 0.osa OL
2+I )
PRESSURES FROM LINELDAO QL
(BOUSSINESO EQUATION MODIFIED BY EXPERIMENT)
Reference: Foundations and Earth Structures,
pesipn Manual 7.2, Department of the Navy, May 1982
■
04
■moi'
MEN
ME
FAREl
MINE
a 01
VALUE OF TH ( HL}
LINE LAAO QL
X �mli FOR m 0.4-
aH(UL) (0.15+n Z
Z=nH PH': 0.5.5QL
L H FOR M)0.4:
dH (7 1.2a m2 n
R VL {m2 i-nz)2
RESULTANT PH 0.osa OL
2+I )
PRESSURES FROM LINELDAO QL
(BOUSSINESO EQUATION MODIFIED BY EXPERIMENT)
Reference: Foundations and Earth Structures,
pesipn Manual 7.2, Department of the Navy, May 1982
•
,5 1.0 2
H i.7
VALUE OF T ()
POINT i.DAD Op Q
I X --MHP
Z=nH PH
LL
cr
H H R FOR m� 0,4-
H2 O.28n2
T (7 {016 —in rJ-37
FOR m )O.a.
(�}1? 1. 1.77m2n2
H Up (fn2+n2)3
al z 0-H fA52 (I.18 )
Q
Q S.
X-n'1H
SECTION A -A
PRESSURES FROM POINT LOAD Op
(BOUSSINESQ EQUATION
MODIFIED BY EXPERIMENT)
Calculation of Surcharge loads
on Subsurface Walls
Figure 5
■
■moi'
MEN
ME
MINE
•
,5 1.0 2
H i.7
VALUE OF T ()
POINT i.DAD Op Q
I X --MHP
Z=nH PH
LL
cr
H H R FOR m� 0,4-
H2 O.28n2
T (7 {016 —in rJ-37
FOR m )O.a.
(�}1? 1. 1.77m2n2
H Up (fn2+n2)3
al z 0-H fA52 (I.18 )
Q
Q S.
X-n'1H
SECTION A -A
PRESSURES FROM POINT LOAD Op
(BOUSSINESQ EQUATION
MODIFIED BY EXPERIMENT)
Calculation of Surcharge loads
on Subsurface Walls
Figure 5
SLAB
/_ Vapor Barrier
411 BLANKET DRAIN
(free -draining crushed rock)
5" Min.
P
a ° °
o ° o
° °
311Min. 0G0aRQ°0°°o
o ° ° ° ° ° o
12" Min.
(NOT -TO -SCALE)
GENERAL MOTES:
1. DRAIN PIPE SHOULD BE CAPPED AT THE BEGINNING OF LINE.
2. INSTALL ADEQUADE NUMBER OF CLEANOUT FOR FUTURE MAINTENANCE,
3. DO NOT WRAP DRAIN PIPE WrrH FILTER FABRIC,
4" DIA, PVC, PERFORATED DRAIN PIPE
BACKFILL TRENCH WITH 1"
DRAIN GRAVEL.
SEE UNDER SLAIN DRAINS Figure 6
(NST TO SCALE)
APPENDIX A
FIELD EXPLORATION AND LOGS
' The soil conditions underlying the site were explored by the excavation of 6 test pits, TP -1 through TP -6
on August 27, 2010 and the drilling of 2 soil test borings, i3-1 and T3-2 on October 28, 2010. The
' approximate locations of these explorations are shown on Figure 2 which is included at the end of this
report. The test pits were excavated with a Kubota 080 excavator.. A representative from S&EL was
' present throughout the exploration to excavate the pits and log the subsurface soil conditions. 'rhe soil
test borings were advanced using a track -mounted drill rig. A representative from S&EE was present
' throughout the exploration to observe the drilling operations, log subsurface soil conditions, obtain soil
samples, and to prepare descriptive geologic logs of the exploration. Soil samples were taken at 2.5- and
5 -foot intervals from the borings with procedures in accordance with ASTM D-1586, "Standard Method
' for Penetration `fest and Split-13arral Sampling of Soils" (1.4" I.D. sampler). 'fhe penetration test
involves driving the samplers 18 inches into the ground at the bottom of the borehole with a 140 pounds
' hammer dropping 30 inches. Tho numbers of blows needed for the samplers to penetrate each 6 inches
are recorded and are presented on the boring logs. The sum of the number of blows required for the
' second and third 6 inches of penetration is termed the "standard penetration resistance" or the "N -value".
In cases where 50 blows are insufficient to advance it through a 6 inches interval the penetration after 50
blows is recorded. The blow count provides an indication of the densi of the subsoil, and it is used in
' many empirical geotechnical engineering formulae.
' All test pits were backfilled with the excavated soils which were placed in 2 -foot thick lifts and compacted
with the excavator's bucket. Plcase note that if these test pits are located at the future footing locations, the
top 4 rect of the backfill in the test pits should be removed, and the pits be backfilled with structural fill.
1
All boreholes were backfilled with bentonite chips.
The exploration logs are presented in this appendix. A chart showing the Unified Soil Classification System
' is included at the end of this appendix.
1 10101pt S&FT
I I
I� soil Descrrpdon
SMI Topsoil with grass roots
sM park brown silty send with bricks (dry)(loose)(fiil)
TEST PIT TP -1 I
Brown, light brown and gray silty very fine sand, trace fine to coarse gravel,
trace cobbles:(dry)(loose to medium dense)
-a pocket of brown fine to medium sand at 3.5 to 4.5 feet
gM IGray and dark gray silty fine to coarse sand with fine to coarse gravel, trace cobbles
(moistXdense to very dense)(camen ted)(gloci al till)
very dense and difficult digging below 6 feet
Excavation terminated at a depth of 6.5 feet.
No caving occured during excavation.
No groundwater encountered.
Ghent: Renton Housing Authority
Exploration Method: Kubota 080 Ex"vator
Explorailon sato: August 27. 1010
Figure A-1
, 0 Proposed Development at Edmonds Ave NE and Glennwood Ave NE
1
1
I�
y1
Z.g+
$;
, '
i
I
'
III
III
IC!
7.11:
SMI Topsoil with grass roots
sM park brown silty send with bricks (dry)(loose)(fiil)
TEST PIT TP -1 I
Brown, light brown and gray silty very fine sand, trace fine to coarse gravel,
trace cobbles:(dry)(loose to medium dense)
-a pocket of brown fine to medium sand at 3.5 to 4.5 feet
gM IGray and dark gray silty fine to coarse sand with fine to coarse gravel, trace cobbles
(moistXdense to very dense)(camen ted)(gloci al till)
very dense and difficult digging below 6 feet
Excavation terminated at a depth of 6.5 feet.
No caving occured during excavation.
No groundwater encountered.
Ghent: Renton Housing Authority
Exploration Method: Kubota 080 Ex"vator
Explorailon sato: August 27. 1010
Figure A-1
, 0 Proposed Development at Edmonds Ave NE and Glennwood Ave NE
1
1�
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
I
I
l
Y
18
,
I
i
1
I
1
at I
I I Sol! Description
TEST PIT TP -2
Brown and gray silty fine sand with trace fine to coarse gravel (dry)(mediam dense)
Gray and dark gray silty fine to medium sand with fine to coarse gravel
(moist)(dense to very dense)(cemented)(glacial till)
- sandy below 10 feet
F,xcavation terminated at a depth of 12 feet.
No groundwater, no caving encountered during excavation.
C[lent: Renton Housing Authority
Exploration Method: Kubota 080 Excavator
Exploration pate: August 27, 1010 Figure A-2
SUE proposed Development at Edmonds Ave NE and Glennwood Ave NE
1
1
, ,
I
1
I
I
l
Y
18
,
I
i
1
I
1
at I
I I Sol! Description
TEST PIT TP -2
Brown and gray silty fine sand with trace fine to coarse gravel (dry)(mediam dense)
Gray and dark gray silty fine to medium sand with fine to coarse gravel
(moist)(dense to very dense)(cemented)(glacial till)
- sandy below 10 feet
F,xcavation terminated at a depth of 12 feet.
No groundwater, no caving encountered during excavation.
C[lent: Renton Housing Authority
Exploration Method: Kubota 080 Excavator
Exploration pate: August 27, 1010 Figure A-2
SUE proposed Development at Edmonds Ave NE and Glennwood Ave NE
TEST PIT TP -3
Soil DescripUon
Topsoil with roots'an h (silty send with gravel and trace brlcks)
Brown and gray silty fine sand, sandy slit and thin lenses of fine sand
(dry)(medium dense)
Gray and dark gray silty fine to medlum sand with fine to coarse gravel
(molst)(dense to very dense)(cemented)(glaciat till)
sPrl Brown slightly silty fine sand with thin lenses of hard silt
5M (slightly cemented)(moist to damp)(dense)
- groundwater seepage (about 11100 gpm) at 10 feet
Excavation terminated at a depth of 12 feet.
No caving encountered during excavation.
Groundwater seepage encountered at 10 feet.
Client: Renton Housing Authority
Exploration Method: Kubota 080 Excavator
Exploratlon Date: August 27, 1010
Figure A-3
SM. &E� Proposed Development at Edmonds Ave NE and Glennwood Ave NE
1
1
'
,
I•
,
I
16
+
1
241--
8
t
I
II�
1 '
1
TEST PIT TP -3
Soil DescripUon
Topsoil with roots'an h (silty send with gravel and trace brlcks)
Brown and gray silty fine sand, sandy slit and thin lenses of fine sand
(dry)(medium dense)
Gray and dark gray silty fine to medlum sand with fine to coarse gravel
(molst)(dense to very dense)(cemented)(glaciat till)
sPrl Brown slightly silty fine sand with thin lenses of hard silt
5M (slightly cemented)(moist to damp)(dense)
- groundwater seepage (about 11100 gpm) at 10 feet
Excavation terminated at a depth of 12 feet.
No caving encountered during excavation.
Groundwater seepage encountered at 10 feet.
Client: Renton Housing Authority
Exploration Method: Kubota 080 Excavator
Exploratlon Date: August 27, 1010
Figure A-3
SM. &E� Proposed Development at Edmonds Ave NE and Glennwood Ave NE
10
,
16
+
1
241--
TEST PIT TP -3
Soil DescripUon
Topsoil with roots'an h (silty send with gravel and trace brlcks)
Brown and gray silty fine sand, sandy slit and thin lenses of fine sand
(dry)(medium dense)
Gray and dark gray silty fine to medlum sand with fine to coarse gravel
(molst)(dense to very dense)(cemented)(glaciat till)
sPrl Brown slightly silty fine sand with thin lenses of hard silt
5M (slightly cemented)(moist to damp)(dense)
- groundwater seepage (about 11100 gpm) at 10 feet
Excavation terminated at a depth of 12 feet.
No caving encountered during excavation.
Groundwater seepage encountered at 10 feet.
Client: Renton Housing Authority
Exploration Method: Kubota 080 Excavator
Exploratlon Date: August 27, 1010
Figure A-3
SM. &E� Proposed Development at Edmonds Ave NE and Glennwood Ave NE
1
1
1
1
1
1
1
I
at
�. a 1
a �
a �
Soff DescrfpUon
MTV F ioosoil with ro
TEST PIT TP -4
Brown and gray silty fine sand and sandy silt (dry)(medium dense)
Light gray to gray silty fine sand with fine to medium gravel
(dry to moist)(dense to very dense)(cemented)(glecial iiil)
-very dense and difficult digging below feet
E=xoavatlon terminated at a depth of 8 feet.
No groundwater, no caving encountered during excavation.
Client: Renton Housing Authority
Exploration Method: Kubota 080 E=xcavator
Exploration Date: August 27, 1010 Figure A-4
$&EE
Ab Proposed Development at Edmonds Ave NE and Glennwood Ave NE
TEST PIT TP -5 '
Soil Descrfpffon
Topsoil with rlwith r,
Brown and gray silty fine sand with some fine gravel (dry)(loose to medium dense)
Gray and dark gray silty fine to medium sand with fine to medium gravel,
occasional cobbles (dry to moist)(dense to very dense)(cemented)(glacial till)
- one boulder at 5 feet
-very dense and difficult digging below feet
Excavation terminated at a depth at 12 feet.
No groundwater, no caving encountered during excavation,
client: Renton Housing Authority
Exploration Method: Kubota 080 Excavator
Exploration Date: August 27, 1010
Figure A-5
SUE Proposed Development at Edmonds Ave NE and Giennwood Ave NE
I
1
'
1
1
I
1
I
+
I
1
I I I
1
1
1
1
�II
TEST PIT TP -5 '
Soil Descrfpffon
Topsoil with rlwith r,
Brown and gray silty fine sand with some fine gravel (dry)(loose to medium dense)
Gray and dark gray silty fine to medium sand with fine to medium gravel,
occasional cobbles (dry to moist)(dense to very dense)(cemented)(glacial till)
- one boulder at 5 feet
-very dense and difficult digging below feet
Excavation terminated at a depth at 12 feet.
No groundwater, no caving encountered during excavation,
client: Renton Housing Authority
Exploration Method: Kubota 080 Excavator
Exploration Date: August 27, 1010
Figure A-5
SUE Proposed Development at Edmonds Ave NE and Giennwood Ave NE
1
1
1
1
1
1
1
1
SO Descnprfan
arK orown slay s
TEST PIT TP -6
e
,3m Brown, Ight brown and gray silty very fines and, trace fine to coarse gravel,
trace cobbles (dry)(loose to medium dense)
sin Gray and dark gray silty fine to coarse sand with fine to coarse gravel, trace cobbles
(mo€st)(dense to very dense)(cemented)(g€anal till)
Excavation terminated at a depth of 6 feet.
No caving occured during excavation.
No groundwater encountered.
Client. Renton Housing Authority
Exploration Method: Kubota 080 Excavator
Expiambon Date: ' August 27, 1010
Figure A-6
SHE Proposed Development at Edmonds Ave NE and Glennwood Ave NE
• I
,
,
1
2,et
I
1
I
'
I
'
1
t
'
I
'
111
1
'
111
f
,
I
,I
1 O
SO Descnprfan
arK orown slay s
TEST PIT TP -6
e
,3m Brown, Ight brown and gray silty very fines and, trace fine to coarse gravel,
trace cobbles (dry)(loose to medium dense)
sin Gray and dark gray silty fine to coarse sand with fine to coarse gravel, trace cobbles
(mo€st)(dense to very dense)(cemented)(g€anal till)
Excavation terminated at a depth of 6 feet.
No caving occured during excavation.
No groundwater encountered.
Client. Renton Housing Authority
Exploration Method: Kubota 080 Excavator
Expiambon Date: ' August 27, 1010
Figure A-6
SHE Proposed Development at Edmonds Ave NE and Glennwood Ave NE
—a
Sof! Descrfpflon
S13
1
BORING B-1 I
sM Brown and gray silty fine send, sandy silt and thin lenses of fine sand
(darnp)(medlum dense)
SMI Gray silty fine sand with some fine to medium gravel (damp)(very dense)(glaeial till)
wet at 15 feet
Mi_ Brown silt with lenses of fine sand (very stift)(moist)
(Boring log continues on Figure A -7b)
client: Renton Housing Authority
Drilling Wthod: r-10 HSA advanced by track -mount Diedrich D-50 Drill Rig
Semple Method: SPT sampler driven by t404b auto hemmer
Drill Contractor; October 28, 2010
Drill Date: Holocene Drilling Figure A -7a
SUE Proposed Develpment at Edmonds Ave and Glennwood Ave
Jab No. 1{0
101
1
1 I
I 1111
1
24 I 19
22 14
'
1
{ 23'
1
I I
1
1
Sof! Descrfpflon
S13
1
BORING B-1 I
sM Brown and gray silty fine send, sandy silt and thin lenses of fine sand
(darnp)(medlum dense)
SMI Gray silty fine sand with some fine to medium gravel (damp)(very dense)(glaeial till)
wet at 15 feet
Mi_ Brown silt with lenses of fine sand (very stift)(moist)
(Boring log continues on Figure A -7b)
client: Renton Housing Authority
Drilling Wthod: r-10 HSA advanced by track -mount Diedrich D-50 Drill Rig
Semple Method: SPT sampler driven by t404b auto hemmer
Drill Contractor; October 28, 2010
Drill Date: Holocene Drilling Figure A -7a
SUE Proposed Develpment at Edmonds Ave and Glennwood Ave
Jab No. 1{0
BORING B-1
(Continued)
y
Soil Descdpffon
20
1 t�
SM
Gray silty fine sand with some tine to medium gravel (damp)(very deriso)(glacial tilt)
'
1 1
I
I
1I !
till
1
bb
—28 I
1 1
I W 15 I
1 � 1
III
,
I
4
'I
30
1
550,.1 s ®
Boring terminated ata depth of 30 feet.
! 1
No groundwater encountered during drilling.
1
951
1
1 ! I
I
40:_
Client:
Renton Housing Authority
Drbling Method: W-11) HSA advanced by track -mount Diedrich D-50 Drill Rig
Sample Method: SPT sampler driven by 140.1b auto hammer
Drill Contractor:
October
26, 2010
Drill nate:
Holocene Drilling
Figure A -7b
SUE
Proposed Develpment at Edmonds Ave and Glannwood Ave
Job No. 110
1
1
BORING B-2 1
j Snit DescripBon
Sly J Topsoil with roots
sM I Brown and gray silty fine sand with trace One gravel (damp)(medlum dense to dense)
sM I Gray silty fine sand with some fine to medium gravel (damp)(very dense)(gleclal till)
ML I Brown sandy silt with lenses of wet fine sand (stff )(moist)
(Boring log continues on Figure A -8b)
Client: Renton Housing Authority
DrOling Method: W -ID HSA advanced by track -mount Diedrich 0-50 Drill Rig
Sample Method: SPT sampler driven by 140 -Ib auto hammer
Drill Contractor October 28, 2010
Drill Data: Holocene Drilling
Figure A -8a
SUE Proposed Develpment at Edmonds Ave and Glennwood Ave
.rob No. 1010
1
1
A BORING B-2
I
(Continued)
'
G G
Soil Descrfpflon
20
1e ; ie
ML
Brown sandy silt (molst)(very stiff)
1a ;
I
'
26 ; 17 12
;
SM
Gray silty fine sand with some fine to medium gravel (damp)(very dense)(glacial till)
:51V ' 5
sw 5
;® , Boring terminated at a depth of 30 feet.
during drilling.
No groundwater encountered
1
I 1
,
I
as l_
Cuent:
Renton Housing Authority
Drilling Method:
T-lD HSA advanced by track -mount Diedrich D-50 Drill Rig
'
Sample Method:
SPT sampler driven by 140 -Ib auto hammer
Drill Contractor:
October 28, 2010
Drill Date:
Holocene DrlllIng Figure A -8b
'
S&EE
Proposed � ro osed Devel meat at Edmonds Ave and Glennwood Ave
Job No. W10
UNIFIED SOIL CLASSIFICATION SYSTEM 12
8
z
Cf w
j
IH
z _o i
KEY TO SAMPLES
SZ DEPTH OF GROUNDWATER DURING DRILLING ® INDICATE.SDEPTHOFSTANDMI)PENETHATION TF•ST
SOIL CLASSIFICATION CHART
AND KEY TO BORING LOG
I]ESCRIPTIOE� MAJOR DIVISIONS
N J
GW
WELL -GRADED GRAVELS OR GRAVEL -SAND MIXTURES, GLEAN
LITTLE OR NO FINES � y
� GP
POORLY -GRADED GRAVELS OR GRAVEL -SAND MIXTURES, GRAVELS w � $� O �
LITTLE OR NO FINES No FINES) 7
SILTY GRAVELS, GRAVEL-SANQ-51LT GRAVELS N
GM MIXTURES WITH FINS �v' CLEAN
w
Im
CLAYEY GRAVELS, GRAVEL -SAND -CLAY {AppR�GABLE�� z �
cc MlxrlaREs µlour�T of FINES) �
WELL -GRADED SAND OR GRAVELLY SANDS,
SW LITTLE OR NO FINER $p,j�jEa;; $ z Y (p
POORLY -GRADED SANDS OR GRAVELLY SANDS. (urrLsoR tlG �
5P LITTLE DR NO FINES No FlNES) Z 0 �
SM SILTY SANDS, SAND»811.7 MIXTURES SANDS ¢ � HIM � U
! I I WITH FINE=S
SANDS, SA D -CLAY MIXTURES [APPft5 to
ECIAeLE; Q�
SC CLAYEY N
AMOUNT OF FINES)
ML INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY V1 �
CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY SILTS & CLAYS p
CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS LIauIDUMITLESS THAN 6o (n �
.. OL ORGANIC SILTS AND ORGANIC SILT -CLAYS OF LOW � I
PLASTICITY FL
Z �
INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE
MH SANDY OR SILTY solLs, ELASTIC SILTS �
CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT SILTS &CLAYS �
CLAYS �
LIOUIDLIµRGREAT FRTHAN 56
OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
ORGANIC SILTS
PT PEAT AND OTHER HIGHLY ORGANIC SOILS HIGHLY ORGANIC SOILS
S&EE
8
z
Cf w
j
IH
z _o i
KEY TO SAMPLES
SZ DEPTH OF GROUNDWATER DURING DRILLING ® INDICATE.SDEPTHOFSTANDMI)PENETHATION TF•ST
SOIL CLASSIFICATION CHART
AND KEY TO BORING LOG
I]ESCRIPTIOE� MAJOR DIVISIONS
N J
GW
WELL -GRADED GRAVELS OR GRAVEL -SAND MIXTURES, GLEAN
LITTLE OR NO FINES � y
� GP
POORLY -GRADED GRAVELS OR GRAVEL -SAND MIXTURES, GRAVELS w � $� O �
LITTLE OR NO FINES No FINES) 7
SILTY GRAVELS, GRAVEL-SANQ-51LT GRAVELS N
GM MIXTURES WITH FINS �v' CLEAN
w
Im
CLAYEY GRAVELS, GRAVEL -SAND -CLAY {AppR�GABLE�� z �
cc MlxrlaREs µlour�T of FINES) �
WELL -GRADED SAND OR GRAVELLY SANDS,
SW LITTLE OR NO FINER $p,j�jEa;; $ z Y (p
POORLY -GRADED SANDS OR GRAVELLY SANDS. (urrLsoR tlG �
5P LITTLE DR NO FINES No FlNES) Z 0 �
SM SILTY SANDS, SAND»811.7 MIXTURES SANDS ¢ � HIM � U
! I I WITH FINE=S
SANDS, SA D -CLAY MIXTURES [APPft5 to
ECIAeLE; Q�
SC CLAYEY N
AMOUNT OF FINES)
ML INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY V1 �
CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY SILTS & CLAYS p
CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS LIauIDUMITLESS THAN 6o (n �
.. OL ORGANIC SILTS AND ORGANIC SILT -CLAYS OF LOW � I
PLASTICITY FL
Z �
INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE
MH SANDY OR SILTY solLs, ELASTIC SILTS �
CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT SILTS &CLAYS �
CLAYS �
LIOUIDLIµRGREAT FRTHAN 56
OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
ORGANIC SILTS
PT PEAT AND OTHER HIGHLY ORGANIC SOILS HIGHLY ORGANIC SOILS
S&EE
21
C
c