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� McDonald's Restaurant Redevelopment
44II NE Sunset Boulevard
Renton, Washington
Technical Information Report
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��'`Sg10NAL E�G�
March 27, 2012
Revised Moy 31, 2012
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11711 SE 8`h Street, Suite 303; Bellevue,Washington 98005 -�� ;: i_: � � U �-= ;}
(425)453-9501 FAX.(425)453-8708 EMA1L opust@pactond.com
��'��J 0 1 2012
� '„ �. .. __ :
Prepored By: Apri[ Pust
Reviewed 8y: Jenelle Taflin, P.E.
Pau� Manzer, P.E.
3 ��..3
McDonald's Redevelopment Technical Information Report Renton, WA
� i • • III
Section Page I
ProjectOverview.................................................................................................................................................3
1. TIR Worksheet..........................................................................................................................(Inserted)
2. Site Location.............................................................................................................................................. 5
3. Drainage Basins, Subbasins, and Site �haracteristics................................................................6
4. Soils..............................................................................................................................................................6
Conditions and Requirements Summary.................................................................................................7
OffsiteAnalysis...................................................................................................................................................11
1. Task 1: Study Area Definition and Maps.......................................................................................11
2. Task 2: Resource Review.....................................................................................................................11
3. Task 3: Field Inspection.......................................................................................................................12
4. Task 4: Drainage System Description and Problem Descriptions........................................18
Flow Control and Water Quality Facility Analysis and Design....................................................19
1. Existin Site H drolo 19 ��
9 Y 9Y....................................................................................................................... �
2. Developed Site Hydrology.................................................................................................................20 �'
_ 3. Facility Data.............................................................................................................................................21
4. Water Quality..........................................................................................................................................27
5. Conditions of Adjustment Approval...............................................................................................27
6. StormFilter Sizing..................................................................................................................................29
7. Wet Vault Sizing.....................................................................................................................................31
8. 100-Year Flood/Overflow Condition..............................................................................................33
Conveyance System Analysis and Design..............................................................................................33
SpecialReports and Studies.........................................................................................................................36
OtherPermits......................................................................................................................................................36
�SWPPP Analysis and Design......................................................................................................................37
� . .
� 1. ESC Plan Analysis and Design...........................................................................................................37
� 2. Erosion Risk Assessment.....................................................................................................................37
3. Construction Sequence and Procedure........................................................................................37
4. Tra m Sediment 38
! pp' g ...............................................................................................................................
5. Wet Weather TESC................................................................................................................................38
6. SWPPS Plan Design..............................................................................................................................39
i PACLAND 50186001 Page 1
I
McDonald's Redevelopment Technicai Information Report Renton, WA
Bond Quantities, Facility Summaries, and Declaration of Covenant.......................................46
Appendix: A- Figures
B -Operation and Maintenance Guidelines
C- Special Reports and Studies
D -CSWPPP Worksheets
E-Approved Adjustment Letter from City of Renton
F- Maintenance Agreement Letter from Property Owner
i
PACLAND 50186001 Page 2
McDonald's Redevelopment Technical Information Report Renton, WA
' � •
Existing Conditions
The project site is located at 4411 NE Sunset Boulevard in Renton, Washington. The site
is approximately 0.97 acres and is currently occupied by an existing McDonald's
restaurant and parking lot totaling approximately 35,242 SF of existing impervious area.
The remainder of the site consists of landscaping around the existing building, along the
frontages of Anacortes Ave SE and along NE Sunset Boulevard.
Per the Geotechnical Engineering Report by The Riley Group, Inc., dated May 31, 2011,
the site is underlain by loose to medium dense silty sand with gravel over stiff to very
stiff silt.
The site is generally rectangular in shape and is bordered to the north by NE Sunset
Boulevard, to the south by Renton Highlands KinderCare, to the west by vacant land and to
the east by Anacortes Ave SE. There does not appear to be any upstream tributary flow
onto the site. The project site is generally flat.
Developed Conditions
The McDonald's Redevelopment project proposes to construct a new 4,185 SF restaurant
building and an 865 SF Playplace, with a dual-throat drive-thru facility and an associated
parking lot. The total impervious area upon completion will be approximately 2,192 SF less ,
than the existing impervious coverage. The existing McDonald's restaurant will be
demolished as part of this redevelopment.
On-site stormwater runoff from the paved and roof surfaces will be collected and I�
transported via a system of curb, gutter, catch basins and underground storm drainage pipe �'��,
to a new underground detention/wet vault. Runoff will undergo enhanced basic water �
quality treatment by means of a two-facility treatment train. Per the approved adjustment to
Core Requirement #8, the first facility will be a StormFilter manhole with twelve (12) low-
drop cartridges and the second facility will be a wet vault. The treated runoff will pass
through an oil retaining baffle within the wet vault prior to controlled release to the existing
44" x 72" CMP culvert at the southwest corner of the site. The existing culvert then
discharges directly to Honey Creek, which daylights onto the adjacent property at the
southwest property line.
Pre-Development Stormwater Runoff
As discussed above, the site is generally flat and currently drains towards the southwest. A ,
system of catch basins conveys stormwater runoff to a 30" underground detention pipe ,;
located in the western portion of the site. The runoff is then released to an existing culvert '
PACLAND 50186001 Page 3
McDonald's Redevelopment Technical Information Report Renton, WA
in the southwest corner of the site, where it ultimately discharges to Honey Creek, on the
adjacent property to the southwest.
Post-Development Stormwater Runoff
Stormwater will be managed on the project site in accordance with the standards of the
2009 King County Surface Water Design Manual (KCSWDM), as amended by the City of
Renton. On-site stormwater runoff from the paved and roof surfaces will be collected and
transported via a system of curb, gutter, catch basins and underground storm drainage pipe
to a StormFilter manhole and new underground detention/wet vault. Runoff will receive
enhanced basic water quality treatment, via the approved two-facility treatment train, and
then pass through an oil retaining baffle prior to controlled release to the existing CMP
culvert at the southwest corner of the site. Since the project proposes more than 2,000 SF
of new impervious area, a Full Drainage Review will be re,,., :��_i
�
PACLAND 50186001 Page 4
KING COUNTY, WASHINGTON, SURFACF WATF.R DESIGN MANUAL I
I TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Pa�t 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER DESCRIPTION
ProjectOwner McDonald' S (Applicant) ProjectName McDonald's �edevelopment
Phone 425-242-2420 DDES Permit# N/A
Address 12131 113th Ave NE, Ste 103 Location Township 23N
Kirkland, WA 98034 Range 5E
; ProjectEngineer Jenelle Taflin, P.E. Section 3
Company PACLAND Site Address 4411 NE sunset aoulevard
Phone 1425) 453-9501 Renton, wA
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
❑ Landuse Services ❑ DFW HPA ❑ Shoreline
Subdivison 1 Short Subd. I UPD ❑ COE 404 Management
� � Buildin Ser�ices ❑ DOE Dam Safety � Structural
M/F ommerica SFR RockeryNaulU
❑ Clearing and Grading ❑ FEMA Floodplain � ESA Section 7
❑ Right-of-Way Use ❑ COE Wetlands
❑ Other ❑ Other I
(_ ;
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report Site Improvement Plan (Engr. Plans) �
Type of Drainage Review Ful1 / Targeted I Type(circle one); Full / Modified ! '
(circle): Large Site Small Site
Date(include revision 0 3/2 7/2 012 Date{include revision �3/2 7/2 012 I
dates): 05/31/2012 dates): 05/31/2012
Date of Final� Date of Final:
Part 6 ADJUSTMENT APPROVALS
Type(circle one): Standard Complex I Preapplication / Experimentaf I Blanket
Description: (include conditions in TIR Section 2)
Adjustment to Core Requirement #8 - Water Quality, to allow °�
StormFilter manhole upstream of wet vault for enhanced basic
treatment .
Date of A roval: 0 5 3 0 12
` ;
f
! 2009 Surface Water Desig:l Manual 1!9./2009
I
(
�
KI�1G CO�'tiTY, VU'ASHItiGTON. �URFACE ��'ATER DE,S[G1�" h4ANC1AL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
--.. . �
Part 7 MONITORING REQUIREMENTS I
Monitoring Required: Yes No ` Describe: � �
Start Date:
Completion Date: J
Parf 8 S1TE COMMUNITY AND DRAINAGE BASIN
Community Plan : N/A
Special District Overlays: N/A �!
i
Df8111aJ@ BBSIn: May Creek �rainage Basin �
Stormwater Requirements: rro sAeCial requirements rec7uired '
Part 9 ONSITE AND ADJACENT SENSITiVE AREAS l
Q RiveNStream Honey Creek ❑ Steep Slope N/A I
❑ Lake N�A ❑ Erosion Hazard N�p' ;
❑ Wetlands N�A ❑ Landslide Hazard N/A
❑ Closed Depression N�A ❑ Coal Mine Hazard N/A
❑ Floodplain N�p' ❑ Seismic Hazard N/A
❑ Other N��'' ❑ Habitat Protection N�A ;�
❑
Part 10 SOILS
;
Soil Type Slopes Erosion Potential �
Silty Sand
❑ High Groundwater Table(within 5 feet) ❑ Sole Source Aquifer
❑ Other ❑ Seeps/Springs
❑ Additional Sheets Attached
2C1�i9 Surrac, �L'ater I�esi�n ?�lanua�. l%9/�OU9
� �
KiNG CULNTY, W,45H1'JGTON, S;�RFACE �V���:ER DE�1GN M��'�U��L
TECHNICAL INF4RMATION REPORT (TIR) WORKSHEET
Part 11 DRAINAGE DESiGN LIMITATfONS
REFERENCE LIMITATION/ SITE CONSTRAINT
0 Core 2–Offsite Analvsis N/A
0 SensitivelCritical Areas N/A
Q SEPA N/A
❑ Other
� � — -- ---�---- -
❑ Additional Sheets Attached
Part 12 TIR SUMMARY SHEET (provide one TIR Summa Sheet er Threshold Dischar e Area)
Threshold Discharge Area:
(name or descri tion
iCore Requirements(atl 8 apply)
�--
Discharge at Natural Lvcation Number of Natural Discharge Locations: 1
; _— _ _ - -- --._ __
Offsite Analysis LeveL 1 I 2 ! 3 dated� MARCH 16,2012
Flow Control Y Level: 1 / 2 ! 3 or Exemption Number
. �incl. facility summary sheet) __ Small Site BMPs
Conveyance System Y Spill containment located at: N/A ',
Erosion and Sediment Control � ESC Site Supervisor: TBD I��
Contact Phone:
After Hours Phone:
� Maintenance and Operation Y Responsibility: rivate / Public
_ If Private, Maintenance Lo Re uired: Yes No
; Financial Guarantees and Y Provided: Yes No !
� Liabilit
' Water Quality Y Type: Basic ! Sens. Lake / nhanced Basicm og ,
i (include facility summary sheet) or Exemption No. ,
Lanctsca e Mana ement Plan: Yes No
Special Requirements(as applicable�
Area Specific Drainage N�A Type: CDA/SQO 1 MDP/ BP/LMP/Shared Fac. I None
Re uirements Name:
FloodplainlFloodway Delineation Type: Major / Minor / Exemption ! None
N/A 100-year Base Fiood Elevation (or range):
Datum: �
Flood Protection Facilities N�A Describe: �
�– - ----- ---
Source Control Y Describe landuse: Commercia�
(commJindustrial landuse) Describe any structural controls: I�
?(`G9 Su�fac: \4 ater l�c�ign �;:n,:al I�qi���;")o
3
� KING COU�'�[�1', WASHIVG I�J'�, SURF�ICE�, w'�1�1'f�:R DF.S1G�i M�1NUAl.
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
- - - - -- -- -
Oil Control High-use Site: es No
Treatrnent BMP: Oil retaining baf f le
Maintenance Agreement: Yes �
with whom?
—-- -- - - — --
Other Drainage Structures _ ,- -------— ------ _--- --- ----
Describe:
' 96" StormFilter manhole with 12 low-drop cartridges and an
� underground detention vault with wet vault for water quality.
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REOUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
�� 0 Clearing Limits 0 Stabilize Exposed Surfaces
, 0 Cover Measures 0 Remove and Restore Temporary ESC Facilities
0 Perimeter Protection � Clean and Remove All Silt and Debris, Ensure
X❑ Traffic Area Stabilization Operation of Permanent Facilities
� Sediment Retention 0 Flag Limits of SAO and open space
preservation areas
0 Surface Water Coilection ❑ Other
❑ Dewatering Control
0 Dust Control
❑ Flow Control _ __ _ _ ,
Part 14 STORMWATER FACILITY DESCRIPTIOHS (Note: Include Facilit Summa and Sketch
Flow Control T elDescri tion Water Quality T elDescri tion
Cetentioz Vault
0 Detention ❑ Biofiltration
❑ Infiltration � Wetpool Wet Vault
❑ Regional Facility 0 Media Filtration StormFilter '
❑ Shared Facility 0 Oi! Control Baf f le
❑ Flow Control ❑ Spill Control I
BMPs
❑ Flow Control BMPs
❑ Other
❑ Other ;
�
� _ : . ��
2009 Surface W'ater Design Man�a; 1�9r20Uy
a
KING COUNTY, WASHINGTON, SURFACE WAT'ER DESIGti MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS
❑ Drainage Easement 0 Cast in Place Vauft
�. X❑ Covenant ❑ Retaining Wall
� ❑ Native Growth Protection Covenant ❑ Rockery>4' High
l � �
❑ Tract ❑ Structural on Steep Slope
❑ Other ❑ Other
'� -- - -- _ _ .._,
Pa�t 17 SIGNATURE OF PROFESSIONAL ENGINEER !
r �
I,or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were �
� incorporated into this worksheet and the attached Technic ation Report. To the best of my j
knowledge the information provided cc e. � I
��
S! ne e
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�nf19 S�.�rface�1'ater l�esion ��t�an'-:�11 �,9 "'
�vicuonaid s Keaeve�opr��ent i ecnn�ca� intonnauon Keport Kenton, vVr
Site Location:
SE�3flth St �Oi G �
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SF gath Pti `P� �0f
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6 SE' � �''
rin�ddle � ' May Creek Park � l�
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� 5�g5th W�y
I � SE��th W aY
6 ME 27th St—-
,, SE 9d�h St
M1 N r
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� W Q' NE 25:h St <
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Beach �
Park Z
�� .900_' - � -. �Set81Vd `n .
, a � NE�il
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�� �unse[ C`'� y Z Si
� ti�cpaC1RD� Court c.�J Q' <
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a anding Wa9 � NE 9rh St - a
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Figure 1: Vicinity Map
Location: 4411 NE Sunset Boulevard Renton, WA
Section/Township/Range: SW �/a of SW 1/a Sec. 3, T.23N, R.05E of W.M. ''
Parcel/Tax Lot: 0323059097
Size: Approximately 0.97 acres
City, County, State: Renton, King County, Washington
Governing Agency: City of Renton
PACLAND 50186001 Page 5
McDonald's Redevelopment Technical Information Report Renton, WA
Drainage Basins, Subbasins, and Site Characteristics:
�
` Drainage Basin
� The project site is located within the Honey Creek Sub Basin within the May Creek
; Drainage Basin. There are no special stormwater management requirements for this
drainage basin.
Subbasins
In general, the site consists of a single, on-site sub-basin. The proposed drainage
system consists of a system of curb, gutter, catch basins and underground storm
drainage pipe that will convey the stormwater runoff from the paved and roof surfaces
to the StormFilter manhole and 20' W x 148' L x 10' D combination detention/wet vault
in the western portion of the site. Runoff will be controlled released from the vault to
the existing CMP culvert at the southwest corner of the site, which then discharges
directly to Honey Creek.
� A portion of the site, along the eastern property line, will be dedicated as right-of-way
� to accommodate a new sidewalk and landscape strip. Although these areas cannot drain
to the proposed on-site detention vault, the vault has been oversized to account for
these areas.
, Soils:
Per t�-,: GE�.cc.�,�,���_a��� E��,��ir�.�_ . ,� �;�� _ k;,� T �� : �� �� .:u�, :� „- u��;c�i f,��:;�� �L -�� _ �.
the site is underlain by toose to medium dense silty sand with gravel over stiff to ve
stiff silt. These soils are not s `-' ' `_ _= '�-_� _ _ �,_ ___r_ - _�___ __ _ _ �� �_ _ � �
�
PACLAND 50186001 Page 6
McDonald's Redevelopment Technical Information Report Renton, WA
• � . . � ' - . .
As required by the 2009 King County Surface Water Design Manual (KCSWDM) and as
amended by the City of Renton, this project is subject to a Full Drainage Review. Therefore,
the storm drainage design for this project is required to comply with all eight (8) Core
Requirements as well as all five (5) Special Requirements. The applicable requirements have
been met as follows:
Core Requirements
Core Requirement #1: Discharge at Natural Location
All surface and stormwater runoff from a project must be discharged at the natural location
so as not to be diverted onto or away from downstream properties. The manner in which
runoff is discharged from the project site must not create a significant adverse impact to
downhill properties or drainage systems.
Response: On-site runo�will be detained, treated and conveyed to the existing CMP culvert
to which it currently discharges. No downstream impacts are anticipated.
Core Requirement#2: Offsite Analysis
All proposed projects must submit an offsite analysis report that assesses potential offsite
drainage and water quality impacts associated with development of the project site and
propose appropriate mitigations of those impacts. The initial permit submittal shall include,
at minimum, a Level 1 downstream analysis as described in Section 1.2.2.1 of the 2009
Manual.
Response: See page 11 for Offsite Anafysis. Since the on-site runoff will be detained to match �
pre-developed, fully forested conditions, and will be treated prior to being conveyed to the
existing culvert, no downstream impacts are anticipated.
Core Requirement #3: Flow Control
All proposed projects, including redevelopment projects, must provide onsite flow control
facilities or flow control BMPs or both to mitigate the impacts of storm and surface water
runoff generated by new impervious surface, new pervious surface, and replaced impervious
surface targeted for flow mitigation. Flow control facilities must be provided and designed
to perform as specified by the area-specific flow control facility requirement in Section
1.2.3.1 and in accordance with the applicable flow control facility implementation
requirements in Section 1.2.3.2. Flow control BMPs must be provided as directed by the
PACLAND 50186001 Page 7
McDonald's Redevelopment Technical Information Report Renton, WA
flow control BMPs requirement in section 1.2.3.3 and applied as specified by the flow
control BMP requirements in Section5.2.
Response: The proposed flow control system wil( consist of an underground detention facility
�
designed per the requirements of the 2009 King County Surface Water Design Manual
(KCSWDM), as amended by the City of Renton. The project site lies within the Flow Controf
Duration Standard(Forested Conditions) area. See the Flow Control and Water Quality Faci(ity
� Ana(ysis and Design section below for detailed ca(culations.
Core Requirement#4: Conveyance System
All engineered conveyance system elements for proposed projects must be analyzed,
designed, and constructed to provide a minimum level of protection against overtopping,
' flooding, erosion, and structural failure as specified in Sections 1.2.4.1, 1.2.4.2, and 1.2.4.3 of
the 2009 Manual.
; Response: The new on-site conveyance system has been sized to adequately convey the 25-year,
up to the 100-year storm. See the Conveyance System Analysis and Design section for derailed
calculations.
Core Requirement #5: Erosion and Sediment Control
All proposed projects that will clear, grade, or otherwise disturb the site must provide
erosion and sediment controls to prevent, to the maximum extent practicable, the transpo�t
of sediment from the project site to downstream drainage facilities, water resources, an��
adjacent properties. To prevent sediment transport as well as other impacts related to IanJ
disturbing activities, Erosion and Sediment Control (ESC) measures that are appropriate to
the project site must be applied as described in Section 1.2.5.1 and shall perform as
described in Section 1.2.5.2. In addition, these measures, both temporary and permanent
shall be implemF
proposed projec
Response: Erosion and sediment control requirements as outlined in the 2009 KCSWDM will
be an integral part of the project construction documents. These measures will include
methods to reduce erosion of on-site site soils and measures to prevent sediments from
inadvertently leaving the project site, such as silt fencing, catch basin inserts and construction
entrance installation.
Core Requirement #6: Maintenance and Operations
Maintenance and operation of all drainage facilities is the responsibility of the applicant or
property owner, except those facilities for which King County is granted an easement, tract,
PACLAND 50186001 Page 8
McDonald's Redevelopment Technical Information Report Renton, WA
or right-of-way and officially assumes maintenance and operation. Drainage facilities must
be maintained and operated in compliance with King County Maintenance Standards.
Response:An Operations ond Maintenance Manual is located in Appendix B of this report.
Core Requirement #7: Financial Guarantees and Liability
All drainage facilities constructed or modified for projects (except flow control BMPs to be
privately maintained) must comply with the financial guarantee requirements in King County
Ordinance 12020 and the liability requirements of King County Code 9.04.100. There are two
types of financial guarantees for projects constructing or modifying drainage facilities; the
drainage facilities restoration and site stabilization guarantee, and the drainage defect and
maintenance guarantee.
Response: A Bond Quantities worksheet has been included in this report.
Core Requi�ement #8: Water Quality
All proposed projects, including redevelopment projects, must provide water quality (WQ)
facilities to treat the runoff from new and replaced pollution-generating impervious surfaces
and pollution-generating pervious �urfaces targeted for treatment. These facilities shall be
selected from one of the area-specific WQ menus described in Section 1.2.8.1 and
implemented according to the applicable WQ implementation requirements in Section
1.2.8.2 of the 2009 Manual.
Response: The proposed commercial project wil( result in more than 5,000 sf of new p(us
replaced PGlS; therefore, enhanced basic water quality treatment wil! be provided. Water
quality rreatment for this site will be provided by means of a two-foci(ity treatment train
consisting of a StormFilter system fol(owed by a wet vau(t The treatment train configuration
has been approved by adjustment, with conditions as described in the Water Quality section of
this report. See Appendix E for the Adjustment Approval Letter from the City of Renton and �
Appendix F for the Maintenance Agreement Letter from the Property Owner. See the Water
Quality section for conditions of adjustment approval and detailed facility sizing calcu(ations.
Special Requirements
Special Requirement #1: Other Adopted Area-Specific Requirements
The drainage requirements of adopted CDAs, MDPs, BPs, LMPs, and SFDPs shall be applied
in addition to the drainage requirements of the 2009 Manual unless otherwise specified in
the adopted regulation. Where conflicts occur between the two, the drainage requirements
of the adopted area-specific regulation shall supersede those in the 2009 DOE Manual.
Response: Ti�ere nre no nrea-specifi� reqt�ire,merts c�pplicnb(e to *his pro,rect site.
- -- _-- -- --- __ ____ - — - — a=
. _ . - - _ -
_ �. � � s�_ ^ _��:_��l �7
McDonald's Redevelopment Technical Information Report Renton, WA
Special Requirement #2: Flood Hazard Area Delineation
Floodplains and floodways are subject to inundation during extreme events. The 100-year
floodplains are delineated in order to minimize flooding impacts to new development and
to prevent aggravation of existing flooding problems by new development. Regulations and
restrictions concerning development within a 100-year floodplain are found in the Sensitive
Areas Ordinance.
Response: Per the most current FIRM Map, shown on page Z6 of this report, the project site does
not(ie within the 100-year floodplain.
Special Requirement#3: Flood Protection Facilities
Developing sites protected by levees, revetments, or berms require a high level of
confidence in their structural integrity and performance. Proper analysis, design, and
construction are necessary to protect against the potentially catastrophic consequences if
such facilities should fail.
Response: The project site does not contain any levees, revetments, or berm protection.
Special Requirement #4: Source Controls
Water quality source controls prevent rainfall and runoff water from coming into contact
with pollutants, thereby reducing the likelihood that pollutants will enter public waterways
and violate water quality standards and County stormwater discharge permit limits. The
County may require mandatory source controls at any time through formal code
enforcement if complaints or studies reveal water quality violations or problems.
Response: Since the project proposes a building and pollution generating impervious
surfaces, water quality source control is proposed as part of the redevelopment. The on-site
trash enclosure wil( be covered.
Special Requirement#5: Oil Control
Projects proposing to develop or redevelop a high-use site must provide oil controls in
addition to any other water quality controls required by the 2009 Manual. Such sites
typically generate high concentrations of oil due to high traffic turnover or the frequent
transfer of oil.
Response: Per the 2009 KCSWDM, as amended by the City of Renton, commercial
developments with an expected average daily traffic (ADT) count of 100 or more vehicles per
1,000 square feet of gross building area are considered high-use sites. This pro�ect is a high-
use site and wilf provide oil control by means of an oil retaining baffle within the wet vault.
PACLAND 50186001 Page 10
McDonald's Redevelopment Technical Information Report Renton, WA
1 � r
Tosk 1: StudyArea Definition and Mops
Available resources such as the survey and topographic maps were utilized to prepare for
the downstream analysis.
Figure 2, below, shows the general location of the sensitive areas relative to the proposed
project site.
Task 2: Resource Review
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� ���TM� g� � Complaint � � ���n,cr
r� i� � °��. _ �
NE 10fNCT ',`� ..... . �' z � �nn�sr z
z > `i {
m � � nE iarn R W Z � � �t
� � m � � j � � NEWM0. �
W < o <U� : �
�,� z i
li'IOn1Sr W W
lll ) _ �• � NE tOM ST =
o U �;���–'_;:-._� W d
� ! � z o
VE IOTM ST YE 4TM CT � K �
� C{ J
ME fM Pl ME 5t1+.^t
yl
Figure 2: Sensitive Areas Map
PACLAND 50186001 Page 11
i ,
McDonald's Redevelopment Technical Information Report Renton,WA
Resource Review
A review of drainage complaints within one-quarter mile around the project site, as supplied
by the City of Renton, indicates that there have not been any complaints related to
significant drainage or water quality concerns at or near the project site. There have only
been private property complaints reported at Parcel #1494500050 and Parcel #7229600000
(both in 2002) for localized flooding.
Task 3: Field Inspection
Uqstream Analysis
The project site does not receive runoff from upstream properties. Upstream flows drain to
closed conveyance systems in NE Sunset Boulevard and Anacortes Avenue NE.
# Photo Descri tion
; Looking northeast near
�' � �i the northwest corner of
the project site.
The properties upstream
� cr �
� i of the project site drain to
closed conveyance
� ` � � �`" ' �� systems in NE Sunset
� �, i goulevard and Anacortes
1 _ _ __ ,.
�L ' � � --- Site Avenue NE.
T�. �. �_
�.., . ��.±w� _
Honey Creek is conveyed
across the subject
property through a 44" x
72" CMP culvert which
discharges at the
southwest corner of the
site.
PACLAND 50186001 Page 12
ivic�or�aid s �eaeveio�n�ent iecnn�ca� intor�nation Keport Kenton, vvh
Downstream Analysis
A formal downstream analysis has been completed in accordance with the 2009 KCSWDM,
as adopted by the City of Renton. The downstream was completed on March 16, 2012. The
temperature was approximately 45 degrees and it was overcast.
Figure 3, below, shows the downstream analysis path from the project site to �/a mile
downstream.
McDonald's Downstream Map �'�^�,�,
- . , : '�;�;, I
� ��� �i! � � ��, � Y . .�..�R w
r--'�'�----. �' . P ROJ ECT S ITE : +u �"„"'
���� � �—�`•l � � : ���,»� i
� _. c_ i �� �� " . _ . .�.�. � .
� ' �}*'.�', i . �.w.A � �
_ � � �. ; �„�,w �
• �'o� � i ` , . �_.�,.
uv,� . ,�''r �,.,�
• ,���U�1�\t''��� ' : ��. I
. i
������1; * `��e � .�
*j 11 IflllllP��� �
T i � �i�— fbrYmF�dry
� � ❑
� rr
� �� M • m �
• ._ � j � _,�__,Y� � `.—.
r ' I fM+M Ftl�r
� ���� DOWNSTREAM � �
�I� �`� `�.. FLOW PATH "°"'
. j � � Ovxrmrean WeMetl 3'IiQ017
.. . '��rY^Al.���►M �w' 4 �.1 :a� y•� .
— Y+' " . . .� S.��fy. 4� I
�' � � � � �
M � ,
1:1 583
264 0 132 26I c.w "' '� ;�:. _.�, � '.� IlCityo( OH "
11
ruo iee�wvtr:sai�_wa.-fsw�wm Flvs.so• 03'1&'2072 n'sw�vararroeEusEowr+nnv�nor� Finance�f7�i�s..>n
Figure 3: Downstream Analysis Path Map
As discussed above, the site is generally flat and currently drains towards the southwest. A
series of catch basins conveys stormwater runoff to a 30" underground detention pipe
located in the western portion of the site. The runoff is then released to an existing culvert
in the southwest corner of the site, where it ultimately discharges to Honey Creek on the
adjacent property to the southwest.
PACLAND 50186001 Page 13
McDonald's Redevelopment Technical Information Report Renton, WA
# Photo Descri tion
- '��; . ' •,,;•>-• �r,� ',:.` � Looking southwest at
, -..:� "`�='' �,� -� Honey Creek from
, }"' " '- '��'�,�' �",�. �':�r�f- project site.
*, :. ��,t►.. ��, ,4-�.�+'��
�' �:� -j- . , On-site stormwater
�, �- � �.,�,
;� �=�E- • runoff flows to a
a,� .�.
, �` �"��` �~ � � �. system of catch basins
w
���` � � M� r�,���-- � � and 30" detention pipe
� •. .,.. • . •�,
";. ,�, - ''=� ,,� '`- within the paved area '
��'�� �.��. �t«�� - ; . � of the project site.
1 ,,;;:... ,,,, , - �.
- =- � � =_ - Runoff is then
conveyed to a 44" x
�'`'� _�.�'�� :�; � �= �� 72" CMP culvert, which
� ; =6 ' ":s�''� =� ` ":" t1I�
•~°� Y� :`"�``��`Y. 4 = , discharges to Honey
�� - :�*
; �""�,�,r:._ ��-��;. �. _.� Creek in an open
4_�` .
__. .__. ., - - . . . _ �. �:;�.�:.- g .,�-�:�... channel on the
adjacent property to
the southwest.
_- - -
PACLAND 50186001 Page 14
McDonald's Redevelopment Technical Information Report Renton, WA
,
Looking west near
1200 Whitman Court
NE office building
Honey Creek continues
through a heavily treed '
and brushy open creek
' through two large
2 ' . �=, �� , ; diameter culverts
�* adjacent to 1200
' Y � � � Whitman Court NE.
` � �`�, From there it enters a
,� �__ .
� �'• �►, tightlined closed
�. >
,., .. - ��� '�` : i ; conveyance system in
,t;� � ��.. Whitman Court NE and
. �`�• � ���, -
-� ,�r,,,,-- . flows west under
"�` Greg's Japanese
1��� +" ' Automotive shop.
� �.� r
r
i ;rZ'
� �
�i
� � � Looking north along
�' � �� � '>�� � NE Sunset Blvd.
, r�,,,�,�'`p'�'' �,.�;�x���•, ,� ''�,y� ,. ` .
-„ p� �
►R,, � 4� �'��'- �; t�n� H� �'�}` s �• � �'., .. -
�'.�' � `'`"�` �1C�; ' - `f �"� ��,,�.:� � . . Runoff is conveyed in a
^� ..� f , � ' '
��, � f�.
` � ` $. ' =` ` -'`'" ".�-`�- northwest direction
4 '�� �.�,s��.. +,�e ; - . . ' 'y.' .. jrir
���' • .._ �.a t� �. � : � .�! w.
ri• �-� � from the dosed
. f - �
, . -�;, . _.��,��.�
3 " "' . �.. �� � � Y�r conveyance system
' �'y�;�`,,. ,�;�� �� � '``� _ ��- across NE Sunset
w � �.�`'�'� .
�,. , ` � ;.���, � ,:�r,�. � •�"' � . Boulevard and
��.�+.�• �A ,_,���, �:t�`*�, � �IY*�; �r ,_ '� ._ � _ i discharges to a
������[ #�'`��.�'4__ � ,��-',,-�"., �� '`���' ��,-, �^ �� roadside drainage
,�. , - .� ,�.'`�r,� . , .
��t�,�l`,, `i-_ �<"'�'' __���.es�''�'`w., , �ti . ,
• . Y •- b�►a. �._ � ` . , �.�_.� _. , swale.
�
PACLAND 50186001 Page 15
McDonald's Redevelopment Technical Information Report Renton, WA
• :
..+� � .
.» 3 •. .
t�!=. -.- . � � - �. ,
_.,�, , ,
�t'�� .,._ . � _,_._ _
Q _�, .. ri �. .
�;� ,a,, �1
� _ - - � ���
— C� __ -�-�1►� Looking north along
___� � �-- �
��r..�. . ,- Union Ave NE.
. ''�, �R�-��� .�`a�,�. ''�
��'� � �"�"'- ''� The roadside drainage
• � , �.�' R
4 ` �� �` .;�.$ �:�: 4t" swale directs flows '
'� � �:.�,,� =,� ;,, . ,�� from the north side of ;
' �*��"�� '� ` y ��� `� NE Sunset Blvd to the I
t � V
I� ��� +�: ` '�' 2� �=;��- .�" �;..�. east side of Union Ave
•.1�� �.�.K . . . '
- ��
.�,, � , ,�'�`=.�. � ,,Y NE.
� t{ YY. + i x ` • � ` '� J� ,'�
�� f� ����^ . . . -..'��.: . . jy�'
�+�.,��. • � • .++� f . � � I _ � �{` Ti
,�:e.y 4' ii�� '�r "•� . -
.r€�'r � { � 'c �� ..
�� ' �,��� . , r
..,� `r . ". •''��
;, ��'',• .� �y�.,, ��. ,• ' ,
. r' ���•� � � r..�� �, . < • I
I `Yo ��"F\'i�('��T•' ,� ,,`k�# � ��•• ��
, 1��, �,� ,r� •Y�: i,�i w � ti-k�• :�1
� j�� �•��� �.��,� �J . �` 't� "-
PACLAND 50186001 Page 16
McDonald's Redevelopment Technical Information Report Renton, WA
, --
�
_,�,���.•�' j��, ��- � - Looking east from '
� "� "' � � � Union Ave NE.
,..�' �" . ..�� ,�,.�
�'.:� ' +��;_.� ��.'� "= '`� The open roadside
, � �� n.a;�`''�€ .� ::,`�
:,�,�-� ,,� ; drainage swale enters
5 . �,. _
� ,r�_� r �.�.,, ,,���.,; ��.� .� two large diameter
r��.,�,. ;�!�r� �-• `�':.=;, culverts which crosses
. ,��� � y ' �'
, _ _ � to the west side of
:+� -�--a�:. �-� '� 3 c�,�- .� �'� s' ~''ri
� ��� •� :: � , .'��g�'�p�,"'�"�'.�r, ' U nion Ave N E.
�, - �"� �� ��* x ��"�'�� j� ��'�
�,*t` ,�r�'+�s �„ , ��r� -li�j!',t� ���. ';
1,
r� . �- .t,?�:;
t �, y _�.;� :�
�O. �.; , �' .lr� k �•I ..i� •.y.t `� .,`• .. �. _43' ��`� � � .
�•a� v , ,. � �� �ti� . � s���+ `�� .�'�h� � Vf =�.�' ..� ,�-"• ' .v f r+^i' I, .
i 7 �): . �• .- .M. ' ati s �'�� '� }.- i�'t�� �.�. '�r ~�is' i
�v.f s�-P �ij� y�'4 .� �a. � 4L . �`f 3' � :_.s t
j ��}, i a���',� •ae r/ ! •,i. `•+wy� �"j- �' :�. .. = -:�.�. ��
I�'�`I.� i�4! s � .. - tI .d �.-_ .•
�i�r I�.s_�-/Y � `'�' ':,r,f z` *� rs� ''�- ., • , 'i _
� •� ����~ �p, 1�� �'��`�, � .��: �. • .1� � . .I �`I .
� •,~ �s�� � � � bw.��� ����• '�i-=��\4., --_� 1�� �� .
��'� a ��f�y� `•�la��-.-. .:���P� ��1'� � ���� '.3C,=`► i,. x'�'i�.�/'� �,
,�����. � . �,. r ,�,..�: .��� _s�� .. -v. �' . -: . :' , Looking west from
�� ��A/ ► .���,�y,g/. 'ti•sj A r ����� i� �; f��1�_.:�- � , :,ia � .►�y• ..
���i��7�►`_� .y � � ` O• F� '�R ���.' +n J;.
� . � .y�� G R �q��� � .y; �f�. �•5/ i,�. , �'S, 9 ' 1�,; � Union Ave NE.
! "r!„��:1lar�Y����r' � � s.j';� �-;. F �ei 't i j����';.�.�
`�` +� �'�� � �' � y .,� +�� r'�.u������' :' ��.
� , , : .. 9r
�� - : ����•� �''0 "r ��� Honey Creek is
� ,.� � — � ` ; �.a �z ,�� �
I � ' <��'1,y#,g��� s =;��'�'`'� .;�-�; conveyed
Z � �� \ ,J'- s A .. ��� �
� '�''���'���'`• v` � .D � Z-s \ f� �
6 � - �• '�, underground across
�, r t - -.
. . � �,`�` t
,�. " # '�� � Y���`�,�'�,� ,� ;�•'��• �� Union Avenue NE and
, ,
�r ' �' , �' ��,� ��'��-��'�R x' ��•'«�" ,�� then daylights again �
+►' �: �� �� �.�' � .�:�."��_���
`$ � �� �,;� '����i, ��,r���,.���� �,��, on the west side of NE
� , � ��`� r �..t
� ^--�� ,r-,y�+� ' �� . ,� �`. .: Union Ave.
. . �,� �f� , .} _ �
p ' y`+e'/A�R'��1.•,. � i. .�. ' �'S*a'�� �a
. .,e��•r : 1r' • ti
��3� '��{�+��ra„e��,t.t e .� t i r „ " � _ r..� .:,�...yp�,
�' e •
����•� �'�' ., [ �+
1 iS.�.�'''� ��} � � ���'F� ��G7 .�t '�•
4j�•7�.:.+'! �. ,y� ..,►��i,�� � a�' �� � �x; � i"�s
�4 T3 1� �'�W.. r
r.�7 r�' �[��` �o�;. : �'�" '; j i,,.(�' . . - . � ►
a e+ �!`, .} �' ' .{S.`. },` t � ���j f� ��... � _\��
e7�' '��f .,m� 4 Y � ��'
�•`,'�'-!'u vd•!„pta•_ _i�y� ..t 1 � ���.ts ` �'�t; ..1r;��,' , y' . .
PACLAND 50186001 Page 17
McDonald's Redevelopment Technical Information Report Renton, WA
Task 4: Drainage System Description and Problem Descriptions
At the time of the site visit and downstream analysis, the culvert outlet located southwest of
the project site was completely submerged. However, there are no known problems with the
drainage system in and around the site. None of the reported drainage complaints in the
area involved stormwater drainage capacity or other concerns; therefore no downstream
impacts are anticipated.
�� PACLAN D 50186001 Page 18
McDonaid's Redevelopment Technical Information Report Renton, WA
� � . i i i • i � � i i i 1 • i
Existing Site Nydrology:
The project site is located at 4411 NE Sunset Boulevard in Renton, Washington. The site is
approximately 0.97 acres and is currently occupied by an existing McDonald's restaurant
and parking lot totaling approximately 35,282 SF of existing impervious area. The
remainder of the site consists of landscaping around the existing building, along the
frontages of Anacortes Ave SE and along NE Sunset Boulevard. The pre-developed
conditions are shown in Table 1, below. However, the site was modeled as com�letely
forested for sizing of the proposed detention Fazi1' .
—_._ __
Table 1: Pre-Develo ed Conditions
Square Feet(SF) Acres(AC)
PGIS 24,348 0.559
Roof 6,592 0.151
Other NPGIS 4,302 0.099
Landscape 7,018 0.161
Tota I 42,260 0.970
The site is generally flat and currently drains towards the southwest. A system of catch
basins convey stormwater runoff to a 30" underground detention pipe located in the
western portion of the site. The runoff is then released to an existing culvert in the
southwest corner of the site, where it ultimately discharges to Honey Creek, on the adjacent
property to the southwest.
Per the 2009 KCSWDM, as adopted by the City of Renton, the site is located in the Flow
Control Duration Standard area and is, therefore, required to be modeled as fully forested.
Existing Conditions Time Series File
�'low Frequency Analysis
Time Series File:predev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
F_ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(�FS) (CFS) Period
C . 061 2 2/09/O1 18:00 0.078 1 100.00 0.99C
�� . 017 7 1/06/02 3:00 0.061 2 25.00 0.960
O, C45 4 2/28/03 3:00 0 .04� 3 10. 00 0.900
u. 0O2 8 3/24/04 20:G0 O .G4�� 4 �. CO C. 800
PACLAND 50186001 Page 19
McDonald's Redevelopment Technical Information Report Renton, WA
0:0 6 1/05/G5 8:00 0.039 5 3.G0 0.66^
047 3 1/18/06 21:00 0.027 6 2.00 0.500
0.039 5 11/24/06 4:00 0.017 7 1.30 0.2.i1
0.07 1 1/09/O8 9:00 0.002 8 1.10 0.091
uted Peaks 0.0�2 50.00 0 .9�0
Developed Site Hydrology:
The McDonald's Redevelopment project proposes to construct a new 4,185 SF restaurant
building and 865 SF Playplace, with a dual-throat drive-thru facility and an associated
parking lot. The total impervious area upon completion will be approximately 2,192 SF less
than the existing impervious coverage. The existing McDonald's restaurant will be
demolished as part of this redevelopment.
�
On-site stormwater runoff from the paved and roof surFaces will be collected and
transported via a system of curb, gutter, catch basins and underground storm drainage pipe
to a new underground detention/wet vault. Runoff will receive water quality treatment and
pass through an oil retaining baffle prior to controlled release to the existing 44" x 72" CMP
culvert at the southwest corner of the site. The existing culvert then discharges directly to
Honey Creek at the southwest property line. The developed conditions are shown in Table 2
below:
Table 2: Developed Conditions
Square Feet(SF) Acres(AC)
PGIS 22,399 0.514 --- �; �,'3
Roof 5,050 0.116 �
Other NPGIS 5,601 0.129
Landscape 9,210 0.211
Tota I 42,260 0.970
See Appendix A, Figure 1 — Grading and Drainage Plan.
The new on-site underground detention facility was sized using the King County Runoff
Time Series (KCRTS) Methodology. A summary of KCRTS output is given b
Developed Conditions Time Series Fil,
Flow Frequency Analysis
Time Series File: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
0.20G 7 2/09/O1 2 :00 0.399 1 100.00 0.990
PACLAND 50186001 Page 20
McDonald's Redevelopment Technical Information Report Renton, WA
0.169 8 1/05/02 16 :00 G.276 2 25 .00 0.960
0.239 3 12/08/02 18:00 0.239 3 10 .00 0.900
G.189 6 8/26/04 2:00 0.226 4 5.00 0.800
0.226 4 10/28/04 16:00 0.213 5 3 .00 0.667
0.213 5 1/18/06 16:00 0.200 6 2 .00 0.500
0�7 2 10/26/06 0:00 0.189 7 1 .30 0.23=
"0.399 � 1 1/09/08 6:00 0.169 8 1 .10 0.09_
Co eaks 0.358 50 .00 0.980
A detention vault was designed to meet Conservation (Level 2) Flow Control Standards per
the 2009 KCSWDM. A summary of the KCRTS output is given below:
Facility Data
Retention/Detention Facility
Type of Facility: Detention Vault
Facility Length: 148. 00 ft
Facility Width: 20. 00 ft
Facility Area: 2960. sq. ft
Effective Storage Depth: 4.75 ft
Stage 0 Elevation: 0. 00 ft
Storage Volume: 14060. cu. ft
Riser Head: 4. 75 ft
Riser Diameter : 18 . 00 inches
Plumber �f orifices : 2
_ull Head Pipe
Orifice � Height Diame�er Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 0 .54 0.017
2 3.00 1 .00 0.035 4 . 0
Top Notch Weir: None '
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs)
0. 00 0 .00 0. 0.000 0.000 0.00
0. 01 0 .01 30. 0.001 0.001 0.00
0. 02 0 .02 59. 0 .001 0.001 0.00
0. 03 0 .03 89 . 0.002 0.001 0.00
0. 04 0 .04 118. 0 .003 0.002 0.00
0. 05 0 .05 148. 0.003 0.002 0.00 '
0. 15 0 .15 444. 0. 010 0.003 0.00
0.25 0 .25 740 . 0 . 017 0.004 0.00
0.35 0 .35 1036 . 0.024 0.005 0.00
0. 45 0 .45 1332. 0.031 0.005 0.00
0 .55 0 .55 1628 . 0 .037 0.006 0.00
0.65 0 .65 1924. 0 .044 0.006 0.00 ,
0 . 75 0 .75 2220. 0.051 0.007 0.00
0. 85 0 .85 2516. 0.058 0.007 0.00
PACLAND 50186001 Page 21
McDonald's Redevelopment Technical Information Report Renton, WA
0.95 0.95 2812. 0. 065 0 . 008 0.00
1 .05 1.05 3108. 0. 071 0 .008 0.00
1 . 15 1.15 3404. 0. 078 0.008 0.00
1 .25 1 .25 3700. 0 . 085 0.009 0.00
1 .35 1 .35 3996. 0.092 0.009 0.00
1. 45 1 .45 4292. 0.099 0.010 0.00
1. 55 1 .55 4588. 0.105 0.010 0.00
1 .65 1 .65 4884. 0. 112 0.010 0.00
1 .75 1.75 5180. 0. 119 0.010 0.00
1 .85 1.85 5476. 0.126 0.011 0.00
1 .95 1.95 5772. 0. 133 0.011 0.00
2.05 2.05 6068. 0. 139 0.011 0.00
2. 15 2.15 6364. 0.146 0.012 0.00
2.25 2.25 6660. 0.153 0.012 0.00
2 .35 2.35 6956. 0.160 0.012 0.00
2 . 45 2.45 7252. 0. 166 0 .012 0.00
2 . 54 2.54 7518 . 0.173 0.013 0 . 00
2.64 2.64 7814. 0.179 0.013 0 . 00
2.74 2.74 8110 . 0.186 0.013 0 . 00
' 2.84 2.84 8406 . 0.193 0.013 0 . 00
2.94 2.94 8702. 0.200 0.014 0.00
3.00 3.00 8880. 0.204 0.014 0.00
3.01 3.01 8910. 0.205 0.014 0.00
3. 02 3.02 8939 . 0.205 0.015 0.00
3. 03 3.03 8969 . 0.206 0.016 0.00
3. 04 3.04 8998 . 0 .207 0.017 0.00
�� 3.05 3.05 9028 . 0 .207 0.019 0.00
3.06 3.06 9058 . 0 .208 0.021 0.00
3.07 3.07 9087 . 0 .209 0.021 0.00
3.08 3.08 9117. 0 .209 0 .022 0.00
3.18 3.18 9413. 0 .216 0 .026 0.00
3.28 3.28 9709. 0 .223 0 . 029 0.00
� 3.38 3.38 10005. 0.230 0 . 031 0.00
� 3.48 3.48 10301 . 0.236 0 . 034 0.00
3.58 3.58 10597. 0.243 0 .036 0.00
3.68 3.68 10893. 0.250 0.038 0.00
3.78 3.78 11189. 0.257 0.039 0.00
3.88 3.88 11485. 0.264 0.041 0.00
3.98 3.98 11781 . 0.270 0.043 0.00
4.08 4.08 12077. 0.277 0.044 0.00
4.18 4.18 12373. 0.284 0.046 0.00
4.28 4.28 12669. 0.291 0.047 0.00
4.38 4.38 12965. 0.298 0.048 0.00
4.48 4.48 13261 . 0.304 0.050 0. 00
4.58 4.58 13557. 0.311 0.051 0. 00
4.68 4.68 13853 . 0.318 0.052 0. 00
4. 70 4.70 13912. 0.319 0.053 0. 00
4.80 4.80 14208. 0.326 0.516 0. 00
4.90 4.90 14504. 0.333 1 .360 0. 00
5.00 5.00 14800. 0.340 2.460 0. 00
5. 10 5.10 15096. 0.347 3 .750 0.00
5.20 5.20 15392. 0.353 5.220 0.00
PACLAND 50186001 Page 22
McDonald's Redevelopment Technical Information Report Renton, WA
� 5.30 5.30 15688 . 0.360 6 .650 0.00
5. 40 5.40 15984. 0.367 7.180 0.00
5.50 5.50 16280. 0.374 7.670 0. 00
5.60 5.60 16576 . 0.381 8.140 0. 00
5.70 5. 70 16872. 0.387 8.570 0.00
5. 80 5.80 17168. 0.394 8.990 0.00
5.90 5.90 17464. 0.401 9.390 0.00
6.00 6.00 17760. 0.408 9.770 0.00
6.10 6.10 18056 . 0.415 10.140 0.00
6.20 6.20 18352. 0.421 10.490 0.00
6.30 6.30 18648. 0.428 10.830 0.00
6.40 6.40 18944. 0.435 11 .170 0.00
6 .50 6.50 19240. 0.442 11 .490 0.00
6 .60 6.60 19536 . 0.448 11 .800 0.00
6 . 70 6. 70 19832. 0.455 12.110 0 . 00
Hyd Inflow Outflow Peak Storage
Target Calc S�ta Elev {Cu-Ft) (Ac-Ft)
1 0.40 0 .08 0.25�4. 7�7` �(�. 74 14035. 0 .322
2 0.20 ******* 0.05�"�53 �4�.53 13421. 0 .308
3 0.24 0 . 05 0.04 4.06 4.06 12006. 0.276
4 0.20 ******* 0.04 4.05 4.05 11980. 0.275
5 0.21 ******* 0.03 3.26 3.26 9661. 0.222
6 0.13 0 . 03 0.01 2.82 2.82 8355. 0.192
7 0.17 ******* 0.01 2. 71 2.71 8013. 0.184
8 0.19 ******* 0.01 1 .96 1.96 5811 . 0 . 133
----------------------------------
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 0 . 399 CFS at 6 :00 on Jan 9 in Year 8
Peak Outflow Discharge: 246 C�`��t 10 :00 on Jan 9 in Year 8
Peak Reservoir Stage: �4,�_-�'t
Peak Reservoir Elev: 4. 74 Ft '
Peak Reservoir Storag2: 14035. Cu-Ft
. 0.322 Ac-Ft
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS % o 0
0 . 001 27096 44.188 44.188 55.812 0.558E+00
0 . 002 6515 10.625 54.812 45.188 0.452E+00
0 .004 6290 10.258 65.070 34.930 0.349E+00
0 .005 6040 9.850 74.920 25.080 0.251E+00
0 .007 4413 7.197 82 .117 17.883 0.179E+00
0 .008 4848 7.906 90 .023 9.977 0.998E-01
0 .009 1469 2.396 92 .418 7.582 0. 758E-01
0 . 011 1591 2.595 95.013 4.987 0.499E-01
0 .012 1848 3.014 98 .027 1 .973 0.197E-01
PACLAN D 50186001 Page 23
McDonald's Redevelopment Technical Information Report Renton, WA
0.014 790 1.288 99.315 0.685 0.685E-02
0 .015 107 0.174 99.490 0.510 0.510E-02
0 .017 16 0.026 99.516 0.484 0. 484E-02
0 .018 7 0.011 99 .527 0. 473 0. 473E-02
0 .020 6 0.010 99 .537 0. 463 0. 463E-02
0.021 5 0.008 99 .545 0.455 0.455E-02
0.022 27 0.044 99 .589 0.411 0.411E-02
0.024 23 0.038 99.627 0.373 0.373E-02
0.025 20 0.033 99.659 0 .341 0.341E-02
0 .027 17 0.028 99.687 0.313 0.313E-02
0.028 33 0.054 99.741 0.259 0.259E-02
0.030 22 0.036 99.777 0.223 0.223E-02
0.031 16 0.026 99.803 0.197 0. 197E-02
0.032 6 0.010 99.812 0.188 0. 188E-02
0.034 6 0.010 99.822 0.178 0. 178E-02
0.035 8 0.013 99 .835 0. 165 0. 165E-02
� 0.037 8 0.013 99 .848 0.152 0.152E-02
0.038 13 0.021 99 .870 0.130 0.130E-02
0.040 13 0.021 99 .891 0.109 0. 109E-02
0.041 8 0.013 99 .904 0.096 0.962E-03
0.042 9 0 .015 99 .918 0 .082 0.815E-03
0.044 20 0 .033 99.951 0 .049 0.489E-03
0.045 6 0.010 99.961 0 .039 0.391E-03
0.047 6 0.010 99 . 971 0.029 0.294E-03
0.048 5 0.008 99 . 979 0.021 0.212E-03
0.050 2 0.003 99 .982 0.018 0. 179E-03
0.051 5 0.008 99 . 990 0 .010 0 . 978E-04
Duration Comparison Analysis
Base File: predev.tsf
New File: rdout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- - Check of Tolerance-------
Cutoff Base New oChange Probability Base New oChange
0.013 � 0. 97E-02 0.75E-02 -22 . 7 I 0.97E-02 0.013 0.013 -2.7
0.017 � 0.63E-02 0.48E-02 -23 .5 � 0.63E-02 0.017 0.014 -18.0
0 .021 � 0.50E-02 0.46E-02 -8 .2 � 0.50E-02 0.021 0.016 -22.7 � � r `
0 .024 � 0.37E-02 0.36E-02 -2.2 I 0.37E-02 0. 024 0.024 -1.6 I'� �
0 .028 � 0.29E-02 0.27E-02 -7.9 I 0•29E-02 0. 028 0.027 -2.9
0.032 � 0.22E-02 0.19E-02 -13.3 � 0.22E-02 0.032 0.030 -6.3 �
0.035 � 0.15E-02 0.16E-02 11 . 0 � 0.15E-02 0.035 0.037 4.1
0.039 � O.10E-02 0.11E-02 6 .3 I O. 10E-02 0.039 0.040 2.2
0.043 � 0.64E-03 0.78E-03 23 .1 � 0 .64E-03 0.043 0.044 2.0
0.046 I 0.34E-03 0.29E-03 -14 .3 � 0 .34E-03 0.046 4.046 -0.7
0.050 I 0.21E-03 0.15E-03 -30 .8 I 0 . 21E-03 0.050 0.048 -3.2
0.054 � 0. 16E-03 O.00E+00 -100.0 � 0 .16E-03 0.054 0.050 -7.2.
0.057 � 0.98E-04 O.00E+00 -100.0 I 0.98E-04 0.057 0.051 -11.4
0.061 � 0. 16E-04 O.00E+00 -100.0 � 0. 16E-04 0. 061 0 . 052 -14.7
Maximum positive excursion = 0.002 cfs ( 5.3�)
occurring at 0 .041 cfs on the Base Data:predev.tsf
PACLAN D 50186001 Page 24
McDonald's Redevelopment Technical Information Report Renton, WA
and at 0.043 cfs on the New Data:rdout.tsf
Maximum negative excursion = 0.006 cfs (-28.50)
occurring at 0 .020 cfs on the Base Data:predev.tsf
and at 0.014 cfs on the New Data:rdout.tsf
----------------------------------
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.399 CFS at 6 :00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.246 CFS at 10:00 on Jan 9 in Year 8
Peak Reservoir Stage: 4. 74 Ft
Peak Reservoir Elev: 4.74 Ft
Peak Reservoir Storage: 14035. Cu-Ft
. 0 .322 Ac-Ft
Flo� Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS ° Q °
a o 0
0 .001 27096 44.188 44.188 55.812 0.558E+OC
Q .002 6515 10.625 54.812 45.188 0.452E+OG
0 .004 6290 10.258 65.070 34.930 0.349E+OC
0 .005 6040 9.850 74.920 25.080 0.251E+00
0 .007 4413 7.197 82.117 17.883 0.179E+00
G .008 4848 7.906 90.023 9.977 0.998E-0�
0 .009 1469 2.396 92 .418 7.582 0. 758E-0�
0 .011 1591 2.595 95.013 4.987 0.499E-01
0 .012 1848 3 .014 98 .027 1 .973 0.197E-01
0.014 790 1 .288 99.315 0.685 0.685E-02
0 .015 107 0 .174 99.490 0.510 0.510E-02
0.017 16 0.026 99.516 0.484 0.484E-02
0.018 7 0.011 99.527 0.473 0.473E-02
0.020 6 0.010 99.537 0.463 0.463E-02
0.021 5 0.008 99.545 0.455 0.455E-02
0 .022 27 0.044 99.589 0.411 0.411E-02
0 .024 23 0.038 99.627 0.373 0.373E-02
0 . 025 20 0.033 99.659 0.341 0.341E-02
0 . 027 17 0.028 99.687 0.313 0.313E-02
0 . 028 33 0.054 99.741 0.259 0.259E-02
0 . 030 22 0.036 99.777 0.223 0. 223E-02
0 . 031 16 0.026 99.803 0.197 a. 197E-02
0 . 032 6 0.010 99.812 0.188 0. 188E-02
0 . 034 6 0.010 99.822 0.178 0.178E-02
0 . 035 8 0.013 99.835 0.165 0.165E-02
0 . 037 8 0.013 99.848 0.152 a.152E-02
0 . 038 13 0.021 99.870 0.130 0. 130E-02
0 . 040 13 0.021 99.891 0.109 0.109E-02
0 .041 8 0.013 99.904 0.096 0.962E-03
PACLAND 50186001 Page 25
McDonald's Redevelopment Technical Information Report Renton, WA I
0.042 9 0.015 99.918 0 .082 0.815E-03
0.044 20 0.033 99. 951 0 .049 0.489E-03 '
0.045 6 0.010 99.961 0.039 0.391E-03
0.047 6 0.010 99.971 0.029 0.294E-03
0.048 5 0.008 99. 979 0.021 0.212E-03
0.050 2 0.003 99. 982 0.018 0. 179E-03
0.051 5 0.008 99. 990 0.010 0. 978E-04
�Paused-Duration Analy;is-KCRTS � O �
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Probability Exceedence
Per the 2009 KCSWDM, Section 5.3.2, a detention vault will be used to provide the required
detention volume, as shown in Appendix A, Figure 2 — Proposed Grading and Drainage Plan.
The proposed on-site underground detention vault is 20 feet wide by 148 feet long by 4.75
feet deep, with 14,060 CF of live storage capacity. This is greater than the peak reservoir
storage volume of 14,035 CF.
The detention vault was sized for the entire 0.97-acre site, which includes improvements in
the proposed right-of-way dedication that will not drain to the vault. Additionally, the
conveyance system has the capacity to temporarily detain 1,000 cf of stormwater. The
additional storage volume in the vault and conveyance pipes combined with including
R.O.W. dedication area in the sizing provides a volume factor of safety of approximately
nine (9) percent.
PACLAND 50186001 Page 26
McDonald's Redevelopment Technical Information Report Renton,WA
Water Quality
Per the 2009 KCSWDM, Section 6.4.2, the proposed on-site water quality treatment system
will provide enhanced basic treatment. The following two-facility treatment train, which has
been approved by adjustment, is being proposed for enhanced basic water quality
treatment:
• First Basic WO Facilit�— 96" StormFilter Manhole with twelve (12) 12" cartridges
without pretreatment. Down-turned elbows will be placed on all catch basin outlets
to help minimize oil/debris transport to the StormFilter facility.
• Second WQ FacilitX—Wet vault with oil-retaining baffle (for high-use site) which will
treat the pollution-laden stormwater runoff from the site by means of settlement..
The proposed wetpool volume is 11,840 cubic feet, which exceeds the required
volume of 3,750 cubic feet.
Conditions of AdjustmentApprovar'
The implementation of the StormFilter 5ystem for Ennancea Basic Water Quaiity Treatme
without pre-settling requirements has been approved for this particular site development
under the following conditions:
1. To account for the fact that there will be no pre-treatment provided upstream of the
proposed filtration system, the ZPG media StormFilter shall be oversized to account
for the total impervious area to be constructed on-site (pavement area plus building
roof area).
The StormFilter has been oversized to account for the total impervious area to
be constructed on-site. See the sizing sheet from Contech in this section.
2. The ZPG media StormFilter systems are designed to treat 35 percent of the
developed two-year peak flow rate for all the impervious areas to be constructed
(including the building).
The StormFilter has been designed to treat 35 percent of the developed two-
year peak flow rate for all impervious areas, measured in 15-rr�inute time steps.
See the sizing sheet from Contech in this section.
PACLAND 50186001 Page 27
McDonald's Redevelopment Technical Information Report Renton, WA
3. The StormFilter shall be sized per the manufacturer to comply with all the criteria
listed in section 6.5.5 of the 2009 KCSWDM as amended by the City of Renton.
The StormFilter facility has been designed by Contech in accordance with the
2009 KCSWDM, as amended by the Cifiy of Renton.
4. The system shall be inspected and maintained as detailed below.
a. For the first two years after construction, the StormFilter system shall be
inspected every six months to assure proper performance. Inspection reports
will be used to determine future site-specific maintenance schedules and
requirements.
Acknowledged.
b. Upon completion of the two-year inspection period after construction of the
StormFilter system, the City will review the inspection report and facility
maintenance log to re-evaluate future inspection frequency of the system.
The information will be used to determine if the minimum inspection
frequency of once a year can be allowed.
Acknowledged.
c. Maintenance activities to assure proper performance of the StormFilter
system shall be as needed or as determined in the biannual inspection to
comply with the requirements in the 2009 KCSWDM for maintenance of
drainage facilities.
Acknowledged.
5. Written records of the inspections and maintenance shall be kept on site and
available to the City upon request. Inspection reports will be used to �iete���� ��e
lj;�"1?I�;rt �'�?�.:�!"?i;: ':�'�" ! ��,�'�:��C.,t.t, iidlr'� tT't31C1ii.'t��3r;{ i= �'�!i� ��'.l�. t�i''J` ti7�i ilir`.
; 6. Further analysis and design calculations for the StormFilter system shall be included
in the TIR for final approval.
Analysis and design calculations for the StormFilter system are included in this
report.
PACLAND 50186001 Page 28
� ;
McDonald's Redevelopment Technical Information Report Renton, WA
7. A declaration of covenant allowing the City the access to inspect the facility and
assigning maintenance responsibility shall be submitted to the City for review and
approval prior to construction permit approval.
A Declaration of Covenant, modified per these conditions, has been included in
this report.
8. A letter signed by the property owner or business owner agreeing to the required
inspection and maintenance schedule is required as a condition of granting this
adjustment. The letter is to make the property owners or business owners aware of
the possible increase in the cost of maintenance, inspection, and replacement of
cartridges that may result from placing the filtration system upstream of a detention
facility without presetting. The letter shall be submitted to the City prior to
construction permit approval.
A maintenance agreement letter has been signed by the property/business
owner, and is included in Appendix F of this report.
StormFilter Catch Basin Sizing
The proposed StormFilter Catch Basin was sized using 35% of the 2-year developed flow
rate prior to detention. The peak flows were extracted using 15-minute time steps and
although roof runoff will not be conveyed through the StormFilter, it was sized for the entire
site. 2-year developed peak flow rate (15-minute) = 0.353 cfs, as shown below.
Flow Frequency Analysis
--------------------------------------------------------
Time Series File:devl5 . tsf
Project Location:Sea-Tac
---Annual Peak FloW Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Tir�e of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0 . 353 6 8i27i01 18 :00 0 .989 1 100 . 00 0 . 990
0 . 246 8 9i17i02 17 : 45 0 .717 2 25 . 00 0 . 960
0 . 717 2 12i08i02 17 : 15 0.486 3 10 . 00 0. 900
0 . 284 7 8i23iO4 14: 30 �.409 4 5 . 00 0. 800
0 . 387 5 10i28iO4 16: 00 0.387 5 3 . 00 0. 667
0 . 409 4 10i27i05 10 : 45 0 . 353 6 2. 00 0 . 500
0 . 486 3 10i25i06 22 : 45 0 . 284 7 1 . 30 0 . 231
0 . 989 1 1i09i08 6 : 30 0 . 246 8 1 . 10 0 . 091
PACLAND 50186001 Page 29
McDonald's Redevelopment Technical Information Report Renton, WA
Sizing calculations, as provided by Contech, are provided below.
Determining Number of
i �i=.►�NTE�H �artridges for Flow Based
ENGINEERED SOLUTIONS S�ISte�Y�S
C ON T E C H Storm v,�aiter Solutions I nc.E ngineer: MA Z
D ate 5�30r2012
SRe Irrfomtiation
Project Name McDonalds
Project State Washington
Project Location Re�rtan
Drainage�rea,Ad 0.97 ,�r.
Imper�ious,area,Ai 0.76 ac
Perviaus Area,Ap 0.27
%I m pervious 78°�
R unoff C oefficient,R c 0.76
Wa�ter quality flow 0.128 cts
Peak �orm flovw �:1.5 cFs
� F��s�tem
Fiftra�tion brand StormFiltef
Cartridge height 1� in
Specific FlowRate 1.0 �pm�`
Flowrate per cartridge 5.0 gpm
SU Ntu1ARY
N um ber of C artrid ges 12
The resultant StormFilter system will consist of twelve (12) low-drop cartridges in a 96"
manhole, located upstream of the proposed detention/wet vault.
PACLAND 50186001 Page 30
McDonald's Redevelopment Technical Information Report Renton, WA
Wet Voult Design
The required water quality storage volume was calculated per the 2009 KCSWDM, Section
6.4.1.1, and the calculations are as follows:
Step 1: Identify required wetpool volume factor (fl. �
The required wetpool volume factor is 3.
Step 2: Determine rainfall (R) for the mean annual storm.
The value of R for this site is 0.039'.
Step 3: Calculate runoff from the mean annual storm (V� for the developed site.
VR = (0.9A; + 0.25Atg + O.lOAtf + O.OlAo) x (R)
A; = 33,050 SF �
A� = 9,210SF
A� = O
Ao = O
VR = (0.9(33,050) + 0.25(9,210) + 0.10(0) + 0.01(0)) x (0.039) = 1,250 CF
Step 4: Calculate wetpool volume (Vb).
Vb = fV� = 3(1,250) = 3,750 CF
The wetpool volume required is equal to 3,750 cubic feet and the volume provided is equal
to 11,840 cubic feet (4' x 148' x 20').
PACLAND 50186001 Page 31
McDonald's Redevelopment Technical Information Report Renton, WA
r
100-Year Flood/Overflow Condition
;
Review of the most recent FIRM maps indicates that the project site does not lie within the
100-year flood plain. The portion of FIRM containing the subject property is included belo�v.
The stormwater system for this project has been designed to address all storm events.
including the 100-year, 24-hour storm, in accordance with the desiqn criteria descri!�-�-'
previously.
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PACLAND 50186001 Page 32
McDonald's Redevelopment Technical Information Report Renton, WA
• i � � i i I - i
Stormwater conveyance for the site will be provided by 12-inch storm drainage pipe.
Backwater calculations were performed for the longest run of pipes, from the proposec
detention vault inlet to proposed structure #2, which also has the lowest rim elevation. i��
order to be conservative, the full 100-year peak flowrate of 0.399 cfs was assumed to enter
the system in structure #2, which is the furthest upstream of the proposed detention vault.
REVIEW OF THE PIPE-DATA
PI OUTI.ET INI.ET IN OVERFLO BND STRU Q
� I.ENGTH DI TY ELEU ELEV TY KE K M C Y EI.EV ANG WIDE RA-
1 10.00 12 1 390.05 391.47 5 .50 .0098 2.0 .0398 .67 398.00 0 8.0 0. 00
2 15.00 12 1 393.27 393.35 5 .50 .0098 2.0 .0398 .67 397.67 45 2.0 0.00
3 93.00 12 1 393.35 393.82 5 .50 .0098 2.0 .0398 .67 398 . 05 45 i n O n
4 74.00 12 1 393.$2 394.19 5 .50 .0098 2.0 .0398 .E��
5 42.00 12 1 394.19 394.40 5 .54 .0098 2.0 .0398 . E��
Backwater Output
Peak 100-year flow = 0.399 cfs �
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:Pipes .bwp
�'� 1
Surcharge condition at intermediate junctions -
Tailwater Elevation:395.79 feet
Discharge Range:0.25 to 0.45 Step of 0.025 [cfs] �
Overflow Elevation:396 .4 feet '�
Weir:NONE
Upstream Velocity:0. feet/sec
Pipe #1 is Proposed Pipe #7 on the Grading and Drainage Plan
PIPE N�. 1 : 10 LF - 12°CP @ 14.2G$ oUTLET: 390.05 INLET: 391.4? IhTYP: �
JUNC NC. 1 : OVERrLCW-E�: 398.CG BEND: 0 DEG DIA/WIDTH: 8.0 Q-RATIO: O.CO
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �
�*�***************************:r******************:*****,r,r********************** ,. �
0.25 4.33 395.80 * 0.012 0.21 0.10 5.74 5.74 4.33 4.33 0.21
0.28 4.32 395.79 * 0.012 0.22 0.10 5.74 5.74 4.32 4.32 0.22
0.30 4.32 395.79 * 0.012 0.23 0.10 5.74 5.74 4.32 4.32 0.23
0.33 4.32 395.79 * 0.012 0.24 0.11 5.74 5.74 4.32 4.32 0.25 � '
0.35 4.32 395.79 * 0.012 0.25 O.11 5.74 5.74 4.32 4.32 0.26 !
0.38 4.32 395.79 * 0.012 0.26 0.12 5.74 5.74 4.32 4.32 0.27
0.40 4.32 395.79 * 0.012 0.27 0.12 5.74 5.74 4.32 4.32 0.28
0.43 4.32 395.79 * 0.012 0.27 0.12 5.74 5.74 4.32 4.32 0.29
0.45 4.32 395.79 * 0.012 0.28 0.13 5.74 5.74 4.32 4.32 0.30
Pipe #2 is Proposed Pipe �6 on the Grading and Drainage Plan i '
PIPE N�. 2: 15 L�' - 12"CP @ C.53$ OUTLET: 393.27 ;NLET: 393.35 INTYP: 5
PACLAND 50186001 Page 33
McDonald's Redevelopment Technical Information Report Renton, WA
JUNC N0. 2: OVERFLOW-EL: 39'7.67 BEND: 45 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**�****:r*****,r*****�:r*********��*******,r,r*************.:r**********>************
0.25 2.46 395.81 * 0.012 0.21 0.21 2.53 2.53 2.46 2.46 0.27
0.28 2.49 395.79 * 0.012 0.22 0.22 2.52 2.52 2.44 2.44 0.29
0.30 2.94 395.79 * 0.012 0.23 0.23 2.52 2.52 2.44 2.44 0.30
0.33 2.45 395.80 * 0.012 0.24 0.23 2.52 2.52 2.44 2.45 0.32
0 .35 2.45 395.80 * 0.012 0.25 0.24 2.52 2.52 2.44 2.45 0.33
0 .38 2.45 395.80 * 0.012 0.26 0.25 2.52 2.52 2.44 2.45 0.34
0 .40 2.45 395.80 * 0.012 0.27 0.26 2.52 2.52 2.44 2.45 0.35
0 .43 2.45 395.80 * 0.012 0.27 0.27 2.52 2.52 2.45 2.45 0.36
0 .45 2.95 395.80 * 0.012 0.28 0.28 2.52 2.52 2. 45 2 .45 0.37
Pipe #3 is Proposed Pipe #5 on the Grading and Drainage Plan
FIPE NO. 3: 93 LF - i2"CF @ 0.51$ OUTLET: 393.35 INi�ET: 393.82 INTYP: 5
�J�C NO. 3: OVERFLOW-EL: 398.05 BEND: 45 DEG DIA/WIDTH: 1 .0 Q-RATIO: 0.00
tiICFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
+«++++**************,r,r****+*,r**:r,r***+***,r******+*******************�**********+
�� .25 2.00 395.82 * 0.012 0.21 0.21 2.46 2.46 2.00 2.00 0.28
G.28 1.98 395.80 * 0.012 0.22 0.22 2.44 2.44 1.98 1.98 0.29
G.30 1.98 395.80 * 0.012 0.23 0.23 2.44 2.44 1.98 1.98 0.30
��.33 1.98 395.80 * 0.012 0.24 0.24 2.45 2.45 1.98 1.98 0.32
��.35 1.99 395.81 * 0.012 0.25 0.25 2.45 2.45 1.98 1.99 0.33
��.38 1.99 395.81 * 0.012 0.26 0.25 2.45 2.45 1.99 1.99 0.34
:;�. 40 1.99 395.81 * 0.012 0.27 0.26 2.45 2.45 1.99 1.99 0.35
� . 43 1.99 395.81 * 0.012 0.27 0.27 2.45 2.45 1.99 1.99 0.36
��. 45 2.00 395.82 * 0.012 0.28 0.28 2.45 2.45 1.99 2.00 0.37
Pipe #4 is Proposed Pipe #4 on the Grading and Drainage Plan
�ZF� NO. 4: 74 LF - 12"CP C 0.50o OUTLET: 393.82 INLET: 394.19 INTYP: 5
J��CdC NO. 4: OVERFLOW-EL: 398.12 BEND: 0 DEG DIA/WIDTH: 1.0 Q-RATIO: 0.00
�(�FS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
.t._t********:r:r****+*******«***�*********************�*******�*****************
C .25 1.64 395.83 * 0.012 0.21 0.21 2.00 2.00 1.64 1.64 0.27
C .28 1.62 395.81 * 0.012 0.22 0.22 1.98 1.98 1.61 1.62 0.29
C .30 1.62 395.81 * 0.012 0.23 0.23 1.98 1.98 1.62 1.62 0.30
C .33 1.62 395.81 * 0.012 0.24 0.24 1.98 1.98 1.62 1.62 0.31
C .35 1 .62 395.81 * 0.012 0.25 0.25 1.99 1.99 1.62 1.62 0.33
0 .38 1 .63 395.82 * 0.012 0.26 0.26 1.99 1.99 1.63 1.63 0.34
0 .40 1 .63 395.82 * 0.012 0.27 0.26 1.99 1.99 1.63 1.63 0.35
0.43 1 .64 395.83 * 0.012 0.27 0.27 1.99 1.99 1.63 1.64 0.36
0.45 1 .64 395.83 * 0.012 0.28 0.28 2.00 2.00 1.64 1.64 0.37
Pipe #5 is Proposed Pipe �2 on the Grading and Drainage Plan
PIPE NO. 5: 42 LF - 12"CP @ 0.50$ OUTLET: 394.19 INLET: 394. 40 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
�*�**�******,r***************:**************************************************
0.25 1.44 395.84 * 0.012 0.21 0.21 1.64 1.64 1. 44 1.44 0.28
0.28 1.41 395.81 * O.a12 0.22 0.22 1.62 1.62 1. 41 1.41 0.29
0.30 1.41 395.81 * O.fl12 0.23 0.23 1.62 1.62 1. 41 1.41 0.30
PACLAND 50186001 Page 34
McDonald's Redevelopment Technical Information Report Renton, WA
0.33 1.42 395.82 * 0.012 0.24 0.24 1.62 1.62 1.41 1.42 0.32
0.35 1.42 395.82 * 0.012 0.25 0.25 1.62 1.62 1.42 1 .42 0.33
0.38 1.43 395.83 * 0.012 0.26 0.26 1.63 1.63 1.42 1 .43 0.34
0.40 1.43 395.83 * 0.012 0.27 0.26 1.63 1.63 1.43 1.43 0.36
0.43 1.44 395.84 * 0.012 0.27 0.27 1.64 1.64 1.43 1.44 0.37
0.45 1.44 395.84 * 0.012 �.28 0.28 1.64 1.64 1.44 1.44 0.38
As shown in the backwater calculations above, no overflow in the conveyance system occurs
at or below the 100-year peak flow of 0.399 cfs.
Furthermore, as shown in the Manning's Calculation below, the maximum flow rate for a
12-inch storm drainage pipe at a minimum slope of 0.5% is 2.67 cfs, which is far greater
than the 100-year, peak flow for the entire site in the developed condition of 0.399 cfs.
The proposed conveyance system, therefore, provides sufficient capacity for on-site
conveyance for the full range of developed, peak flows including the 25-year peak flow
as well as the 100-year peak flow event (0.239 cfs to 0.399 cfs).
Resutts:
Fbw,q 2.6675� ��s j� I
VeloCtty,v 3.9603 ftisec Q
Pipe diameter,do i rt � Velocaty head,h„ 0.2438 n 0
Manning roughness,n? oi2 Flow area 0.6736 n^2 � �
Pressure slope(possiby?equal to pipe slope),So 5 °��se��,n,'� W�ed penmeter 22143 n 0
Flow depth fullness(1 or 100%for full pipe} so �� [.] Hydraukc radius 0.3042 e �
op width,T 0.800a ft �
Froude number,F 0.76
Shear stress(tractive force).tau 02498 Psf =
�
PACLAND 50186001 Page 35
McDonald's Redevelopment Technical Information Report Renton, WA
� - � ' • � . � � .
Special reports and studies for this property include the following:
� Geotechnical Engineering Report by The Riley Group, Inc., dated May 31,
2011. (Included in Appendix C)
• Phase I Environmental Site Assessment by The Riley Group, Inc., dated June 3,
_ 2011. (Under separate cover)
� Focused Phase II Subsurface Investigation by The Riley Group, Inc., dated July
11, 2011. (Under separate cover)
•
No additional permits are anticipated to be required for this site. Since the project area is
less than one acre, a NPDES Construction Stormwater General Permit will not be required.
PACLAND 50186001 Page 36 i
McDonald's Redevelopment Technical Information Report Renton, WA
. . . . i i i 1 - i
ESC Plan Analysis and Design (Part A)
All erosion and sediment control measures shall be governed by the requirements of the
City of Renton. A temporary erosion and sedimentation control plan has been prepared to
assist the contractor in complying with these requirements. The Erosion and Sediment
Control (ESC) plan is included with the construction plans. _
1. Erosion Risk Assessment
The degree of erosion risk on the proposed project site is minimal. The following factors
contribute to a low degree of erosion risk:
• Slope across the site is minimal. Runoff will not travel at high velocities across the
site and, therefore, will not cause noticeable erosion impacts.
2. Construction Sequence And Procedure
The proposed development will include an erosion/sedimentation control plan designed to
prevent sediment-laden run-off from leaving the site during construction. The erosion
potential of the site is influenced by four major factors: soil characteristics, vegetative cover,
topography, and climate. Erosion/sedimentation control is achieved by a combination of
structural measures, cover measures, and construction practices that are tailored to fit the
specific site.
Prior to the start of any grading activity upon the site, all erosion control measures,
including stabilized construction entrances, shall be installed in accordance with the
construction documents.
The best construction practice will be employed to properly clear and grade the site and to
schedule construction activities. The planned construction sequence for the construction of
the site is as follows:
1. Hold a pre-construction meeting with the City and obtain remaining required
permits.
2. Establish limits of clearing and grading.
3. Install stabilized construction entrance.
4. Install temporary silt fencing and orange construction fence.
5. Install inlet protection on all existing storm drainage structures to remain.
6. Remove all existing features per demolition plan.
7. Begin grading site.
PACLAND 50186001 Page 37
McDonald's Redevelopment Technical Information Report Renton, WA
8. Start construction of building pad and structures.
9. Install proposed storm drainage systems, utilities, and curb.
10. Adjust construction entrances as needed.
11. Install inlet protection on all new storm drainage structures.
12. Finish grading site for paving activities.
13. Install proposed drive-thru, curbing and all above ground features.
14. Pave site.
15. Complete site grading and install permanent seeding and planting.
16. Remove all temporary sediment and erosion control devices, only after the
site is deemed completely stabilized by the inspector.
3. Trapping Sediment
Structural control measures will be used to reduce erosion and retain sediment on the
construction site. The control measures will be selected to fit specific site and seasonal
conditions.
The following structural items will be used to control erosion and sedimentation processes:
• Stabilized construction entrances
• Filter fabric fences
• Catch Basin Inlet Sediment Protection
• Proper Cover measures
Weekly inspection of the erosion control measures will be required during construction.
Any sediment buildup shall be removed and disposed of off site. �
Vehicle tracking of mud off-site shall be avoided. Installation of a stabilized construction
entrance will be installed at a location to enter the site. The entrances are a minimum
requirement and may be supplemented if tracking of mud onto public streets becomes
excessive. In the event that mud is tracked off site, it shall be swept up and disposed of off
site on a daily basis. Depending on the amount of tracked mud, a vehicle road sweeper may ,
be required. ''
Because vegetative cover is the most important form of erosion control, construction
practices must adhere to stringent cover requirements. More specifically, the contractor will
not be allowed to leave soils open for more than 14 days and, in some cases, immediate
seeding will be required. '
4. Wet Weather TESC Operating Plan
Work between October lst and April 30th must adhere to the Wet Season Special Provisions
noted in Section D.5.2 in Appendix D of the 2009 KCSWDM.
PACLAND 50186001 Page 38
McDonald's Redevelopment Technical Information Report Renton, WA
SWPPS Plan Design (Part B)
A variety of storm water pollutant controls are recommended for this project. Some
controls are intended to function temporarily and will be used as needed for pollutant
control during the construction period. These include temporary sediment barriers such as
silt fences. For most disturbed areas, permanent stabilization will be accomplished by
covering the soil with pavement, building, or vegetation. See construction plans for the
T.E.S.C. and SWPPS Plan, D-2.0.
The CSWPPP Worksheet Forms are located in Appendix D.
,4. Erosion and Sediment Controls
1. Soil Stabilization - The purpose of soil stabilization is to prevent soil
from leaving the site. In the natural condition, soil is stabilized by
native vegetation. The primary technique to be used at this project for
stabilizing site soil will be to provide a protective cover of grass,
pavement, or building.
a) See 2009 KCSWDM Section D.3Z.6 for Temporary and
Permanent Seeding requirements.
b) Structural Controls — See construction plans for the T.E.S.C. and
SWPPS Plan, D-2.0. Inlet protection and silt fence are proposed
to minimize siltation of construction activities.
c) Silt Fence — Silt fence is a synthetic permeable mesh fabric
typically incorporating wooden support stakes at intervals
sufificient to support the fence and water and sediment retained
by the fence. Silt fence is also available with a wire mesh '
backing. The fence is designed to retain sediment-laden water '
to allow settlement of suspended soils before filtering through
the mesh fabric for discharge downstream. Silt fence shall be
located to capture overland, low-velocity sheet flows as follows:
provide silt fence along the perimeter of the disturbed area, this
site does not contain sloped area that would warrant additional
silt fencing. Install silt fence at a fairly level grade (along the
contour) to provide sufficient upstream storage volume for the
anticipated runoff. '
d) Construction Entrance — All access points from the public street
into the construction site shall include a construction entrance
PACLAND 50186001 Page 39
McDonald's Redevelopment Technical Information Report Renton, WA
composed of course stone to the dimensions shown on the
T.E.S.C. and SWPPS Plan, D-2.0. The rough texture of the stone
helps to remove clumps of soil adhering to construction vehicle
tires through the action of vibration and jarring over the rough
surface and the friction of the stone matrix against soils
attached to vehicle tires.
e) Clearing limits — Clearing limits are defined by the placement
of silt fence or construction fence.
fl Storm Drain Inlet Protection — Curb and grated inlets are
protected from the intrusion of silt and sediment through a
variety of ineasures as shown on the Construction Drawings.
The primary mechanism is to place controls in the path of flow
sufficient to slow sediment-laden water to allow settlement of
suspended soils before discharging into the storm sewer.
Controls typically provide a secondary benefit by means of
filtration. Grated inlets typically include a sturdy frame
wrapped in silt fence or crushed stone-lined perimeter to slow
the flow of water. Curb inlets typically include crushed stone
barriers held in place with silt fence material or geotextile fabric.
Where inlets are located in paved areas the contractor shall
install filter fabric in the catch basin.
See 2009 KCSWDM Section D.5.5 for Final Stabilization requirements.
B. Other Pollutant Controls
Control of sediments has been described previously. Other aspects of this
SWPPP are listed below:
1. Dust Control - Construction traffic must enter and exit the site at the
stabilized construction entrance. The purpose is to trap dust and mud
that would otherwise be carried off-site by construction traffic.
Water trucks will be used as needed during construction to reduce dust
generated on the site. Dust control must be provided by the General ,
Contractor to a degree that is acceptable to the owner, and in ',
compliance with applicable local and state dust control regulations. After ',
construction, the site will be stabilized (as described elsewhere), which '
will reduce the potential for dust generation.
PACLAND 50186001 Page 40
McDonald's Redevelopment Technical Information Report Renton, WA
Chemical treatments have not been approved for this site. The Civil
Engineer of Record must be contacted if these are requested to be
utilized. '
2. Solid Waste Disposal - No solid materials, including building materials,
are allowed to be discharged from the site with stormwater. All solid
waste, including disposable materials incidental to the major construction
activities, must be collected and placed in containers. The containers will
be emptied as necessary by a contract trash disposal service and hauled
away from the site. The location of solid waste receptacles shall be shown
on the T.E.S.C. and SWPPS Plan, D-2.0.
Substances that have the potential for polluting surface and/or
groundwater must be controlled by whatever means necessary in order
to ensure that they do not discharge from the site. As an example,
special care must be exercised during equipment fueling and servicing
operations. If a spill occurs, it must be contained and disposed so that it
will not flow from the site or enter groundwater, even if this requires
removal, treatment, and disposal of soil. In this regard, potentially
polluting substances should be handled in a manner consistent with the
impact they represent.
3. Sanitary Facilities - All personnel involved with construction activities
must comply with state and local sanitary or septic system regulations.
Temporary sanitary facilities will be provided at the site throughout the
construction phase. They must be utilized by all construction personnel
and will be serviced by a commercial operator. The location of sanitary
facilities shall be shown on T.E.S.C. and SWPPS Plan, D-2.0.
4. Water Source - Non-storm water components of site discharge must be
clean water. Water used for construction which discharges from the site
must originate from a public water supply or private well approved by the
State Health Department. Water used for construction that does not
originate from an approved public supply must not discharge from the
site.
5. Concrete Waste from Concrete Ready-Mix Trucks — Discharge of excess
or waste concrete and/or wash water from concrete trucks will be allowed
on the construction site, but only in specifically designated diked areas
that have been prepared to prevent contact between the concrete and/or
wash water and storm water that will be discharged from the site. Waste
PACLAND 50186001 Page 41
McDonald's Redevelopment Technical Information Report Renton, WA
i
concrete can be placed into forms to make riprap or other useful
: concrete products. The cured residue from the concrete washout diked
` areas shall be disposed in accordance with applicable state and federal
,�
regulations. The jobsite superintendent is responsible for assuring that
these procedures are followed. The location of concrete washout areas
shall be shown on the T.E.S.C. and SWPPS Plan, D-2.0.
� 6. Fuel Tanks — Temporary on-site fuel tanks for construction vehicles shall
meet all state and federal regulations. Tanks shall have approved spill
containment with the capacity required by the applicable regulations.
The tank shall be in sound condition free of rust or other damage which
might compromise containment. Hoses, valves, fittings, caps, filler
nozzles, and associated hardware shall be maintained in proper working
condition at all times.
Temporary on-site fuel tanks are not proposed for this project at this
time.
� 7. Hazardous Waste Management and Spill Reporting Plan —Any hazardous
or potentially hazardous waste that is brought onto the construction site
will be handled properly in order to reduce the potential for storm water
pollution. All materials used on this construction site will be properly
'I stored, handled and dispensed following any applicable label directions.
` Material Safety Data Sheets (MSDS) information will be kept on site for
any and all applicable materials.
Should an accidental spill occur, immediate action will be undertaken by
the General Contractor to contain and remove the spilled material. All
hazardous materials will be disposed of by the Contractor in the manner
specified by local, state, and federal regulations and by the manufacturer
of such products. As soon as possible, the spill will be reported to the
,' appropriate state and local agencies. As required under the provisions of
� the Clean Water Act, any spill or discharge entering the waters of the
United States will be properly reported. The General Contractor will
prepare a written record of any such spill and will provide notice to the
Owner within 24-hours of the occurrence of the spill.
Any spills of petroleum products or hazardous materials in excess of
Reportable Quantities as defined by EPA or the state or local agency
regulations, shall be immediately reported to the EPA National Response
Center (1-800-424-8802) and the Washington State Department of
PACLAND 50186001 Page 42
McDonald's Redevelopment Technical Information Report Renton, WA
Ecology at (360) 407-6300 or 1-800-258-5990. The reportable quantit5
for petroleum products is per the State of Washington is any amount t'�,di
contacts public waterways or public storm systems OR equal to or greater
than 1 gailon on a commercial project that does not contact public water
systems such as creeks, rivers, lakes, or storm s
f
T ,_ _, � �_.,,.__ _� _:" .� � , _ .. : �_ � - �._. � __ .�._.,_ , ;� _ ___ :
that: violate applicable water quality standards; cause a film or "sheen"
upon, or discoloration of the surface of the water or adjoining shorelin�
or cause a sludge or emulsion to be deposited beneath the su `, �=
water or upon adjoining shorelines. The reportable quantity f.
hazardous materials is per the Comprehensive Environmental _
Compensation and Liability Act (CERCLA), and is any hazardous substa�
with reportable quantity that appears in Table 302.4of 40 CFR parts 302,
for other substance not found on this list, the reportable quantity is one
pound.
In order to minimize the potential for a spill of hazardous materials to
come in contact with stormwater, the following steps will be
implemented:
a) All materials with hazardous properties (such as pesticides,
petroleum produds, fertilizers, detergents, construction
chemicals, acids, paints, paint solvents, cleaning solvents,
additives for soil stabilization, concrete, curing compounds and
additives, etc.) will be stored in a secure location, under cover,
when not in use.
b) The minimum practical quantity of all such materials will be
kept on the job site and scheduled for delivery as close to time
of use as practical.
c) A spill control and containment kit (containing for example,
absorbent such as kitty litter or sawdust, acid neutralizing
agent, brooms, dust pans, mops, rags, gloves, goggles, plastic
and metal trash containers, etc.) will be provided at the storage
site.
d) All of the product in a container will be used before the
container is disposed of. All such containers will be triple
PACLAND 50186001 Page 43
r
McDonald's Redevelopment Technical Information Report Renton, WA
rinsed, with water prior to disposal. The rinse water used in
these containers will be disposed of in a manner in compliance
� with state and federal regulations and will not be allowed to
,
mix with storm water discharges.
i
` e) All products will be stored in and used from the original
container with the original product label.
1
fl All products will be used in strict compliance with instructions
on the product label.
g) The disposal of excess or used products will be in strict
compliance with instructions on the product label.
8. Long-Term Pollutant Controls - Storm water pollutant control measures
installed during construction, that will also provide benefits after
construction, will not be applicable to this project since most of the
pollution control measures are already in place. Those sediment barriers
� that do not interfere with normal operations and appear to provide long-
term benefits can be left in place after construction is completed.
9. Source Controls - Per Section 1.3.4 of the 2009 KCSWDM, structural
source control measures, such as car was pads or dumpster area roofing,
shall be applied to the entire site containing the proposed project, not
just the project site. Dumpster area roofing is proposed as a structural
source control for this project.
B. Construction Phase "Best Management Practices"
During the construction phase, the General Contractor shall implement the
following measures:
1. Materials resulting from the clearing and grubbing or excavation �!
' operations shall be stockpiled up slope from adequate sedimentation
controls. Materials removed to an off-site location shall be protected
with appropriate controls and properly permitted.
2. The General Contractor shall designate areas on the T.E.S.C. and SWPPS
Plan, D-2.0 for equipment cleaning, maintenance, and repair. The
General Contractor and subcontractors shall utilize such designated
areas. Cleaning, maintenance, and repair areas shall be protected by a
temporary perimeter berm, shall not occur within 150 feet away of any
waterway, and in areas located as far as practical from storm drains.
PACLAND 50186001 Page 44
McDonald's Redevelopment Technical Information Report Renton, WA
3. Use of detergents for large scale washing is prohibited (i.e., vehicles,
buildings, pavement surfaces, etc.)
4. Chemicals, paints, solvents, fertilizers, and other toxic materials must be
stored in weatherproof containers. Except during application, the contents
must be kept in trucks or within storage facilities. Runoff containing such
material must be collected, removed frorn the site, treated, and disposed at
an approved solid waste or chemical disposal facility.
C. Off-Site Facilities
Whenever dirt, rock, or other materials are imported to the construction site or
exported for placement in areas off of the primary construction site, the General
Contractor is responsible for determining that all stormwater permitting and
pollution control requirements are met for each and every site which receives
such materials or from which such materials are taken. Prior to the disturbance
of any such site, the General Contractor will furnish the Owner with a copy of the
storm water permit issued for each such site, as well as a copy of the off-site
Owners certification statement agreeing to implement necessary storm water
pollution prevention measures. The General Contractor will also furnish a copy
of the SWPPP for each such site, including a description of the erosion control
measures, which will be applied.
At a minimum, each off-site area that provides or receives materials or is
disturbed by project activities must implement erosion control measures
consisting of perimeter controls on all down slope and side slope boundaries
and must also provide for both temporary stabilization measures and for
permanent re-vegetation after all disturbance is ended.
PACLAND 50186001 Page 45
McDonald's Redevelopment Technical Information Report Renton, WA
: � i • � i � i i I • i i • . . i
See the following pages for the Bond Quantity Worksheet, Facility Summary, and
Declaration of Covenant.
�
PACLAND 50186001 Page 46
Site Improvement Bond Quantity Worksheet
Uriginal bond computatwns prepared by:
Name: Jenelle Tafl in, P.E. oare: 05/31/12
PERegistrationNumber. ql$72 Tel.i�: 425-453-4�01
Firm Name: PACLAND
Address: 11711 SE 8th Street, SuiLe 303 Bellevue, WA 9B005 ProjectNo: 50186001
ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTF[RF�]UIREMENTS
PEF2FORMANCF F30ND','" PUBLIC ROAD&Df2AINAGE
AMOUNI MAINTENANCE/DEFECf HON�"'
SlabilizatioNErosion Sediment Control(FSC) (A) $ ��(�Q (� - �5t[. �sC P�f.n A� ND1eS
►R A flx��x �)
Ewsting Right-of-Way Improvements (13) $ �1�,1�1,��,(� -
Future Public Road imprcvemenls& f)rainage Far_ilities (C) $ ^" -
Private Improvenients (L') $ I� �,2,�a "
t
Cnnstrur.tian Bond`Amount (A�B+�C+D; - TUTAL (T) $ ��] ���,�-
I�y
Minimum bond"amount is S1000.
�B+C)x
fv1aintenancaUotcct E�ond" lotal 0.20= $ Z�,�� -
NAME OF PERSON PREPARING BOND•RE�UCTION Da!e
'NOTE:The w�rd"bond"as used in this document rneans any tinancial guarentee acceptable to the City of Renlon
" NOTE: All prices indude labor,equipment,materials,overhead and protit. Prices are from RS Means data ad�usted tc th.r,;�attlr_arca
or from local snurces rf nnt included in the RS Means database.
IZEOUIR[D tiON�'AMOUN I�;Af�t: SJEJJEC� iU REVIEW�NU MUUIF ICATION FiY IZDSD
Page 1 of 1 Unit prices updated:2/12/02
Version:4I22/02
RE-F 8-H BOND OUnNTITY WORKSFiEET.xIs Report Date 1/19/2010
�
--- ----- — -- 1
Site Improvement Bond Quantity Worksheet
Exiating Future Public Private Quantlry Completed
Right-of-Way Road Improvements Improvementa (Bond Reductlon�'
8 Drainage Facilities Quant.
nit rrce nit uant. ost uant. ost uant. ost Complete Cost
GENERALITEMS No.
Backfill&Compaction-embankment GI-i $ 5.62 CY 0.00 UAO 0.00 O.OQ
Dackfill&Compaction-irench GI-2 S 8.53 CY 0.00 0.00 0.00 0.00
Clear/Remove Brush,by hantl GI-3 $ 0.36 SY 0.00 0.00 0.00 0.00
Cleanng/Grubb�ngiTree Removal GI-4 S 8,876.16 Acre 0.00 0.00 0.00 0.00
Excavation-bulk GI-5 $ 1.50 CY 0.00 p.00 0.00 0.00
Excavanon-Trench GI-6 $ 4.06 CY 0.00 0.00 0.00 0-00
Fencing,cedar,6'high GI-7 $ 18.55 LF 0.00 O.UO 0.00 0.00
Fenciny,chain link,vinyl coated, 6'high GI-8 $ 13.44 LF 0.00 0.00 O.OQ O.UO
Fencing,chain link,gate.vinyl cuated, 2 GI-9 $1.271.81 Each 0.00 0.00 OA� O.OU
Fencing,split rail,3'high I-1 $ 12.12 LF 0.00 O.UO 0.00 0.00
Fill&compacl-corrimon barrow I-11 $ 22.57 CY 0.00 0.00 � �0.00 U.00
Fill&compact-qravel base I-1 $ ?5.48 CY 0.00 O.OD 0.00 0.00
Fill&compact-screened topsoil I-1 $ 37.85 CY (, 0.00 0.00 0.00 0.00
Gabion, 12"deep,stone filled mesh GI-1 $ 54.31 SY 0.00 0.00 0.00 0.00
Gabion, 18"deep,slone filled rnesh GI-1 $ 74.85 SY 0.00 0.00 0.00 0.00
Gabiori,36"deep,stune filled mesh GI-1 $ 132.48 SY 0.00 0.00 0.00 0.00
Grading,fine,by hand I-1 S 2.U2 SY 0.00 O.OU 0.00 0 00
Grading,fine,with grader GI-1 S 0.95 SY 0.00 0.00 0.00 0.00
Monuments,3'long GI-1 $ 135.13 Each 0.00 0.00 0.00 0.00
Sensitive Areas Sign GI-2 $ 2.88 Each 0.00 OAO 0.00 0.00
Sodding, 1"deep,sloped yround GI-Z� g 7.46 SY 0.00 0.00 O.OU 0.00
Surveying,line 8 grade I-2 $ 78826 Day 0.00 D.00 0.(]U O.OU
Surveying,lot locationllines I-2 $1,556_64 Acre 0.00 0.00 0.00 OAU
TraKc control crew(2 tlaggers) GI-2 $ 85.18 HR 0.00 0.00 0.00 0.00
Trad.4'chippetl wood GI-2 5 7.59 SY 0.00 0.00 0.00 0.00
Trail,4"crushed cinder GI-2 S 8.33 SY 0.00 0.00 0.00 O.OU
Trail,4"top course GI-2 � 8.19 SY 0.00 0.00 0.00 0.00
Wall,retaining,concrete I-2 $ 44.16 SF o.00 0.00 0.00 0.00
a ,roc ery - .4 ,p
P3�r�or� suaro�a� 1G4`t,7D o.00 o.o0 4�,�y3.c�Do.00 o.00
Unit prices updated:2/12/OZ
Version:4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date: 1/19/2010
�
Site Improvement Bond Quantity Worksheet
Exlsting Future Pub Ic Private Bond Reduction'
Rightof-way Road Improvements Improvements
8 Drainage Facilities Ouant.
nrt nce nit uant. ast uant. os uan. ost Complete Cost
ROADIMPROVEMENT No.
AC Grinding,4'wide machme<1000sv RI-1 $ 23.00 SY 0.00 0.00 0.00 0.00
AC Grinding,4'wide machine 1000-200U RI-2 $ 5.75 SY 0.00 0.00 0.00 0.00
nC Gnndmg,4'wWc machine>2000sy RI-3 $ �.38 SY 0.00 0.00 0.00 0.00
AC Rcrnoval/Disposal/Repair RI-4 $ 41.14 SY 0.00 0.00 pD 0.00 0.00
Barncade,tyve I RI-S $ 30.03 LF 0.00 0.00 0.00 0.00
RarrYcade,type III(Permanent 1 RI-6 $ 45.05 LF 0.00 0.00 0.00 0.00
Curb&Gutter,rolicd RI-7 $ 13.27 LF 0.00 0.00 0.00 0.00
Curb 8 Gutter,vertical R!-8 5 9.69 LF 0.00 0.00 �p' q.00 0.00
Gurb and Gutter,demolition and disposal R(-9 $ 13.58 LF 0.00 0.00 0.00 0.00
CurD,extrutled asphait RI-t S 2.44 LF 0.00 0.00 0.00 0.00
Curb,extruded concrete RI-t 1 � 2.56 LF 0.00 0.00 0.U0 OAO
Sawcut,asDhalt,3"depth RI-1 $ 1.8� LF ' 0.00 U.00 0.00 OAO
Sawcut,r,oncrete,pe�1"depth RI-1 $ 1.69 LF 0.00 0.00 0.00 0.00
Sealant,asphalt RI-1 $ 0.99 LF 0.00 0.00 0.00 0.00
Shoulder,AC, (see AC road unit price) RI-1 S - SY 0.00 0.00 0.00 0.00
Shoulder,gravel,4'thick RI-1 S 7.53 SY 0.00 0.00 0.00 D.00
S�cicwalk.4"thick RI-1 $ 30.52 SY p 0.00 0.00 � �0.00 0.00
Sidewalk,4"thick,demohtion and dispo RI-1 $ 2T.73 SY c �,00 0.00 D0.00 0.00
Sidewalk,5"thick RI-1 $ 34.94 SY 0.00 0.00 0.00 0.00
Sidewalk,5"thick,demolition and dispo RI-2 $ 34.65 SY 0.00 0.00 0.00 0.00
Sign,handicap RI-21 S 85.28 Each 0.00 0.00 0.00 0.00
Stnping,per stall RI-2 � 5.82 Each 0.00 �.00 0.00 0.00
Siriping,thermoDlastic,(for crosswalk 1 RI-2 5 2.38 Sf 0.00 0.00 0.00 0.00
tnpma. re ectonze ne - . .
Paye3of7 SUBTOTAL 7(��(x,'�� OAO 0.00 �t{']Ql{I{,�0.00 0.00
Unit prices updatcd-2112/0�'
Version�4%11101
RE�8-H E30NCJ(�UANI IIY WORKSHEETxIs Rep�ut D�Ie� 1/19I2010
Site Improvement Bond Quantity Worksheet
Exlsting Futurc Public Privatc Bond Reduction"
Rlght-of-way Road Improvcmcnts Improvements
8 Drafnage Facllltles Quant.
nit r ce n t uant. ost uant. os uant. ost Cpmplete Cost
ROADIMPROVEMENT No.
AC Gnnding,4'wide machine<1000sy RI-1 $ 23.00 SY 0.00 0.00 0.00 0.00
AC Grindiny,4'wide maohine 1000-2C00 RI-2 3 5.75 SY 0.00 0.00 0.00 0.00
AC Grinding,4'wide machine>2000sy RI-3 $ 1.38 SY 0.00 D.00 0.00 0.00
AC Removal/DisposaURepair RI-4 $ 41.14 SY 0.00 D.00 a 0.00 �1.OQ
Barricade,type I RI-5 $ 30.03 LF 0.00 0.00 0.00 0.00
Barncade,type III(Permanent) RI-6 $ 45.05 LF 0.00 0.00 U.UO 0.00
Curb 8 Gutter,rolled RI-7 $ 13.27 LF 0.00 0.00 0.00 0.00
Curb 8 Gutter,vertical RI-8 5 9.69 LF 0.00 0.00 0.00 0.00
Curb and Gutter,tlemolition and disposal RI-9 $ 13.58 lF 0.00 0.00 0.00 0.00
Curb,extruded asphalt RI-t $ 2.44 LF 0.00 0.00 0.00 0.00
Curb,extruded concrete RI-11 $ 2.56 LF U.00 0.00 ' 0.00 0.00
5awcut,asphalL'3"depth RI-1 $ 1.85 LF 0.00 0.00 0.00 0.00
Sawcut,concrete.per 1"depth RI-1 $ 1.69 LF 0.00 0.00 0.00 0.00
Sealant,asphalt RI-� 5 0.99 LF 0.00 0.00 0.00 0.00
Shoulder,AC, (see AC road uni[price) RI-1 5 - SY 0.00 D.00 0.00 O.OU
Shoulder,gravel,4"thick RI-1 5 7.53 SY 0.00 0.00 0.00 0.00
Sidewalk.4"thick RI-1 $ 30.52 SY 0.00 0.00 0.00 0.00
Sidewalk,4"thick,demolition and dispos RI-1 $ 27.73 SY 0.00 0.04 0.00 0.00
Sidewalk,5"thick RI-1 $ 34.94 SY 0.00 0.00 0.00 0.00
Sidewalk,5"thick,demolition and dispos RI-2 $ 34.65 SY 0.00 U.UO 0.00 0.00
Sign handir,ap RI-21 $ 85.28 Each 0.00 0.00 0.00 0.00
Stnping,per stall RI-2 S 5.82 Each 0.00 0.00 0.00 0.00
Striping,thermoplastic.(for crosswalk 1 RI-? 5 2.38 SF 0.00 0.00 0.00 0.00
tnp�ng, re ectonze ine - 0. .
r�aqesor� SUBTOTAL g�p �� o.00 u.00 ��y Y�{�,�p.00 o.00
Unii pric;es updated:2112/02
Version:4/22/02
REF 8-H BOND QU�NTITY WORKSHEET.xIs Report Date: 1/19/2010
�
Site Improvement Bond Quantity Worksheet
Exlsting Future Publlc Private Bond Reduction'
Right�of-way Road Improvements Improvements
8 Drainage Facilities Ouant.
nit nce rnt uant. ost uant. ost uant. ost Complete Cost
For KCRS'93,(additional 2.5"base)add.RS-1 5 3.60 SY 0.00 0.00 OAO 0.00
AC Overlay. 1.5"AC RS-2 3 7.39 SY O.Oo 0.00 0.00 0.00
AC Overlay,2"AC RS-3 $ 8.75 SY 0.00 0.00 0.00 0.00
AC Ruad,2",4"rock,First 2500 SY RS-4 $ 17.24 SY 0.00 0.00 0.00 0.00
AC Road,2",4"rock,Qty.over 2500SY RS-5 $ �3.36 SY 0.00 0.00 0.00 0.00
�C Road,3",4"rock,FYrst 2500 SY RS-6 $ 19.69 SY 0.00 0.00 0.00 OAU
AC Road.3".4"rock.Qty.over 2500 SY RS-7 $ 1 b.d1 SY 0.00 0.00 0.00 U.00
AC Road.5".First 2500 SY RS-8 $ 14.57 SY 0.00 0.00 0.00 0.00
AC Road,5",Qty.Over 2500 SY RS-9 $ 73.94 SY 0.00 0.00 0.00 0.00
/�C Road,6",First 2500 SY S-1 $ 16.76 SY 0.00 0.00 0.00 0.00
AC Road,6",Oty.Over 2500 SY S-7 $ 16.12 SY 0.00 0.00 0.00 0.00
Asphalt Treated Base,4"thick S-1 5 921 SY 0.00 0.00 0.00 0.00
Gravel Road,4"rock,First 2500 SY S-1 $ 11.41 SY 0.00 0.00 0.00 0.00
Ciravcl Road.4"rock,Qty.over 2500 SY S-1 $ 7.53 SY 0.00 0.00 0.00 0.0U
Pc;C Road,5",no base,ovcr 2500 SY S-1 $ 21.51 SY 0.00 0.00 0.00 0.00
F'CC Road, 6",no base,over 2500 SY S-1 � 21.87 SY 0.00 0.00 0.00 0.00
hic enea ge - . 0 . . 0 .
V'ayc 4 0'7 SUBTOTl�L n,pn J.00 11.V0 �.��U
Unit prices updated:2�12/02
Versiun�4�22/02
REF S-H BOND QUANTITY WORKSHEET.xIs Rcport D�tc 1'19�2010
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction"
Rightof-way Road Improvements Improvements
&Drainage Facilities Quant.
rnt nce rnt uant. osl uant. ost uant. ost Complete Cost
- For CulveA prfces, Avera9e of 4'cover was assumed.Assume parforated PVC is same price as solid pipe.
Access Road,R/D D-t $ 16.74 SY 0.00 O.OU 0.00 0.00
Bollards-fixed D-2 $ 240.74 Each 0.00 0.00 0.00 0.00
Bollards-removable D-3 $ 452.34 Each 0.00 0.00 0.00 0.00
'fCBs mclude frame and lid)
CB 7ype I D-4 $1,257.64 Each 0.00 0.00 0.00 0.00
CB Type IL D-5 $1,�33.59 Each 0.00 0.00 0.00 0.00
CB Type II,48"diameter D-6 S 2,033.57 Each 0.00 0.00 0.00 0.00
for additional depth over 4' D-7 $ 436.52 FT 0.00 0.00 0.00 O.OU
CB Type II,54"diameter D-8 $2,192.54 Each 0.00 0.00 0.00 0.00
for additional depih over 4' D-9 5 486.53 FT 0.00 0.00 0.00 0.00
CB Type II,60"diameter D-10 $2,351.52 Each 0.00 0.00 0.00 0.00
for additional deplh over 4' D-11 $ 536.54 F7 O.OQ O.OQ 0.00 0.00
CB Type II,72"dfameter D-12 $3,212.64 [acn 0.00 0.00 0.00 OAcI
for additional depth over 4' D-13 $ 692.21 FT 0.00 0.00 0.00 U.OU
Through-curb Inlet Framework(Adtl) O-14 5 3G6.09 Each 0.00 0.00 0.00 0.U0
Cleanout,PVC,4" D-15 5 130.55 Each 0.00 0.00 0.00 0.00
Cleanout,PVC,6" D-16 5 174.9U Each 0.00 UAO D 0.00 OAG
Cleanout,PVC,8' D-17 � 224.19 Each 0.00 0.00 0.00 0.00
Culvert,PVC,4" D-18 5 8.64 LF 0.00 0.00 0.00 0.00
Gutvert,PVC,6" D-19 $ 12.Fi0 LF 0.00 0.00 0.00 0.00
Culvert,PVC, 8" D-20 $ 13.33 LF 0.00 0.00 0.00 0.00
Culvert,PVC,12" D-21 $ 21.77 LF 0.00 0.00 0.00 0.00
Gulvert.GMP.8" D-22 $ 17.25 LF 0.00 0.00 0.00 0.00
Culvert,CMP,12" D-23 $ 26.45 LF 0.00 0.00 0.00 0.00
Culvert,CMP,15" D-24 $ 32.73 LF 0.00 0.00 0.00 0.00
Culvert,CMP,18" D-25 $ 37.14 LF 0.00 0.00 0.00 0.00
Culvert.CMP,24" D-26 $ 5,3.33 LF 0.00 0.00 O.OU 0.00
Culvert,CMP,30" D-27 $ 71.45 LF 0.00 0.00 0.00 OAG
Culvert,CMP,36" D-28 5 112.11 LF 0.00 0.00 0.00 0.00
CUlvert,CMP,48" O-29 $ 140.83 LF 0.00 0.00 0.00 0.00
CulvPrt,CMP,60" D-30 $ 235.45 LF 0.00 0.00 0.00 O.OU
u vert, M , - L 0. .00
�age 5 of 7 SUC�TOTAI 0.00 0.00 �(��.'7�f� 0.00 0.00
Unil piices upilated: 'l/12/�Z
Version:4/2'llU'l
REF 8-H BONp(�UANTITY WORKSHEET.xIs Report Date: 1/1�/2u1U
Site Improvement Bond Quantity Worksheet
Existing Future Public Prfvate Bond Reductfon'
Right-0f-way Road(mprovements Improvements
DRAINAGE CONTINUED 8 Drainage Facilities �uant.
o. mt r ce mt uant. ost uant. ost uanL ost Complete Cost
Culvert,Cunc�ete,8" -32 21.0 0
Culvert,Conr,rete,12" D-33 5 30.05 LF 0 0 0 0
Culvert.Concrete,15" D-34 $ 37.34 L.F 0 0 0 0
�ulvert,Concrete,18" D-35 $ 44.51 LF 0 0 0 0
Culvcrt,Concrete,24" D-36 � 6t07 LF 0 0 0 0
Gulvert.Concrete,30" D-37 $ 104.18 LF 0 0 0 0
Culvert,Concrete,36" D-38 $ 137.63 LF 0 0 0 0
C;ulvert,Concrete,42' 0-39 5 158.42 LF 0 0 0 0
Culvert,Concrete,48' D-40 S '175.94 L,F 0 0 0 U
�ulvert,CPP,6" D-41 $ 10.70 LF 0 0 ,L 0 0
Culvert,CPP,8" 0-�2 $ 16.10 lF 0 0 0 0
Culvert.CPP.12" D-43 $ 2U.JO LF' 0 U 0 0
Gulvert,CPF',15" D-44 $ 23A0 LF 0 0 0 0
Culvert,CPP,18" U-45 $ 27.60 LF 0 0 0 0
Culvert,CPP,24' D-46 $ 36.80 LF 0 0 0 0
Culvert,CPP,30" D-47 $ 48.30 LF 0 0 0 0
Culverl,CPP,36" D-48 $ 55.20 LF 0 0 0 0
D�tching D-49 5 8.08 CY 0 0 0 0
F low Dispersal Trench ('1,436 base+) D-50 $ 25.99 LF
F renr,h Drain (3'depth) D-51 $ 22.60 LF 0 0 0 0
Gcotextile,laid in trench,polypropplene D-52 � 2.40 SY 0 0 Q Q
Infiltration pond testing D-53 $ 74.75 HR 0 0 0 0
Mid-tank Access Riser,48"dia, 6'deep D-54 $1,605.40 Each 0 0 0 0
�'ond Overtlow Spillway D-55 $ 14.01 SY 0 0 0 0
ke5tnctor/Oil Sepaiator,12' D-56 $1,045.19 EaCh 0 0 0 0
ResirictorlOil Separator,15" D-57 $1.095.56 Lach 0 U 0 0
Reslrictor/0il Separator. 18" D-58 $1.146.16 Each 0 0 0 0
Riprap,placed D-59 $ 39.08 CV D 0 0 0
Tank End Reducer(36"diameter) U-60 $1,000.50 �ach 0 0 0 0 �
I rash Rack, 12" D-61 $ 211.97 Each 0 0 0 0 '
Trash Rack,15" D-62 3 237.27 Each 0 0 0 0 '
I r ash Rack, 18" 0-63 $ 266.89 Each 0 0 0 0 I
rash ack,? " - . ac 0 �
Payc 6 of 7 Slll31 O��(��L 0 0 I��Q.�(� 0 0
IJnil;�rices u�d�led:Z�1'lU2
Ve�Siuu �1/?1;U�
RFF 8-H BOND I�UANTITY WORKEiHEET.xIs FZ�;�wr1 f)��Ii� 1�15+1'1U10
Site Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction"
Rightof-way Road Improvements Improvements
&Drafnage Facilities Quant.
nit nce nu uant. nce uan. os uan. ost Complete Cost
PARKING LOT SURFACING �
No.
2"AC,?"top course rock 8 4"borrow PL-1 $ 15.84 SY 0 0 0 0 ,
2"AC, 1.�' top course&2.5"base cour PL-2 $ 17.24 SY 0 0 0 U '
4"select borrow PL-3 $ 4.55 SY 0 0 0 0
1.5"top course rock&?.S"base course PL-4 3 11.41 SY 0 0 0 0 I
WRITE-IN�TEMS '
fSucn as detenuon/water quality vaults.) No. I
WI-1 Each 0 0.00 .00 0.00
� W I-2 9Y 0 0.00 .00 0.00 '
WI-3 9'r' � 0 0.00 0.00 0.00
W I-4 LF 0 0.00 0.00 0.00
WI-5 FT 0 0.00 0.00 0.00
W I-6 0 0.00 0.00 D.00
wl-7 0 0.00 0.00 0.00
WI-8 0 0.00 0.00 0.00
wi-s o o.00 o.ao n.ao
wi-io 0 0.00 . .OU
SUBTOTAL 0.00 0.00 Z,30��t{,Q�0.00 0.00
SUBTOTAL(SUM ALL PAGES): ����,�,s j� 0.60 0.00 (�p$�j,�Qp.00 0.00
30%CONTINGENCY 8 MOBILIZATION: �� 33.1D o.o0 0.00 �� ��1,�).00 0.00 i
GRANDTOTAL: �� ►{�_(�0.00 0.00 �y��(�,�.00 D.00
COLUMN: B C D E
Page 7 of 1
Unit prices updated:2/12/02
Version:4/22/02
REF 8-H BOND QUANTITY WORKSHEET.xIs Report Date. 1/19/2010
hING COC hT�'. 4V�1SIl[tiGTOI�. SCRFACE W'ATER DESIGN �tA1�UAl.
STORVIWATER FACILITY SUMMARY SHEET DDES Pertnit
\umber (� 1�U1 �7
(provide one Stormwater Facility Summary Sheet per Natural Discharge I,ocation)
Overview:
Project Name
Mc�t,�t�u.l�l�s or► S�cqy��' Date 5J31 �11
Downstream Drainage Basins
Major Basin Name dT[,r-.��,
Immediate Rasi�1 Nart�e N,�,,._��
Flow Control:
Flow Control Facility Name/Number Q��}��n Y�u.��' � Jtru�'ut+��g
Facility
Location �r,_ �,}� : �y1�1 NE S._ln��.� �l�cl.
If none,
Flow control provided in regional/shared facility (give
location)
No flow control required Exemption number
Gcneral Facility Information: +
Type/N�imber of detention facilities: Type/Number of infiltration facilities:
ponds ponds
_�vaults tanks
tanks trenches
Control Structure Location ',
�s�,�l��Q.f.�hnn VGL�jt �I
Type of Control Structt�re 1�'' (Z;�t,�- Number of Orifices'Restrictions
T
� Dri�'�,t S
Si�e of Orifice/Restriction: No. I �,�y"
ti o. 2 �.00"
No. 3
No. 4
Flo�v Control Pert��nnance Standard �-�or,,> (.ur�}�"o�!�sZ�_.�<,arnc��,,r� (,�vriC-s�cr� Lor�i���ic�ns
L�v�1 2
?009 Surface Water De�ign�lanual I'9�'_f%ti`>
_ '
I�I\G l'OUVl Y'. E1'Ati111VGTON. til'KFACE 1�';11 E:R I)I.SIGV �1:1\l Al
Live Storagc Volume �y��6V t,F Depth K.7�' Volume Factor of Safety
,
'�' o �(nc.��,d�.s c,dd�`�t�onAl �/CcUI� Gn� Cc��/tYGr1CG P�PG S��Gcti�'OJCrJiU�"lci �/` Q.;,�.+�•-�. ��::.1:<�.i'•-� i��
J ��
Number of Acres Served j����� p.y'7 �;_„r�,� (,, �,�(,,,��,�c.: R � 1►J. �.Gc�,c_,�l.�n�
Number of Lots i
���:t`I1 1�1�Ciz IZL'".�(i�.ltiirl7� f�ti�.ts!71i]'�:<<;1 `�1<1I;. i)•: i d.',_fli_'�I '�'1 I° tl�l�i,":,�;.
��''- ;�� .i:i:. .1"`�.`,,i 11:1[Uf, I .�. v, ����t
Depth of Reservoir a�
Faciiity Summary Sheet Sketc'
All detention, infiltration and water quality facilities must include a detailed sketch
- - �Y _. . .. . . _ . . , _ _t.__�� . . �. � �, . ^ - -, �� -a ,
2009 SurFacc Watcr Uesign �tanual U9/20U9
2
KING COUNIY, WASHING"[ON, SURFACE: WATER DESIGN MANUA[,
Water Quality:
Type/1Vumber of water quality facilitiesBMPs:
biofiltration swale sand filter(basic or large)
(regular/wet/or continuous inflow) sand filter, linear(basic or
large)
combined detention/wetpond sand filter vault (basic or
large)
(wetpond portion basic or large) sand bed depth (inches)
combined detention/wetvault stormwater wetland
tilter strip �_storm filter �',
flow dispersion wetpond (basic or large) I'
farm management plan �`wetvault i
landscape management plan Is facility Lined? ',
oiUwater separatar If so, what marker is used ,
above '
(baffle or coalescing plate) ',
Liner? '
catch basin inserts:
Manufacturer '
pre-settting pond '�,
pre-settling structure:
Manufacturer
high flow bypass structure (e.g., flow-splitter catch basin)
source controls
Design Information
Water Quality design flow _�,�z� ��5
Water Quality trcated volume(sandfilterj
Water Quality storage volume (wetpool) ►���i.{(��2�j��r�L
(3,7S�D �cq��rr.�!)
Facility Summary Sheet Sketch
2009 Surface W'ater Design Manual l�9/2009
3
KING COUNTY, WASHINGTON, S�RFACE WATER DESIGN MANUAL
All detention, infiltration and water quality facilities must include a detailed sketch.
(11"x17" reduced size pian sheets may be used)
��z Appu�c.l►x /� �'vr �1'1�►� ProPo�r.d (x�ad�� cind Ora�rt�� Pl�:.n
2U0�)5url'ace �1`atcr Dtsi�n�1anual V22bU9
�
RECORDING REQUESTED BY AND
WHEN RECORDED MAIL TO:
CITY CLERK'S OFFICE
CITY OR RENTON
1055 SOUTH GRADY WAY
RENTON, WA 98057
DECLARATION OF COVENANT
FOR INSPECTION AND MAINTENANCE OF STORMWATER
FACILITIES AND BMPS
Grantor: McDonald's USA, LLC
Grantee: City or Renton
Legal Description: LOT 1 OF CITY OF REi�TTON SHORT PLAT NO. 345-79, RECORDED UNDER
RECORDING NUMBER 7908179008, RECORDS OF KING COUNTY, WASHINGTON, BEING A
PORTION OF: THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 3,
' TOWNSHIP 23 NORTH RANGE 5 EAST W.M. IN KING COUNTY WASHINGTON• EXCEPTING
THEREFROM THAT PORTION THEREOF CONVEYED TO THE CITY OF REIVTON BY DEED
RECORDED UNDER RECORDING NUMBER 2002010400000
Additional Legal(s)on:
Assessor's Tax Parcel ID#: 0323059097
IN CONSIDERATION of the approved City or Renton Building permit for
application file No. LUA/SWP B120127 relating to the real property ("Property")
described above, the Grantor(s), the owner(s) in fee of that Property, hereby covenants(covenant)
with
the City or Renton, a political subdivision of the state of Washington, that he/she(they) will observe,
consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through
10 below with regard to the Property, and hereby grants(grant)an easement as described in Paragraphs 2
and 3. Grantor(s) hereby grants(grant), covenants(covenant), and agrees(agree)as follows:
I. The Grintor(�I or his/her([heir) successon in intere�t �ind as.i�ns ("O���ners") shall at their
o�vn co,t, operate. m�iintain, anci keep in «ood repair. the Propert��'s �torm�vater t�acilitics and best
management practices ("BMPs") identified in the plans and specifications submitted to City of Rent��n
for the review and approval of permit(s)#: B120127 _ . ��,�rn���+.�t�r t,��iliti���
include pipes, swales, tanks, vaults, ponds, and otherengineered structure� �i��i�_n��l �,� n�.,n�,�`�
stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices, n:�t i�,:�
vegetated areas, permeable pavements, vegetated roofs,rainwater harvesting systems, reduc���i
llllptl�V Ii�U� �lll�i,l��� ��"��I:1'�C. ,lll�� ��l�l�'I� Ill�'�t�llf�,'� ll��l'll�:� l[� fC�jU���' f�l� .11lli.�llll( ��j� �l��I'IIY�.tU[�I fUl����(( �����
the Pr�,E,�rt�
2. City or I�Zenton �hall have the ri�ht to ingre�� and zgre.> u��er those portiun� of the Yru��;����
necessary to perform inspections of the stormwater facilities and BMPs and conduct other activiti�
specified in this Declaration of Covenant and in accordance with RMS 4-6-030. This right of ingre�� .�n�.
egress, right to inspect, and right to perform required maintenance or repair as provided for in Section 3
below, shall not extend over those portions of the Property shown in Exhibit "A."
Per the approved adjustment to Core Requirement#8 (Water Quality),the proposed StormFilter system
shall be inspected and maintained as detailed below:
a. For the first two years after construction,the StormFilter system shall be inspected every
six months to assure proper performance. Inspection reports will be used to determine
future site-specific maintenance schedules and requirements.
b. Upon completion of the two-year inspection period after construction of the StormFilter
system,the City will review the inspection report and facility maintenance log to re-
evaluate future inspection frequency of the system. The information will be used to
determine if the minimum inspection frequency of once a yeaz can be allowed.
c. Maintenance activities to assure proper performance of the StormFilter system shall be
as needed or as determined in the biannual inspection to comply with the requirements in
the 2009 KCSWDM for maintenance of drainage facilities.
Written records of the inspections and maintenance shall be kept on site and available to the City upon
request. Inspection reports will be used ro determine future site-specific maintenance schedules and
requirements.
3. If City of Renton determines that maintenance or repair work is required to be done to any of
the stormwater facilities or BMPs,City of Renton shall give notice of the specific maintenance and/or
repair work required pursuant to RMC 4-6-030. The City shall also set a reasonable time in which such
work is to be completed by the Owners. If the above required maintenance or repair is not completed
within the time set by the City,the City may perform the required maintenance or repair,and hereby is
given access to the Property, subject to the exclusion in Paragraph 2 above, for such purposes. Written
notice will be sent to the Owners stating the City's intention to perform such work. This work will not
commence until at least seven (7)days after such notice is mailed. If, within the sole discretion of the
City,there exists an imminent or present danger, the seven (7) day notice period will be waived and
maintenance and/or repair work will begin immediately.
4. [f at any time the City of Renton reasonably determines that a stormwater facility or BMP on
the Property creates any of the hazardous conditions listed in KCC 9.04.130 or relevant municipal
successor's codes as applicable and herein incorporated by reference. The City may take measures
specified therein.
5. The Owners shall assume all responsibility for the cost of any maintenance or repair work
completed by the City as described in Paragraph 3 or any measures taken by the City to address
hazardous conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the
City within thirty (30)days of the receipt of the invoice for any such work performed. Overdue
payments will require payment of interest at the current legal rate as liquidated damages. If legal action
ensues, the prevailing party is entitled to costs or fees.
3
6. The Owners are hereby required to obtain written approval from City of Renton prior to
filling, piping,cutting, or removing vegetation (except in routine landscape maintenance) in open
vegetated stormwater facilities(such as swales, channels,ditches, ponds,etc.)> or performing any
alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of
Covenant.
7. Any notice or consent required to be given or otherwise provided for by the provisions of this
Agreement shall be effective upon personal delivery,or three(3)days after mailing by Certified Mail,
return receipt requested.
8. With regard to the matters addressed herein,this agreement constitutes the entire agreement
between the parties, and supersedes all prior discussions, negotiations,and all agreements whatsoever
whether oral or written.
9. This Declaration of Covenant is intended to protect the value and desirability of the real
property described above,and shall inure to the benefit of all the citizens of the City of Renton and its
successors and assigns. This Declaration of Covenant shall run with the land and be binding upon
Grantor(s), and Grantor's(s') successors in interest, and assigns.
10. This Declaration of Covenant may be terminated by execution of a written agreement by the
Owners and the City that is recorded by King County in its real property records.IN WITNESS
WHEREOF, this Declaration of Covenant for the Inspection and Maintenance of Stormwater Facilities
and BMPs is executed this day of , 20
GRANTOR, owner of the Property
GRANTOR, owner of the Property
STATE OF WASHINGTON )
COUNTY OF KING )ss.
On this day personally appeared before me:
, to me known to be the individual(s)described in
and who executed the within and foregoing instrument and acknowledged that they signed the same as
their free and voluntary act and deed> for the uses and purposes therein stated.
Given under my hand and official seal this day of , 20
Printed name
Notary Public in and for the State of Washington,
residing at
My appointment expires
5
McDonald's Redevelopment Technical Information Report Renton, WA
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AppendixA
Figures ,
Figure 1 — Existing Conditions Plan
Figure 2 - Grading and Drainage Plan
Figure 3 — T.E.S.C. Plan and Notes
PACLAN D 50186001 Appendix
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FLOOD ZONE DESIGNATION -�-390-- � `� ��"=�s� `�' a
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1 �. 1'S B�SEU 51ERE NADE iN ACC�RONIGE MT/1 1NE 201+/6WNIiM
SPEqu ROOD y�ZARO MEa�l5 DEFlNE➢BY ME FEDERRL E4ERfENCY Q � STANOMO OETuI REOINRElENTS FOR l�TA/pfSN tANO itTlE SUR�EYS.
C�.-. . ' '
Z� NFNAGENENT ACENCY.1ME PROPERTY JE$MI7MM�IONE%IREA OU?SIDE - t � �..
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afN 8'D � � ��' � '� �9, I IINOMYF NhY . ___ ti
m I � _ ° o` Z�J-y. �
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W W Z HPMpCAP P4tqMG SF0.CE5 Fpt A TOTAL OF �-� �' E%1RUDE0 Cd1C. PALING I � & I I ' �F���j�,��
� �9 PARKING S��GFS. �+�A�IMY�369__0�, i� c�im irrvicul I � i
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OIN N('� '� � 1 l ,-34A-� -'�'� fi �?1/�5/+.2 RENSED CERTIFIC�TE,SCME NOIES.OiHEF TOPOfR�PINC INiORM�TON.
oi�0 � _ , �JO.00�_'_-___�� t � I
N ROCK wAll _ 5 6 �,�_ �_ it'22/11.REMSED�OCF110N Of HQiEY CREEI(ClR4Q7T IHO MAMHOIE
Z GRAPHIC SCALE IN FEET - - - - - , �ro• S 88•38'a9' E t -° -N 807E'�9"p ; � ,
�Y-,�-., � � � � McDONALD S CORPORATiON
� /` �� CB NH EIEGJ �ry 8 � �
� z�' o' ic' �o' u� � qsPr+t�r ,' �� '�� L97 9 Q . , m 0�` ��----�E �"E se•;a sw,/, ALTA/ACSM LAND TITLE SURVEY
� RI4.3%.9 CAB. � �o
��`�"�3=5 , PA""c p tlNDXT PL.1T NA 9l�-19 � � ;�9 �W ( AT 4411 NORTHEAST SUNSET BOULEVARD,
rro.caic.wa+. 1" = Zo' „
�A�� 5. ,�' o\ �,� � ���N�'���� �, � a�° RENTON, KING COUNTY, WASHINGTON
pS/t0/11. TAX GMCEL NO.032305-90�1-00 � e ' , �I 00 f I
TIM HANSON AND AS80CIATES INC.
i� S.E CCQ-SW 1�1�W 1�4 �
-- -- -- 1318.53' �z � B?36 CILTI�BAY FiOAD CLMOf�WA oB2C�6 (42�822-7271
-- -- --
s.-iwt sw i a sw,-/4 -- -- --
-- S 6838'49' E -- -- --�-- -- ---L� ec� �c „�. nce �.n scoK a„e r�w,ec.-r No.
1' = 20' 3 23 5 175 MAY 2011 11070
PORTION OF SW 1/4 OF SW 1/4, SECTION 3, TOWNSHIP 23N, RANGE 5E, W.M. LEGEND� k
�
EXISTING GRADE m
�
STR�J(i'T�E��C,HED�JLE PPE SG`F'ED�E PROPOSm GRADE 57 �
_ � � DESCPoPlION PIFE/ DIANEIER _-{HDGE--- Z
- ' - � �( cjH (Fr./cr) RIDGE LINE - �
W
O ... � . 1 12' CPEP 58 .016 a
CB T'PE 1 pROPOSm SPOT EI.EVAl10N s�.s
�P� � Qi RIM = 397.84 2 12' D.I. 42 .005 �
� �2� �E - j94.30 SLOPE ARROW ��- _
n�� / - 3 12' CPEP 41 .005 J
/( V i� 4 12� CPEP 74 .005 HIGH POINT HP a
. -=�
CB TYPE 1 5 12" CPEP 93 .005
V G O2 RIM � 396.40 �
- �t �/ LOW PqNT LP
r1� 5 � 12" IE = 394.40 6 12' CPEP 15 005 cv
''. �=; - * � 12" CPEP io .i4z roP oF cuRe rc o N
�6 �
� _ � � .. �' }..���"�. CB TYPE 1 8 18� CPEP 25 .010
, � ,w . , � ��_;_ . . �.,�-� r ,�it.__� O3 'MTH SOL1D LOCKING L1D 9 6' CPEP 38 .052 TOP OF PAVEMENT TP O �
�� � � � " ` - - � - - RIM = 396.12
, ��/. � . .�'�- ` � .. -- 12" IE � 394.79 MATCH EXI571NG M.E.
a o
� �� .�'' ,� � CB TYPE 1 ROOF DRAIN UNE R�L Z �
1
'� � soo.7o O RIM = 397.04 STORM DRAINAGE PIPE SD _z
. r ,%� � �. �� 12" IE = 394.40
� �� % � � i �oo.� ���-� � b `� �
� � � � ;�%" �, /� CB TYPE 1 TYPE I CATCH BASIN � -2. C-2. d N � �
� ' / ! ,f� �\ �5 RIM = 398.05 � � � �
._� 400.6a� /��� � ���y�� 3e 12" IE = 393.82 1 5 n a � �
� 4ot.o�q � 7d' � CB TYPE 2-48" � � o
.-. �,-,� v,-�. �J�>., ���� TYPE II MANHOIE -1. -2.
x
O6 WiTH GRATE
�. � ���a _�u., � '.�.��9s���. �� RIM = 397.87
398z2 ` 79&�0 12' IE = 393.35 2 J �
�`�100.83 �. �. � �
��/-�-5=;:\., s�° 9�?yyy.� / S9a.os �_:..,�a.5i�'•. � 96' STORMFlL'fER MANHOLE STORM DRAIN CLEANOUT � -2. -2. � S, � � a
` / ;�, GRAPHIC SCALE m
� ���� a9s. y. y�i// 39a.oe 19e.ie�:`, �..���. w m 7O �TRIDGES PER DETAtI 3, /� � � � � �
\ � � �� . 398.ie ';� 96" S70RMFlLTER MANHOLE �(y� d
39e 35a90 SHEET C-2.3.
wo �,; /3s&�o�,�' _. :-�� '�� RIM = 398.00 � �
�✓ C 398.90^ 38B ll ���) 12' IE IN - 39327
- � 397.87 398 72 398.27 }gg.20� 1 lnc6� � R
,,� .-6z` ��.70. sve.sz NEW ��.�0 72" IE OUT= 391.47
4�_ 7ve.6e 6 39&72p�,qyp�,q�E , f DETEN710N VAULT INLET
I Q ` `398.90 865 SF . ��. 398.05 � 72' IE � J90.05
3� � 1.07G ' \
398.00 +
' 7 8 .. ' � �e.go� Og DETENTION VAULT OULET r
,I q �,., n 18" IE = 391.05 ,���_ `
�i 39e.62 s9E. � � � r Z � CONNECT TO EJCISTiNG � "'�'i f ��
I CATCH BASIN MANHOLE - � �s=� �-�
1 t � I MA1H 18" CPEP r, • �1�
��III �� � REPLACE LID WITH SOLID - �� ,
� NEW ��..z ' 3��� y=. , �,
� LOCKING LID
�
� • . i � � ��/���� , ase.a ; Z RIM =39Z88 �.•
� �. o J�. ! Mt+v�/�`��S 11 (>�J NEW 78� IE = 390.80 ��K�I� ��
� �e ea �&63 5 N �e � ���e� 45-87 (+5) �92 , L795 3o Q Ex. 30" IE = 390.80 _,
I _ 4,185 SF
f'FE � 399.0 ' � (n STORM DRAINAGE CLEANWT
3se.az asa.zo ti
--R�ocr- a 2�5�-� x � ava.w � 6" IE - 393.37 �
398.70
I I ; �.I 398B9 yga.63 j�$x � DETENTION VAULT INLET
!J i ��� � O 1Q 6" IE = 390.05
��+, �. 398.52 '� 395.20
�� 399.02 m �
148'x20' � I`--' ''�. U TRASH ENCLOSURE `� �
�. DETENTION 'ge.ai , �aea.vo ��s&e.z� 'I aae.i5 Q � �'�
. �. VAULT ' app I Z 0 DOR S�WT TO DRAIN TO
�}9B.10 ��Y
(2,960 SF) ' - 2.2t� Q
F u^,�
O , ��e.ea 3se.0 � Nid ' v a ,
���. 798.84��� 375.15 -
�; � 1.Ox � /� I . � F-LL I�
' �9 ,
� 398.70 " � a �.
� 398.05 s : v �'
� , , _ CROSSING TABLE '
_a � �,
� _ ��,.
I 8.3� , . CROSSING UTIL 1 UT1L 1 EL.• �n� 2 UT1L 2 EL." DELTA I
4 ssa.00 ; (CROWN) (INVII2T) I
}96 e�
se.25 �'� � 3s�� Cl 6" SS 392.06 tY SD 393.50 i.aa' �i�
9e.ai C2 6" SD 390.95 12" SD 393.53 2.58� 52
�. J99.13 .
398.Ba �.g1 v�i ss7.56 � 39e.� �... a C3 6" SD 391.35 6' SS 392.40 1.05' .�.,a �' °�'
- 7.95 � 397.76 , i a
'�--aio�- 90.85 �.' f 397.93� II ,,� � C4 6" SD 391.68 6' SS 392.47 OJ9' - y c �
��q` � � ;i% }! 'ALL UTILJTY 7 ELEVATIONS ARE TO CROWN OF PIPE. �M�i
39E.89 398.63 V /a' ; � a�
, ��t � , "ALL UTIUTY 2 ELEVA710N5 ARE TO INVERT OP PIPE. �N�
�/�� ;.'r
I j v % 39P " �B,a II 18� M�N. CLEARANCE, WATER /SAN. SENER
�1 79�32�� �-��� '"'i / ' 6"MIN. CIEARANCE ALL OTHER CROSSINGS
397.I6J
� 398.30 �3 ��.es' � --�-3+ST� � j � _ '', 2 U7lJTY 2 �
39d50 ����. J
396.65
�8 O9 397.7 397.2 '��/ �1�
s9a Ssa.iz �;�3s�.sa '�! 3se.00 t UllJtt 1 �
�y� �� 397 70 ' •
' , � � °� � �
' � , � � � a
�t �. i� � 397ASJB7.75 20 20' i J J Z
�3 '�-1�397 45 N �K F � �NCLOAIRF�' �! �`�s I �� Q
397.50 � �pp�
o ��� � /0 ��/ �� �� 397.50 ' ,� V�J � Q
- � � �
� � 397-60 g"1 l '
I ��� 397.10 � � 396.50J � 1 ����-� � f1r
� � ,� ,� ,�= 39735 ; '`�o SEE SHEETS C 21, O � � rz �
� �
N 2 '°''� G22, AND G2.3
aas.w
o �q �� ` �, FOR GRADING AND SPOT ELEVATIONS � � �� Q
o - ����� 796 60� \ � 39�. DRAINACE NOTES S H O V Y N A L O N G � Q � Z
� AND DETAILS. CURB LINES ARE o � � �
� - - - - SHOWN AT TOP OF � � �
% SEE SHEET C-24 PAVEMENT �as�
� , _,� - ..-; � FOR STORM ELEVATION UNLESS �
" 3 DRAINACE PROFILES OTHERWISE NOTED. Know wnars below.
�
Call n�rore yo„a�9. C-2.Q
m
I PORTION OF SW 1/4 OF SW 1/4, SECTION 3, TOWNSHIP 23N, RANGE 5E, W.M. G
�
m
�
�
LEGEND �
� C
, .-
�
� -� -��"� � � PROPERTY L1NE Q �
P�O - - - - - - UMITS OF CLEARING AND GRADING � a
`` � �
��v� �—v—o 0 o TEMPORARY SILT FENCE e �
2.
a
7EMPORARY ORANGE CONSTRUCTION FENCE 2 a
5�N5 -2. d'o
TEMPORARY 4 c�
�• ORANGE Q TEMPORARY INLET PROTECTION o
N• corrsrnucnaa _ -Z ° N
�
FENCE (TYP> `r ��, �.�-�. , b° s
�. � _ r ,',=+_, _y�rd y�_,� TEMPORARY CONSTRUCnON ENTRANCE� �
lEMPORARY - �
7EMPORARY INIET / � SILT FENCE p
PROTECTION (TYP) // (7yp) Z �
�1 \ 5�
; ��� � SEQUENCE OF CONSTRUCTION� b � g
�
lIM1T5 OF /� 1. HOLD A PRE-CONSTRUCTION MEETING NATH THE CITY AND 08T41N REMAINING r N � o
CLEARING AND �/� � ' REOUIRED PERMITS. � N a N
GRADING(TYP) � � �MPORARY 2. ESTABLISH IJMITS OF CLEARING AND GRADING. � o � v�i
�� CONSTRUC110N 3. INSTALL STABIL1Zm CONS7FiUCTION EN7RANCE.
',� '- ' ENTRANCE �
TEIAPORARY �-� ���� �- '� \ CIEARING AND 4. INSTALL TEMPORARY SILT FENCING AND ORANGE CONSTRUCTION FENCE. �' �
CONSTRUC110N TEMPORARY INLET ,,, ' - � �����x' \ GRADING (TYP) GRAPHIC SCALE 5. INSTALL INLET PROlECTION ON ALL EXISTING STORM DRAINAGE STRUC1l1RES TO � � � � �
PROTECTION (TYP) � � � A m a REAIAIN.
r�NCE I�) �+-. . 1.., z,,^' �t,- �-` e ~
���,`�`�� � 6. REMOVE ALL EXISIING FEAiURES PER DEMOLJl10N PLAN. � � �
TEMPORARY �.,� ' -�
�,��-" . �'-� � (IN F�4)
SILT FENCE _��� � �.�� � � 7. BEGIN GRADING SITE.
��� , �.�.rt'r�Y. TEMPORARY INLET 1 ineh= 2a tt
� ����� i � PROTEC710N (TYP) 8. START CONSTRUCTION OF BUILDIN� PAD AND S7F2UCTURES.
L1MIT5 OF � � v 9. INSTALL PROPOSED STORM DRAINAGE SYSTEMS, UTILJTIES, AND CURB.
g,
GRADING (TYP) � 10. ADJUST CONSTRUCTION EN7RANCES AS NEmED UPON CLOSURE OF IXISTING ±
NORTHERN SI1E ACCESS FROA1 ANACORlES AVE NE.
� p��Ay �^:'
Z 11. INSTALL INLET PROiECl10N ON ALL NEW STORM DRAINAGE STRUCTURES. �,����,�'� o�o-� _.�
M a,a;�
��I W 12. FlNISH GRADING SITE FOR PANNG ACIIVITIES. �;i.` _;�d
' � � 13. INSTALL PROPOSm DRIVE-iHRU. CURBING AND ALL ABOVE GROUND FEATURES. �c ��I;
I �>`ar `6
I � wjj Qe°
14. PA�E SITE. � \
� I I Q 15. COMPLETE SITE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. '-'
I � 16. REMOVE ALL TEMPORARY SEDIMENT AND EROSION CONTRO�DENCES, ONLY
AFTER THE SITE IS DEEMED COMPLETELY STABIL1Zm BY h1E IPISPECTOR.
TEMPORARY INLET ` ������a� �_ - 17. ADDITIONAL FROSION CONTROL MEASURES MAY BE REWIRED PS DEEMED
��i ��-= � Q NECESSARY BY hIE pTY OF RENTON INSPECTOR. ao
PROlECT1INJ (TYP) . �� �,3 �o �
<;� ..--�---
u U - �,m o
� ` I z �a-�
�� - ��.
--- -- � __
� � I I I a �.� SEE SHEET D-2.1 � ��n
�v�
- -- - _J � � " ' FOR T.E.S.C. NOTES ~"
co � ; 7 E�I Nv 3i,ILD�: � �
44 t N�. SJN ET 5'_v�.
�: �RE� _�,9 _ � AND DE7AILS �I
- - -�
���
�
�
TEMPORARY 7EMPORARY INLEf
N p�
SILT FENCE __ .. _ � - . PROTECTION (TYP) ...,� m 3
rr � � ���
(1ra> _. � i�i r*,� �� .�_ � �I
_ U-�_; �aEFz_R
� I ��
_.�--_J ..vl�
' ��A I.I�- ��,
p:�..{_;T','.� '
. „',-T=—�q- �I
7EMPORARY INLET � �UMITS OF
PROlECTON (TYP) .� =–_-- CLEARING AND
^^�
- GRADING (TYP) VV
3 � � � �
r''" • . TEMPORARY Z
s-s 's.; �-�.
� . . .. � , .. . . � . I SILT FENCE � J �
o - i ��' l� 3 �
� � � �
��
� o � � � V
�
� ; _ � 0
� � �.� � `' _,
PORAR � �
�o SIIT FENCE..���y�,� y a-`'���x� J� � � � W
o` �TYP) �-,,�d✓`.�� ✓`J `.�'�"..r�i�"C r,'c^ v TEAIPORARY /J(� � � �
�{ "� rl v�.$ "� - CONSTRUCl10N =
� ,�.�.#.-�t'r,t-,�, J ;.,t,�.+t-�;�-f��.�` ._ ENTRANCE v � �
i � � �
o � �
� Q
i 7EMPORARY Q 1 �
LIMITS OF
- TEMPORARY CLEARING AND �R�� S�
=�� ORANGE GRADIN6(TYP) CONSTRUCTION
` coNsrnucnoN �Nce (rw) Knowwhat"sbelOw.
FENCE (TYP�
" Ca11 narore ya�a�9, D-2.0
;
m
PORTION OF SW 1/4 OF SW 1/4, SECTION 3, TOWNSHIP 23N, RANGE 5E, W.M. � �
GENERAL EROSION COI�T'ROL NOTES (PACLAND) �CNEII/1L EIlVa71� CVI`I I IIOL ��S(GN OF RENTON) 8 N
�
1� h1E DESIGN SHOWN IS BASED UPON hIE ENGINEER'S UNDERSTANOING OF hiE EXISTING CONDITIONS. THE PLAN lO.THE CONTRACTOR PERFORMING lHE WORK SHALL MfJNTAIN A SET OF hiE APPROVE� CONSTRVCTION DRAWINGS 1. BEFORE ANY CONSTRUCTION OR DEVELOPMEN7 ACTIViTY OCCURS. A PRECONSTRUCl10N MEETING MUST BE HELD � �
DOES NOT REPRESENT A DETAILED FlELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE ON SITE AT ALL T1ME5 ri4i1LE CONSTRUCTION IS IN PROGRESS. WITH THE CITY OF RENTON. PUBLJC WORKS DESIGIi ENGINEER- "�'
a
BASED UPON THE SURVEY PREPARED BY TIM HANSON AND ASSOCIATES, INC., DA1ED MAY 2011 AND UPDAlED 11, IT SNALL BE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE WORK TO OBTAIN ALL NECESSARY �
NOVEMBER 2071. hIE CONTRACTOR IS RESPONSIBLE FOR VERIFI1NG FIELD CONDITIONS PRIOR TO B�DDING THE PERMITS FROM THE LOCAL JURISDICTION PRIOR TO COMMENC�NG ANY N'ORK WITHIN THE PUBLIC RIGHT-OF-WAY. 2. ALL LIMITS OF CLEARING AND AREAS OF �EGETATION PRESERVATION AS PRESCRIBm ON THE PLAN(S) SHALL a
PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE BE CLEARLY FLAGGm IN THE FlELD AND OBSERVED DURING CONSTRUCTION. �
OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR 12.7HE CONTRACT�2 PERFORMING THE WORK SHALL BE RESPONSIBLE FOR PROVIDING ADEWATE TRAFFlC CONTROL �
DOES NOT ACCEPT E%ISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS. WITHWT EXCEPTION, AT ALL TiMES DURING CONSTRUCnON ALONGSIDE OR WITHIN ALL PUBLIC ROADWAYS. 3. ALL REWIRm SmIMENTATION/EROSION CONTROL FAqL1T1E5 MUST BE CONSTRUCIED ANO IN OPERAl10N PRIOR a
HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SUR�EY BY A REGISIERED LAND SURVEYOR AND 13.h115 APPROVED 'TEMPORARY EROSION AND SEDIMENTATION CONTROL PIAN" MUST BE IMPLEMEN?ED PRIOR TO TO LAND CLEARING AND/OR CONSTRUCTION TO ENSURE hiAT SEDIMENT LADEN WATER DOES NOT ENTER iHE �
SUBMIT IT TO THE OWNER FOR REVIEW. ANY SITE WORK. SEE THE PLANS ANO DETAILS FOR FURTHER INFORMAl10N. NAlURAL DRAINAGE SYSTEM. ALL EROSION AND SEDIMENT FACILIliES SHALL BE MAINTAINED IN A SA7ISFACTORY n
2. GALTION - NOTICE TO GONTRAGTOR �4. iHE CONTRACTOR SHALL NOliFY hIE OWNER AND THE ENG�NEER IN THE EVENT OR DISCOVERY OF POOR SOILS. CONDITION UNT1L SUCH TIAIE iHAT CLEARING AND;OR CONSTRUCTION IS COMPLETE AND POIENNTIAL FOR � o
hiE CONTRACTOR IS SPECIFICALLY CAUTiONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING Ul1LIT1ES AS GROUNDWAiER OR DISCREPANCIES IN THE EXISTING CONDIT10N5 AS NOTED ON THE PLANS. ON-SITE EROSION HAS PASSED. hIE IMPLEMENTATION, MAINTENANCE. REPLACEMENT AND ADDITIONS TO tl �
SH01NN ON THESE PLANS IS BASED ON RECORDS OF hIE VARIOUS Ui1lJTY COMPANIES AND, WFiERE POSSIBLE, 75.MAXIMUM SLOPES SHALL BE 3:1 HORIZ:VERT FOR FlLL SLOPES. AND 3:1 HORIZ:VERT FOR CUT SLOPES. EROSION/SmiMENTATION CONlROI SYS7EMS SHALL BE THE RESPONSIBILJTY OF hIE PERAIITEE. � \
MEASUREMENTS TAKEN IN THE FlELD. THE INFORMAiION IS NOT TO BE RELJED ON AS BEING EXACT OR ,�
COMPLETE. THE CON1FiACTOR MUST CALL THE APPROPRIATE U71lJTY COMPANY AT LEAST 48 HOURS BEFORE 16. ROCKERIES OR OTHER RETAINING FACIUTIES D(CEEDING 4' IN H�GHT REWIRE A SEPARATE PERM�T. 4. iHE EROSION AND SEDIMENTATION CONTRIX. SYSTEMS DEPICTED ON THIS DRAWING ARE INTENDED TO BE
ANY EXCAVATION TO REOUEST EXACT FlELD LDCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE MINIMUM REOUIREAIENTS TO MEET ANTICIPAlED SITE CONDITIONS. AS CONSIRUC110N PROGRESSES ANO �
CONTRACTOR TO RELOCATE ALL EXISTING UTIL1ilES MMICH CONfLICT N1TH THE PROPOSm IMPROVEMENTS SHOWN 17. SLOPE STABILJZATIOiJ. CUT AND FlLL SLOPES SHALL BE CONSiRUCTED IN A NANNER THAT WILL MINIMIZE UNEXPECTED OR SEASONAL CONDIT10N5 DICTATE, iHE PERMITEE SHALL ANTIGPAlE THAT MORE EROSION AND �
ON hiESE PLANS. EROSION. ROUGHENEA SOIL SURFACES ARE PREFERRm TO SMOOTH SURFACES. IN7ERCFPTORS SHOULD BE SEDIMENTAl10N CONTROL FACttJTiES WILL BE NECESSARY TO ENSURE COAiPLETE SILTATION CONTROL ON hiE
3. ALL WORKMANSHIP AND MAlERIALS SHALL CONFORM TO THE MOST CURRENT APPLICABLE LOCAL, STATE, AND CONSTRVCTED AT THE TOP OF LONG, STEEP SLOPES WHICH HAVE SIGNIFlCANT AREAS ABOVE THAT CONTRIBUTE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF
FEDERAL STANDAROS. RUNOFF. CONCENTRAlED RUNOFF SHOULD NOT BE ALLOWED TO ROW DOVM THE FACE OF A CUT OR FlLL SLOPE THE PERMITEE TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATID BY h1E ACTIVITIES AND TO PROYIDE b N
4. 7HE CONTRACTOR SHALL BE RESPONSIBIE AT ALL 71MES FOR PREVENTING SILT-LADEN RUNOFF FROM UNLESS CONTAINED MITHIN AN A�EOVAlE CHANNEL OR PIPE SLOPE DRAIN. WHEREVER A SIOPE FACE CROSSES ADDITIONAL FAGLITIES, OVER AND ABOVE MINIMUM REOUIREIAENTS, AS MAY BE NEEDm. TO PROlECT ADJACENT � ,�
DISCHARGING FROM hIE PROJECT SITE. FAILURE BY hIE CONiFiACTOR CAN RESUIT IN A FlNE. THE DESIGNATED A WATER SEEPAGE PLANE, ADEOUATE DRAINAGE OR OTHER PROlECnON SHWID BE PROVIDED. IN AODITION, PROPERTIES ANO WAiER WALITY OF THE REC�VING DRAINAGE SYSTEM. � N � � o
TEMPORARY CONTACT PERSON NOTED ON THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A SLOPES SHOUID BE STABILIZED IN ACCORDANCE Mihl ITEM (17) ABOVE. � ¢ ^
W N
24 HWR BA5�5 THRWGFiOUT CONSTRUCTION AND UN11L THE PROJECT HAS BEEN CAMPLETm AND APPROVED 5. APPROVAL OF THIS PUN IS FOR EROSION/SEDIMENTATION CONlF20L ONLY. IT DOES NOT CONSTI7UTE AN a
16.STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE
BY hIE GOVERNMENTAL AC£NCY 1MTH JURISDICTION. APPROVAL OF STORM DRAINAGE DESICN, SIZE NOR LOCATION OF PIPES, RESTRICTORS, CHANNELS. OR r��i � v�i
5. iHE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE. REPLACEMENT AND �Q�CTED SO THAT STORMWATER RUNOFF SHALL NOT ENTER hiE CONVEYANCE SYSIEM WITHWT FlRST BEIN6 RElENT10N FACIL1ilE5. �
UPGRADING OF THESE ESC FACILITtES IS THE RESPON5181LJTY OF THE CONlFiACTOR FROM THE BEqNNING OF FlLTERED OR OTHERWISE TREATID TO REMOVE SEDIMENT.
CONSTRUC110N UNTIL ALL CONSTRUCTION IS COMPLETED AND APPROVED BY hIE GOVERNMENTAL AGENCY Wlhl 6. DURING THE T1ME PERIOD OF OCTOBER 15T hIRWGH APPoL 30TH, ALL PRO�£CT DISTRIBUTED SOIL AREAS � �
JURISDICTION AND THE SITE IS STABIUZED. GREATER hIAN 5,000 SOUARE FEET, THAT ARE TO 8E LEFT UN-WORKED FOR MORE THAN 12 HOURS, SHALL
BE COVERm BY MULCH, SODDING OR PLASTIC COVII2ING. �p �
6. hIE BOUNDARIES Of hIE CLEARING L1MIT5 SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED AND INSPECTED ANCHOR POSTS
' C � O �
SHWLD T-BAR �
U Tl N TAKIN PLACE. DURING CONSTRUCl10N 7 Nhi R NO FURhi W R I ANTI IPA
BY hiE LOCAL JURISOICTION PRIOR TO ANY CLEARING OR CON57F2 C 0 G . . IN ANY AREA WH�CH HAS BEEN STRIPPFD OF VEGETATION AND E E ER 0 K S C TED FOR
ANCHOR POSTS 8'-C" MAX �P4�'Vr. FENCE POSTS 3 � �'
NO DISTURBANCE BEYOND THE FLAGGED CLEARING UMITS SHALL BE PERMITiED. THE FLAGqNG SHALL BE � � A PERIOD 30 DAYS OR MORE, ALL DISTURBED AREAS MUST BE IMMEDIATELY STABIL1Zm Wlhi MULCHING, GRASS �
MUST BE
MAINTAINED BY hIE OWNER AND/OR CONTRACTOR UNTIL ALL CONSIRUCTION IS APPRO�ED. INSTALLED TO A - - �� � - � - .. PLANTING OR OTHER APPROVID EROSION CONiROi. 7REATMENT APPLICABLE TO THE TIME OF YEAR. GRASS
7. THE ERa510N AND SEDIMENTATION CONTROL FACIUTIES SHOWN ON THIS PLAN ARE TO BE CONSIDERm ADEWATE DEPiH OF NOT ,_�;r._ . _ -_ ���.� � '" SEEDING ALONE WILL BE ACCEPTABLE ONLY DURING 1HE A10NTHS OF APRIL THROUGH SEP7EAIBER, INCLUSIVE.
BASIC REOUIREMENTS FOR THE ANTICIPATED SITE CONDITIONS. DURING CONSTRUCTION, DE�lAT10N5 FROM THIS LESS h1AN 1/3 M - _- - - -- _ = ORANGE MESH SEEDING MAY PROCEED, HOWEVER, WhiENE�ER IT IS IN THE INTEREST OF THE PERMITEE, BUT MUST BE
OF THE TOTAL ��-� - PLASTIC FENGNG AUGMENTID Wlhl MULCHING, NETTING OR OTHER TREA7MENT APPROVED BY hiE CITY OF RENTON, WTSIDE 7HE
PLAN MAY BE NECESSARY IN ORDER TO MAINTAIN WATER OUALITY. - SPEqF1ED iIME PERI00.
HEIGHT OF POST . " _.,
B. ALL EROSION AND SEDIMENTA710N CONTROI MEASURES SHALL BE INSPEC7E0 BY THE CONTRACTOR ON A
FREWENT BASIS AND IMMmIATELY AF7ER EACH RAINFALL, AND MAINTAINED AS NECESSARY TO INSURE THEIR USE 8" WIRE "U� TO 8. FOR ALL EROSION/SEDIMENTATION CONTROL PONDS NHERE THE DEAD STORAGE DEPhI EXCEEDS 6 INCHES. A
CONitNUED FUNCnONING. ALL SEDIMENT MUST BE REMOVED FROM SILT FENCES, STRAW BALES. SEDIh1ENT PONDS, SECURE FENCE 80TTOM FENCE IS REOUIRED WIiH A MINIMUM HEICHT OF THREE (3) FEET. 3:1 SIDE SLOPES. ;
ETC. PRIOR TO THE SEDIMENT REACHING 1/2 ITS MAXIMUM POTENTIAL DEPlH. ;
9. AT NO T1ME SHALL CONCRETE. CONCRETE BYPROOUCTS, VEHICLE RUIDS, PAINT. CHEMICALS, OR OTHER TEMPORARY ORANGE CONSTRUCTION FENCE n 9 SPALLS�SHA�L BEA OCA7IDSATUA POINTS 0 VEHIWL R NGRE S AND EGRE55 TO E CONSTRUCTIONASRTE- ��E�xa'
PqlUlING MATTER BE PERMITTED TO DISCHARGE TO THE TEMPORARY OR PERMANENT DRAINAGE SYSIEM, OR TO `.�. \y
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m
McDonald's Redevelopment Technical Information Report Renton, WA
A endix B �!
pp
Operation and Maintenance Guidelines
PACLAND 50186001 Appendix
McDonald's Redevelopment Technical Information Report Renton, WA
APPh:NDIX A MAINTENANCE REQU[REMEN"fS FOR EL�W CON"CROI,CONVF.YANCE,AND WQ FACILITIES
NO.3-DETENTION TANKS AND VAULTS
Maintenance ���- Defect or Problem CondiUons YVhen Maintenance ia Needed Results Expected When
Component M2int0nance i9 POAormed
Site irash and debris Any irash and debris which exoeed t cubic foot Trash and debris Gea2d hom stte.
- � per 1,000 square feet{this is about equal to the
� amount of trash it would take ta fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Noxious weeds Any noxious or nuisance vegetalion which may � Noxious and nuisance regetatan
� constitule a hazaM to Couniy personnel or the removed according to applicable
. public. regula±iors. No danger of noxious
vegetation whe2 County personnel
� �. � or the puGic might narmally be.
Contaminants and Any eviderce of contaminants or pollution such Materials removetl ar�Aisposed of
pollution as oil,gascline,concrete slurries or paint. xcording to applip6le regufa6ons.
Source control BMPs implemented if
� � �.. appropriate. No contaminants
_ present other Nan a surface oii film.
Grass/groundcover Gress or groundcover exceeds 1 B inches in Grass or groundmver mowed to a
height. height no greater than 6 inches.
, ' Tank or Vault Trash antl debris Any irash and debris acwmulated in vault or lank No trash or debris in vautt.
I ; Storage Area (inGudes floalables and non-fioata6les�.
� � SeCiment Aceumulated sediment depth exceeds 10%oithe All sediment removed from slorage
accumulation diameter of the storage area for%length of area
' storage vault or any�ofnt depth exceeds 15%of
� diameter. Example:72-inch storege tank would
� , require deaning when sediment reaches depth of
� 7 inches for more tl�an X length of tank.
� � Tank 5 Wcture Plugged air venl Any blockage of ihe vent. Tank or vault freely venls.
. Tank bent out of My paA of tankJpipe is bent out of shape more Tank repaued or repiaced to tlesgn.
� ' �, shape than 10%of its design shape-
� � � Gaps between A gap wider than h-inch at the joint of any tank No water or soil entering tank
seclions,aamaged sections or any evidence of soil partiGes e�tenng through joints or walls
joinis or cracks or the tsnk at a joint or ihrougn a wa'I. �,
tears in wall '
Vautt Struclure Damage lo wali, Cracks wider than h-inch,any evidence of soi! Vauit is sealed and siructurally
frame,hottom,andlor entering the strudure through cracks or qualifed sound.
top siab inspection personnel determines that the vautt is
not strudurally sound. �
InIeVOutlet Pipes Setliment Sediment filling 20%or more of the pipe. InleUoutlet pipes dear of sedimeM. i
accumulation ,
� Trash and deDris Trash and debris accumuiated in inleUouqet No Uash or debris in pipes. .
, ���- pipes(includes floatables a�d nornfloatables). �
. Damaged Cracks wider than%-inch at the joint at the No cracks ma2 than Y.-inch wide at : '',
�- inleVoutlet pipes or any evidence of soil eo[ering , [he joint of the inleVoutlet pipe. ���.. 'i
�, � ' , at the joints c!the�nleUoutle;pipes � � ',
PACLAND 50186001 Appendix
McDonald s Redeveiopment Technical information Report Renton, � -
NO.3—DETENTION TANKS AND VAULTS
Maintenance Defect or Problem Conditiona When Maintenance Is Needed Resulta Ezpected rihen
Component Maintenance is Perfortned
Access Manhole CoverBid not in place CoverAid is missirg or only paRialiy in place. Manhole access covered.
Any open manhole raquirea immedlate
maintenance.
Lodcing mechanism Mechanism cannot be opened 6y one Mechanism opens wilh proper tods.
not working maintenance perwn with proper tools.Bolts
cannot be seated. Self-locking covedlid dces not
work.
CoverAid diKCWt to One mamtenance person cannot remove CaveRAd wn be removed and
remove coverAid after applying 80 165 ot fift. reinstalled by one maintenance �
person.
Ladder rungs unsafe Missing rungs,misalignment,rust,or cradcs Ladder meets design standards.
Allows maintenance person sate �
access.
Large access Damaged or difficutt Large access doors or plates cannot be Replace or repair access door so it �
Ooors�plate to open opened/removed using normal equipmenL can opened as designed, � �
Gaps,doesnY cover Large access doors rwt flat andlor eccess Doors Gose flat and covers access
completety opening not wmpletely covered. opening completely. �,
Liftmg Rings missing, Lifling nngs not capable of IAting weigh[af doa LiRing nngs suffideM to lift w ���.
rusted or plate. remove doar w plate. .
; '
I
�
L•'913009 20D9 Surtace W atcr I)w_gn Manua1-Appcn�ix A
A-6
PACLAN D 50186001 Appendix
McDonald's Redevelopment Technical Information Report Renton, WA
�J'1'LNllIS A �LIIP:I E VA\�L i<rc101RESlEnTti k'lJK k�Wb1 �iJA l RiJL.�.'U�l'i l'A`d�E.,\\U�1'��F.l�'L:.C:�!�
NO.4—CONTROL STRUCTURE/FLOW RESTRICTOR
Malntenance Defect or Problem Conditlon When 6Aalntenance Is Needed Results Ezpected When
Component Malntenance Is Perfortned
Strudure Tresh and tlebns Tresh or debns of more than%cubic foot which No Tresh or Oebris blocking or
is located immediatdy in fron[of the structure pote�tially blocking entrance to
opming a is Wocking capacity d the strudure by strudure-
mae than 10°�.
Trash a debns in the structure that exceeds'!; No trash a debris n the structure.
the depth fran the boltom of basin to invert the
. lowest qpe mto a out ofthe basn.
' Deposits of 9artege exceeding 1 cubic taot in No candition present which wauld
vdume. ettract or suppat the Creeding of
insects oi rodents.
Se�iment Sediment exceeds 60%of the depth from the Sump of structure conlains no
bottom d the structuro to the inveR of the lowest sediment.
pipe into or out ofthe strucNre a the bottam of
the FROP-T sedion a is within 6 inches oi the
invert of the Icxuest pipe into or out of the
structure ar the bottom of the FROP-T section.
Demage to hame Carner of irame extends mae than'/,inch past Frame is even with eurb.
encUor top slab wrb face into lhe street(If applicable).
Top sla6 has holes larger than 2 square inches or Tap slab is iree of hdes and cracks
cracks wider than Y,inch.
Frame not siltiny flush on top slab,i.e., Frame is sitting flush on[op sleb.
separatim oi more than'/.incA of the frame fran
the top slab
Crecks in walls or Cracks wider than'/:inch and longer than 3 teet, Slrudure is sealed and strudurally
bottom any evidence of soil particles entenng structure sound.
Ihraugh aacks a maintenance person judges
Ihat structure is unsound.
Cracks wider than%inch end loager than 1 fod No crecks more than�/,inch wide at
at the jdnt of any inleUoutlet pipe or eny evidence [he jan[of inleUoutlet pipe.
of sdi particles enlering struciure thraugh cracks.
SetlkmenV SUueture hes settled more ihan 1 inch a has Basin replaced or repeired to design
misaligiment ratated mo2 than 2 inches out of alignmenL standards.
Oamaged pipe joints Crecks wider than h-inch et the jdnt of the No cracks more than%inch wide at
inlet/mtlet pipes a any evidence ot sdl entenng the jdnt of inleVoutkt pipes.
� the sWdure at the jdnt of the inlet/autlet ppes
Contaminants and My evidence oi contaminants a pdW6on such Materials remwed end disposed oF
pollutiai es oil,gasdfne.concrete slurries w paint according to epplicable regulations
Saurce cantrd BMPs implemented ii
, appropriate. Nocontartwnants
�I present other than a surfece dl fiim.
' Led�r rungs missing Ladder is unsefe due to missing rungs. Ladder meets design stenderds and
or unsete miselignment,rust,crecks,a sharp edges. allows meintenance person safe
access.
�� FROP-T Section Damage 7 section is not securely atteched to structuro T sec[ion securely at[ached to wall
wali and outlet pipe struGuro should wppat at and outlet ppe.
least 1,000 Ihs of up a down pressure
'�... Strudure is nd in upright position(allow up to Strud�re in carect pos�tion.
��� 10%fram plumb).
Cmnections to autlet pipe ere nd wetertight or Connections to outlet pipe ere water
show signs of deteriarated grout. ti�t;strudure repeired or repaced
and waks as designed.
My holes—other than designed hdes--in the Structuro has no holes other than
structure. designed hdes.
�� Cleanout Gate Damaged or missing Geanout ga[e is rrissing Replace cleanout gate.
����(]o Srrf.�c;�l'e'r'ic.�>_n V�misd–�p-�ndic.l L�'�'_���)�'
�_
PACLAND 50186001 Appendix ,
McDonald's Redevelopment Technical Information Report Renton, WA
\!'PE.`:UI\.1 \I:U1l'F:�:\P:�LI�:l1:;i�b1E\7S:LU11'i'i.P:IRCL.�U�:dLI"A\Ck:.AVli�,�'c)F.�CILIIIL-S
NO.4—CONTROL STRUCTUREIFLOW RESTRICTOR
Malntenance Defect or Problem Conditlon Whe�Malntenanca is Needed Results Expectad When
Compaien[ Malntenance Is Pertormed
Cleanaut gate is�ot watertight Gate is waterti�t and works as
designed-
Gate cannd be rtaved up and dam by me Gate mwes up and down eas�ly and
maintenence person. is weterOght.
Cheinhod IeaAng to gate is missmg a dameged. Chain is in plece end works as
designed.
Orifice Plate Demaged or missing Contrd device is not waking properly due to Plate is in place and works as
missing,out of place,a bent aifice plate. designed.
Obstrudions My tresh.debris,sedment,or vegelation Plate is free of aR obstructions and
Wocking the plate. works as designed.
Overtlow Pipe Obstrudfrns My trash or debris blodci�g ia hav��g Ihe Pipe is Tree of all obstrudions and �
pdential d Wocking)the overflo�v pipe waks as designed.
Defortned or dameyed Lip af overflav piDe is bent or defortned. Overllow ppe does no1 allow
lip overllow at en elevetion lawer Man
design
InIeVOutlet Pipe Sed'ment Sedment fllling 2(Pi6 or more of the pipe. INet/outlef qpes clear oT sediment '�
accumulation
Trash and debris Trash and debns accumulated in fnletloutlet No trash a debns in ppes.
ppes(ncludes Iloatahles and nm-1loatables).
Demeged Crecks wider Men X-inch et the]dM of the No credcs more Ihen%inch wiae at
inleUautlet pipes or any evidence of sdl entering the jdnt d Ihe inleVoutlet pipe.
et the jaints otthe inld/outld pipes.
Metel Gretes Unsafe grate apening Grete with opening wider than'/R i�c� Grate openiny meets design
(It Applicable) standards.
Trash and debris Tresh and debris that is blocking more than 2096 Grate hee of tresh and de6ris.
d gate wrface. fodnote to guidelines fw dlsposal
Damaged or missing Grete missing a brdcen membens)d the gate. Grate is in place and meets design
standerds.
Menhde Cover/Lid CwerAid not in place CoverAid is missing ar only partiaily m plece. CoveMid prdects apening to
My open structure requlras urgent structure.
mairtenance
� Lockmg mechanlsm Mechanism cannot be opened by me Mechanism opens with proper tods
Not Working meintenance person with proper tools.Bdts
. cennd be seated. Self-locldng cwerAid dces not
work.
CwerAid d�fficult to One maintenence person cannot remove CoverAid cen be remwed and
Remeve rover4 d aRer apply��y&���_s of'i" , �einsta�led by me rra�n'enz�:e �
_e�>c-
PAC�_AND 501860C1 Apperdi:�
McDonald's Redevelopment Technical Information Report Renton, WA
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NO.5—CATCH BASINS AND MANHOLES
Malntenance Oefect or Problem Canditlon YVhen Mal�enance Is Needed Results Expected VYhen
Camponenl Malntenance Is Performed
Structure Sediment Sediment exceeds 60°.f,of the depth trom the Sump oi catch 6asin contains no
bottan d Me catch basin to the invert of the sediment.
lowest pipe into a out oi the catcA basin or is
wAhin 6 inches of th e mvert of the lowest pipe
into a at o([he eatch basin.
Trash and debris Tresh a debns o/more ihan%cubic foot which No Trash ar tlebris blocking or I
is Icealed immeGately in front of the catch bas�n potentieliy blceking entrance to
apenin9 a is blocking cepac�ry of the catch basin catch bes�n.
by more than 10%.
Tresh w debns in the cetch basin that exceeds No tresh a debris in the cetch basin.
),Ihe depth han the bottom ot besin to invert the I,
lowest pipe into or out of the besin. I
Dead animals or vegetation that could generate No dead animals or vegetallon I
odors thet could ceuse cotnplaints or dangerous present within catch basin. ��
gases(e g.,methane).
Deposds of garbege exceeding 1 cubic foot in No condAian present which would ',
vdume. attract or wpparf the breed�ng of
insecis or rodents. j
Damege to Reme Caner of frame extends more than 3:inch pesl Freme is even with curb. �
endlor top slab curb fece into the street(Ii applicable). '�.
Top slab has holes larger then 2 sQuare ioches a Tap slab is hee oi hdes end crecks. ��
crackswiderthan%inch. �
Frame not sitting Flush on top slab,i.e., Frame is sitting tlush m top siab. �
seperatim of mae than ti inch of the frame from
the top slab
Cracks in walis or Crecks wider ihan'/,inch and ionger than 3 feet, Cetch basin is sealed and
bottan any ewdence of soil perticies entenng catch strudurelry sound.
basin thraugh credcs,or mainlenance person
judges that catch basin is unsound.
Crecks wider lhen%inch and longer then 1 foat No crecks more than'6 inch wide at
et the joint of any inkUouUet pipe or any evidmce [he jant oi inleVoutlet pipe.
of sdl pertides entering catch basin through
crecks
SettlemenV Catch basin has settled moro than t inch w has Basin reD�eced u repaired to design I
misaligiment rotated more than 2 inches out of alignmenL standards.
Damaged pipe jants Gacks wider than Y inch at the jdnt of the No cracks more than%inch wide at
mlet/wtiet pipes or any ehdence oi sdl entenng the jant of inleUoutlet pipes
the catch basin at the�dnt of the fnleUoutlet
qpes.
Conteminents and My evidence af contaminents or polludon such Meteriels remwed end d�sposed oi
pWiutlm es oil.gasdine,conaete slunies or paint. accadinp to epplicebie regulations.
Source contrd BMPs implemented if
appropnete. Nocontaminents
present other then e surfece dl film.
Inlet/Outlet Rpe Sediment Sediment fiUing 20%a more of the pipe. InkUoutlet ppes Wear of setliment.
accumulation '�.
Trash and debris Tresh and debns accumuiated in inleVoutlet No fresh a debns in pipes. '��,
qpes(includes floataWes end non-floatables). ',
Damaged Crecks vnder than%inch et the jant of the No crecks more than Y inch wide at '
, inlelioufet pipes a any evidence o1 sci'�entennq '.he�dnt of!he inlet/outlet pipe. �',
al t�e�arts cf the inlet%o�t�.e!�npes I
—_ �
�D(lu�rrf.,�:11'ars iT.;:ien Vaniliu-�,-�-endic� 1 o.,(ili�� �'��
\ �
PACLAND 50186001 Appendix I
�
McDonald's Redevelopment Technical Information Report Renton, WA
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NO.5—CATCH BASINS AND MANHOLES
Malnten�ce Defect w Problem Condtlon When Malntenance Is Needed ResWts Expected VYhen
Component Malntenance Is Perfortned
Metal Gretes Unsafe grate opening Grate wiM opening widu than'!_inch Grete opening meets design
(Catch 8asins) sfandards_
Trosh and debns Tresh and debris that is blockmg mae than 20% Grote hee af tresh and debns
d gate wrface. todnote to guidellnes tor disposal
Demaged a missing Grete missing a brdcen member(s)of the gate. Grete is in place and meets desig�
My open structure requlres urge�f stendards.
m�ntenance.
Manhde CovedLid CwaAid not in place CoverAfd is missing a only partially in pace CwerAid prUects opening lo
My open structure requires urgent sfructure.
maintenance.
Locking mechanism Mechanism cannat be opened by one Mechanism opens•xith proper too s
Nd Workiog maintenence person wRh proper tods.Bdts
cannd be seated SNf-locking cwerAid dces not
work.
CoverAid difficult to One maintenance person cannot remove CwerAid can be removed antl
Remove coverAid alterapplying 801bs.dlNt. reinstalled by me maintenance
persm.
�
1�'q'3009 '-:iti�S�vEic�1l;;ter Cea,�ri A1,,nu.il-?,prkn�li�.1
A-'"'
PACLAN D 50186001 Appendix
McDonald's Redevelopment Technical Information Report Renton, WA
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NO.6—CONVEYANCE PIPES AND DITCHES
I Malntenance Defect or Probiem Conditlons When Malntenance Is Needed Results Expectad When
Component Malntenance Is Pertormed
Pipes Sediment&debns Accumulated sediment a debns that exceeds Water 11aa�s freely through pipes.
_ accumulation ZO%of the diameter of the pipe.
Vegetationhoots Vegetationhods fhat reduce free mwement of Water 9ows freely through pipes.
water through pipes.
Conteminents and My evidence of contaminents a poilution such Matenals remwed and disposed of
poliu6on es oil,gasdine.concrete slurties or peint- according to applicable regWations.
I Source contrd BMPs implemented if
appropnate. No conteminents
I present ofher than a surface dl film.
Damage to protective Protedive coating is damaged;rust a corrosion Pipe repaired a replaced.
coeting a carosion is weakening the strudural integnty of any part�
pPe.
,, Damaged My dent Ihat decreases the cross seCion area of Pipe repaired a replaced.
,.. �� qpe by mae than 20%a is determined to heve
x�eakened siructurel integnty of the pipe.
� Ditches Trash end debris Trash and debris exceeds 1 cubic foot per 1,�0 Tresh and debris deared fran
� � square feet of ditch and slapes. ditches.
' . Sediment Accumulated sediment that exceeds 20°.6 of the Ditch Geanedmushed oi all sediment
accumuiaBon design depth- end debris so that it matches design.
Nmcious weeds Any noxious or nuisance vegetation which may No�rious and�uisance vegetation
j--�, constitute a hazard to Counry persmnel or the removed according to applicable
� puWic. regulatims. No danger of noxious
I . vegetadon where Counry personnel
' --� a the public mi¢�t namaly be.
Contaminants and My evidence oi contaminants w polutioo such Ma[eriais removed and 6sposed of
� � polluGon as oil,gasdine,conerete slurries or paint. accading to applicaWe regulations.
� Source contrd BMPs implemented if
appropnate. No conlaminants
present other[han a surface dl film
Vegetation Vegetation that rer�ces tree movement otweter Weter flows freely thraugh c�tches.
through ditches. !�
Erosion damage to My erosion observed on a ditch slope. Slopes are nd eroding.
slopes
Rcek lining out of One layer a less d rocic exists abwe native sal Replace rocks to design stendards.
place or miss�ng pf area 5 square feet a more.any exposed native
Applicablel sdl. �
�pi}u<�;rt:,ce'�A`�ater�e>ien li�,niui!—P,^^encii�.1 I�9��00��
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PACLAND 50186001 Appendix
McDonald's Redevelopment Technical Information Report Renton, WA
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NO.7—DEBRIS BARRIERS(E.G.,TRASH RACKS) '
Maintenance I Defect or Problem CondlUon When Maln[enance fs Needed Results Expected When ',
Component MalMenance Is Perfortned. '
SRe Trash and debns Trash a debns plug�ng more than 20%of tne Bamer dear to receive capaciry flov: ��'��.....
area ofthe barrier. �
Sedment Sediment accumulation ofi greater than 20°h d Barner clear to recefve capacity flw: !
eccumulation lhe area ofthe bamer
Strudure Credced broken a SUucture which bars attached to is dameged- Slructure bartier attached to is
loose pipe is loose or crecked or cancrete sirudure is sound
crecked,brdcen oiloose. '
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 piace with no bends more '.
bars than%mch. �
Bars are rrpssng or entire barrier missing. Bars in place accading to design. �
, Bars are'�oose and rust is cau>��g 50% ReDair or replace barrier to Ce>ign
.. .. .- . :... . , -,.•1 c __ . . :-_c ...
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PACLAND 50186001 Appendix
McDonald's Redevelopment Technical Information Report Renton, WA
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NO.8—ENERGY DISSIPATERS
Mairrtenance Oefect or Problem Condltlons YVhen Maintenance Is Needad ResWts Expected When
Componerrt MalMenance Is Periormed.
Site Tresli and debris Trash andJor debris accumulatim. Dissipater dear of tresh andla
debris-
Contaminants and My evidence of contaminants a pollution such Malenais remwed and d�sposed ot
pollution as dl,gasdine,concrete slurries or paint. eccardin9 to eppliceble reguletions.
Source cantrd BMPs implemented if
appropnate. No contartrnents
present afher then a surfece dl fiim.
Rock Ped tvissing or mwed Only one layer of rock exists above nelive sal in Rcek pad Drevents erosion
Rock area five square feet or lerger a any expowre of
netive soii.
Dispersion Tronch Pipe plugged with Accumulated sediment that exceeds 20%of the Pipe cleanedMushed so that it
sediment design depth. matches design.
�. Not dscharging weter Viwal evidence of water discharging at Water discharges irom feaW re by
. ��. prcpedy cmceotrated pdnts along Irench(namal sheet fioav.
cmdition is a`sheet flav"of water almg trench).
PeriaaUons plugged. Over 1!4 of pertaetians in pipe are plu99ed with Pertoratians Beely discharpe tlow.
debris or sedfinent.
Water flows out top ot Water flows out W distributor catch basin during No flar ascherges fran distributor
"distributor'celch eny storm less than the design stortn. catch basin
basin-
Receiving area over- Water in receiving area is causing or has No denger d landslides.
�, saturated polential of causing landslide problems.
�. Gabims Damaged mesh Mesh of gabion brdcen,twisted a defamed so Mesh is intad,no rock missing.
structure is weakened or rock may fall out.
Corrosion Gebian rrksh shows corrosion through more than Ail gabian mesh capeble of
Y.d its gage. cmtaining rock and rcteining
designedform.
Cdlapsed a Gabion basket shape deformed due to any All gabion baskets intad.shudure
defamed baskets cause stands as designed.
Mssing rock Any rodc missing that cauld cause ga6im lo No rodc missing.
loose strudural integrity.
Menhde/Chamber Wom a dameged Structure dissipeting flow deteriwates to%or Structure is in no danger of failing. I
post.baftles a side of aiginal size or any cmcentrated wom spat
c�amber excee�ting one square foot wtiich would make
structure unsound
Damage to wall, Crocks wider tBan%inch or eny evidence o1 soil Manhdekhember is ueled and
entering the sUudure lhrough cracks,a
freme,bottan,end/or structurally sound.
top slab maintenence inspeetion personnel determmes
thet the sWcture is not sVudurelly sound.
Demaged pfpe pints Cracks wider than i inch at the jdnt of the No sal a water enters and no weter
inlet/outiet pipes or any evidence of sal entering �scharges et the jant oT inleVoutlet
the strudure at the jant oF the inletloutlet ppes. P�Pes
�009�urf,�c:AVat_�r Ikaen\1�nua!—°.^pm�dis� I�9�^C�0'� �
\ I�
PACLAN D 50186001 Append ix
McDonald's Redevelopment Technical Information Report Renton, WA
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NO.9—FENCING
Malnten�ce Defect a Problem Conditlons VNian Malntenance Is Naeded Results ExpeMsd When
Componant MalMe�anee Is Performed
Site Eroslon or hdes Erosion a hdes mae than 4 inches high and 12- No access under Me fence
under ience 18 mches wide permitting access ttvough an
opening under a tence.
WooC Posls.Baerds A�issiny a damaged Missing a Drdcen baerds,post ari d plumb by No geps m fence due to missing a
and Cross Members parts more than 6 inches a cross members broken brdcen boards post plumb to wilhin
175 inches,aoss members swnd.
Weakened by rotting My pert stiowmp strudurel deteriaretlm due to All perts ot fenx are structurelry
a insects rotting a insed tlamape sand.
Damaped or feiled Cmcrde a metal attachments detenaeted a Post foundetion cepede of
posl toundalion unable to wppat posts. suppating posts even in strang
wind.
Metal Posts.Rails Damaged parts Post out of plumb rtare[han 6 inches. Post plumb to within 1'/:inches.
and Fabric
Top ralls bent mae than 6 inches. Top red hee oT bends geater then
1 nch.
My part of fence lindudny post.top reils,end Fence is eliyned end meets desi�
fabnc)more than 1 foat out of desigi alignment standards.
Missing or loou tension wiro Tension wire in place and hdding
fabnc.
Deleriorated paint or PaA a parts thet have a rusimg a scaling Strudurally adequate posls a parts
prdecUve eoeting cmdOm thet hes efkded strudurel adequaq. wifh a uniform prdective coeting.
� , .enings in`3b�ic Openmgs io'abnc are sr_h the!ar&m:h Fab��c mes�operirgs w�thin S."�,ef
�ar^=t^r t a.i:c�7"tra;g^ g��s��za
I
I;J�2009 'D0��iui�ce Water Design�t�ni�al-.�rxndix�
A-l4
PACLAND 50186001 Appendix
McDonald's Redevelopment Technical Information Report Renton, WA
.1PYENDIS�1 �(�.1".fE�:�N�EREQC_Y�hIEK�I�tiFUKFLU�'r�(�I�I�Ri�L,iUt�lhYA`d�E,�\llW't1({Cl��l�i�-ti
NO.10—GATESlBOLLARDS/ACCESS BARRIERS
Malntanance Defect or Problem Condidons 4Yhen Maintenance Is Naeded Results Expected VYhen
ComponeM Maintenance Is Partormed
Chain Link Fencing Oamaged or missing Missing gale Gates in place.
Gate members
� Brdcen or missing hinges such that gate cannot Hinges intact and lubed.Gate is
be easily opened and closed by a maintenance working ireely.
persan.
' Gete is out of plumb mare than 6 inches end Gete is eligned and vertical.
more then 1 faot aut of design elignment.
Missing stretcher bar,stretcher bands,and ties. Stre[cher bar,bends and ties in
place
Locking mechanism Locldng device missing.no-Nnctirning or does Lodcing mechanism p!events
does nd lock gate not link to al parts. opening of gate.
Openings in fabnc Openings in fabric are such that an 8-inch Fe6ric mesh openings witbin 50°h ci
diameter bell could fit through. grid s�ze.
Bar Gate Damaged or missing Cross bar does not swing open a closed.is Cross bar s.oings tuity open and
cross bar mis�ng or is hent to where it dces not prevent dosed and prevents vehicle access.
vehicle access.
Lodcing mechanism Locking device missing,no-fundioning w does Locking mechanism prevents
' does not lock gate not link to all parts- opening of gate.
SUpport post Suppat post does nW hdd cross bar up. Cross bar hHd up preventing vehicle
damaged access into facility.
Bdlerds Damaged or missing Bdlard brdcen.missin9,does od fit into support No access fa motaized vehicles to
hole or hinge broken ar missing. get into fecility. '
Does not lock Locking assemMy or lock missing or cannd be No access for motorized vehides to
attached to lock bdlard i�place. get into facility.
'. Boulders Dislodged Boulders nd located to prevent motonzed vehicle No access for motorized vehides to
access. get into facility.
Circumvented Motorizetl vehides gdng araund or betHeen No access fa motaized vehides to
boulders. get into facility. ��.
'_(IC��,lri�ni:�";�t�r I),.:�,�n AI:,n;4il .�[���=n�!iz i �:���'t;(���
�_I�
PACLAN D 50186001 Appendix
McDonald's Redevelopment Technical Information Report Renton, WA
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NO. 11—GROUNDS(LANDSCAPING)
Maintenance Defect or Problem Condftlons When Wlalntenance Is Needed Results ExpeMed When
ComponeM Malntenance Is Pertormed
SRe Trash or litter Any trash and debns whi�exceed 1 cu6ic foot Tresh and debris deared from site.
per 1.000 square feet{this is about equal tothe
amount af trash it would take to fll up one
standard size ofhce garbage canl. In gereral,
there should be no visual evidence of dumqng.
Nosious weeds My noxious a nuisance vegetafion which may No�cious and nuisance vegetation
constitute a hazard to Counry personnei a the rertwved accading to apD��ceble
puWic. regulations. No danger of noxious
vegetation where County personnei
or the public might namally 6e.
Conteminants and Any evidence oT contaminants or pollu6on wch Materiels removed and disposed of
�Ilutlon es al,gasdine,conaete slurries or paint. accading to applicaWe reguiations.
Saurce contrd BMPs implemented if
appropnate. No contaminants
present other than a surface dl fiim.
Gresslgroundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a
heght. height no greater than 6 inches.
Trees and Shrubs Hezard My tree w limb of e tree identified as having e No hazard trees in faGldy.
potential to tall and cause property damage or
threaten human life. A hazard tree idenlified by
a qualffled arborist must be removed as soon
as poss161e.
Damaged Limbs or parts of trees or shrubs that are splA cr Trees and shrubs with less than 5°h
brdcen which afled more than 25°h of Me tdal of totai fdiage with split or broken
fdiage of the hee or shrub. limbs.
Trees a shrubs that have been blovm down or No blown down vegetetion or
knocked aver. knocked wer vegetatian. Trees a
shrubs free of injury.
Trees a shrubs which are nd edequetely Tree ar shrub in place flnd
suppated or ere leaning over.causing expowre adequatety suppated;dead or
of the roots. diseased trees 2moved.
f
1;9r200u 2069 Stfffaee G1'atar De;i�n'�Sarn.al—�ppencGt 3
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PACLAN D 50186001 Appendix
McDonald's Redevelopment Technical Information Report Renton, WA
�r;'I[NDIX A MAI\TEK:1NCh:RIiQGfRtifYtP.N'I S POH FLOW'CONI'ROL,CONVEYANCI:,AND WQ FACII.I�l1�.S
NO.17—WENAULT I',
�. Maintenance Dehct or Problem � Condition Whan Maintsnance is Neaded Resutta Expected When �
'. Component Malntenance la Parfortned �,
i Site Trash and tlebns Trash and tleEns accumulateE an faality site. Trash and debris removed from I
facility site. ��.
I. Treatment Area Tresh and debds Any trash and debris accumulated in vaWt No trash or debds in vaull �,
� ��, (incluQes floatables and nan-floatables). ���,
'�, SedimeM SedimeM accumWation in vault boriom exceeds No sediment in vau1L I
'', aCCumulation thE CCpth oT thE sEdimEnt zon0 p1u5 6 inGh85. '��.
I��i Cwdaminants and Any evidence ot wntaminanls or pollWion sudi Materials removed and disposed of I
�I pollution as oil,gasoline,concrele slurties or paint. eccording to applipble regulaUons.
Source control BMPs implememsd if
appropriate No wntaminanls
�� present other t�an a surface oil film.
.�Vaufl Structure Damage to wall, Cracks wider than i5-inch,any evidence of soil Vault is sealed and struMurally
�. frame,bodom.and/or ertering Ihe shuctue through cracks,vault does sound-
� [op slab not retain water or qualified inspedion personnel
determines Uiiat the vaufl is not strucluraYy
sound,
Bafltes damaged BaHles corroding,aadcing,warying andlar Repair or replace Oaffles or wa85 to
snowing sigru of failure or baffle cannot be specifip6ons.
removed.
1 Ventilation Ventilation area blockeA or pluggea. No reduGion of ventilation area
{ BXiStS
t
• � IrieUOutlet Pipe Sedimenl Sediment filling 20%or more of the pipe InleVoullet pipes dear of sediment.
accumulafan
� Trash and debris Trash and debris accumulated in inleVoutlet No trash or debns n pipes. �....
, pipes(inGudes 8oataWes and non-floatables).
�I Damaged Crecks wider Ihan'/:inch at lhe joint of the No cracks more lhan'/.-inch wide at �
� inleUoutlet pipes or any evidence of sail errtering ihe joint of the inleUoutlet pipe.
I� .
at the joints ot t�e inleUoutlet pipes.
�'�.. Gravity Drain lnoperable valve Vahre will not open and Gose. Valve opens and closes normally.
�� VaNe won't seal Valve does nol seal completety. Valve completely seals Gosed.
''���, Access Manhole Access coverllid Access coverAid camot be easily apened by one Access coverAid can be opened by
�� damaged or diffiaR to person. Corrosfonldetormafion of c:orerllid. one person.
+ open
, Locking mechanlsm Mechanism cannat be opened by one Mechanism opens wfth proper tools.
, not working maintenance person with proper tools Bolls
cannot be seated. Self-locking coverltid does not
work.
Cover+lid diffiwlt to One maiMenance person cannot remove Coverl6tl wn be remaved and
remove coverflid aRer applying 80 Ibs of IiH. reinstalled by one maintenance
person.
��, Access doorslplate Large access doors not flat andfor access Doors close Nat and covers access
��.� has gaps,doesnY opening not wmpletely covered. opening completely.
' cover completely
Lifting Rings missing, Lifting rings not capaMe of litting weight of tloor Lifting nngs sutficient to iift ar
rusted or plate. remove door or plate.
Ladder rungs unsafe Missing rungs.misalignment,rust,or cracks. Ladder mee�s design slandards.
Ailaws maintenance person sak
access
s�'09 Scriace 14'fl:er Uesign�1anual-Appendix A 1 9%_p�:�?
A-23
PACLAN D 50186001 Appendix
McDonald's Redevelopment Technical Information Report Renton, WA
APPENDI3CA MAIN�ANL'EREQUIkEL�NTSFLOV7CONTROL,CdNVESfANCE,AND WQFACII.IITES '
N0.21 -STORMFILTER(CARTRIDGE TYPE)
pairterance Defeet or Prodem Conddim Nhen Mairterence is Needed Res�lts Expected When �
Compmert Mairrtenana is Perfortned
S�e Tiash and debris Fnytrash or dcbris w hich irtpairs fie tunction of Trash and debris remoued fiom
the 4ciliq. fadlRy. ,
CoMarrina�res and Pny eiidence of contarrinarYs or polluoon such hAalerials remoud and disposed of '
pdkioon as oils,gasokne,anmete skirties orpairrt. according m applcable regulations. '
Source oontol BMPs irtplemerted if
appropriate. No oartartrnaMs
preseM otier lhan a airFd�ie oi fim. ' ,
Li4 cycle Sfsoem has no2 been inspeQed br three yeas. Fadlity is re•inspe�ed and anr '
needed rtairnenance performed.
1/�h TreatrneM Sedimerrt on vauh Greaoer than 2 inches of sedirneM. �+buk is tree of sedinerx.
F�ea toor
Sediment on top of Greaoer rian X inch of se�rierK. Vauk is free of sedmerx.
cartridges
Mdtiple sam lines Thick ar mul�ple scvn lines abo�re top of Cause of pluggng corrected,
above top of cartridges. Prob�ly due b plugped canisDers or c�ers replaaed if necessary.
cartridges underdr�manifold.
Vault Studure O�mage to wall, Qacks a iderthai'l:inch and anyeuidence of titauh replaced or repaired b design
Frame,Botbm,and,br soil parodes erroaringthe stucture throughthe spedhrations.
Top SI� aacks,or qualified inspec6on peroonnd
deDertnines the�auh is na strudurallysound.
Ba11es�rnageC BafAes aorroding,aackng uarping,and.br Repair or replace bafles to �
showing si�s af faihre as detemined by specificatan.
rrairxenarroeAnspeaion person. •
F�ter Meda Sdnding m aoer in 9 inches or greater of staic u aer in�he iauh tor No smnding waeer in vault 24hours
�ault rrare than 24hours bllowing a rain eveM and/or afeer a rain e�,eM.
ourAoe�occurs hequernly. Probably due w
plugged idler rtred'ia,underdrain oroutlet pipe.
Short drouiting Flow s do not properly eroer fleer�rtridges. Flous go through fdoer media.
lhderdrains and SedimeMldebris lhderdrains or clean•oues partiaflyplugged or Underdrains and dean-o�ts fee of
Oean-Outs flled w[h sedimerrt andbr debris. sediment and debris.
h1etlCluld Pipe SedimeM Sedirrent itling 20 x or more of�he pipe. InleUoutlet pipes ckar of sedimeM.
accurrulaion
Trash and debris Trash and debris xcumulaeed in inletJoutlet No trasfi or debris in pipes. .
pipes(ndudes 11oabWes and non-1loabblQs).
Rxnaged Qacl¢a id�rthon 14inch at the joiM offiQ No cracks mor�e than'f.-indi aidQ at
inletlaulet qpes or aiy evidence af soi ertering the joiM ofthe inlet/oulet pipe.
at the joirrts ofthe irdet/ourd pipes.
Hecess Marhde CoverAiG not in place CoverAid is missing oroMypare�y in place. I.Wnhole access caured.
Any open manhole requ res i mmed 3e
mairRerence.
Lacking mechanism Mechanisn cannot be openeG byone Mechanism opens wnh propertools.
nat worling rreiMenance person uilh propertools.Bolls
cannu be seated. Sel�lxl�g cover/id does nat
woAc.
Coa�erAid 6ticult b O�e mainEenance person camot rerrove CouerlGd can be remoud and
rprnow ooverAid atera�.+piynp 801bs oflit. reinsGBed byaw moiMenance
person.
l�dder nmgs unsafia Mi€sing rungs,misalignrt�nt,ru�,or cncks. Ladder meets design s�ndaMs.
plows rtaiMerence person safe
access.
La�e access �naged ordifkwh Large access daasor plaes cannat be Replace orrcpairacass doorso R
doorslplaot to open openedRemoved using normal equipmeM. can apened as EesignQd.
1/9r2009 ]D09 9iafue Wata Desigi3dtrauul—AppendixA
' A•30
PACLAN D 50186001 Appendix
i
McDonald's Redevelopment Technical Information Report Renton, WA
APPENDI}CA LdAINTEHANCEREQUIRF��ITSFORFLOV7CONTROL,CONVEYANCE,AND WQ FACII.IITES
N0.21 -STORMFILTER(CARTRIDGE TYPE)
� Mairt?rence Defect or Prodem Cordition V�hen Mairterence is Needed Resuts Expected Vvhen
Componert Mainterance is Performed
Gaps,due�'[cover Large access doors not flat andbr access Doors dose flat ard wver a�cess
uompleDely openingnotcortpleLelycouered. openingcompleLely.
Liting Rings missing, Liting rings not capable of liting w egM of door Li1Gng rings suffcieM to li4 or
rused orplate remove doororplate.
I
7009 S�au WsurDesignAd�rual—AppendixA 1/9f1009
A•31
�
PACLAND 50186001 Appendix
A�:'� 1�UTCA�J'-
������� � `�A
S't'�RMWATER
SOLUTI�NS
� StormFilter Inspection and
Maintenance Procedures
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5tormFilter
Maintenance Guidelines In addition to these two activities, it is important to check
The rima the condition of the StormFilter unit after major storms for
p ry�purpose of the Stormwater Management potential damage caused by high flows and for high sediment
StormFilter is to filter out and prevent pollutants from entering accumulation that may be caused by localized erosion in the
our waterways. Like any effective filtration system, periodically drainage area. It may be necessary to adjust the inspection/
these pollutants must be removed to restore the StormFilter to its maintenance schedule depending on the actual operating
full efficiency and effediveness. �
conditions encountered by the system. In general, inspedion
Maintenance requirements and frequency are dependent on the activities can be conducted at any time, and maintenance should
pollutant load charaderistics of each site. Maintenance activities occur, if warranted, in late summer to early fall when flows into
may be required in the event of a chemical spill or due to the system are not likely to be present.
excessive sediment loading from site erosion or extreme storms. It
is a good practice to inspect the system after major storm events. Md111te11dllCe Ft'eC,lJe11C�/ �_
The primary fador controlling timing of maintenance of the
Maintenance Procedures StormFilter is sediment loading.
Although there are likely many effective maintenance
options, we believe the following procedure is efficient and A properly functioning system ��v�ll remove solids from ���vater by �
can be implemented using common equipment and existing trapping particulates in the porous structure of the filter med�a
inside the cartridges. The flow through the system will naturally
maintenance protocols. A two step procedure is recommended decrease as more and more particulates are trapped. Eventually
as follows:
the flow through the cartridges will be low enough to require
1. InSpeCtion replacement. It may be possible to extend the usable span of the
Inspection of the vault interior to determine the need for cartridges by removing sediment from upstream trapping devices
maintenance. on a routine as-needed basis in order to prevent material from
2. Maintenance bein :
syste
Cartridge replacement
Sediment removal StormFilter units located in areas w �
ith erosion or active
Inspeetion and Maintenanee Timing construdion may need to be inspected and maintained mor
At least one scheduled inspedion should take place per year with often than those with fully stabilized surface conditions.
maintenance following as warranted. The maintenance frequency may be adjusted as additional
First, an inspedion should be done before the winter season. monitoring information becomes available during the inspection
During the inspection the need for maintenance should be p�ogram. Areas that develop known problems should be
determined and, if disposal during maintenance will be required,
inspected more frequently than areas that demonstrate no �
samples of the accumulated sediments and media should be problems, particularly after major storms. Ultimately, inspection
obtained. and maintenance activities should be scheduled based on the
historic records and characteristics of an individual StormFilter
Second, if warranted, a maintenance(replacement of the filter system or site. It is recommended that the site owner develop
cartridges and removal of accumulated sediments)should be a database to properly manage StormFilter inspedion and
performed during periods of dry weather. maintenance programs. ��
Prior to the development of the maintenance database, the
following maintenance frequencies should be followed:
Inspection
• One time per year
"r'�' After major storms
�' `�
;� Maintenance '
As needed, based on results of inspection (The average �
` maintenance lifecyde is approximately t-3 years)
� - Per Regulatory requirement '
� , ,,- y �' In the event of a chemical spill
-� `-,.,�.r.+�"
' e..-=�i • Frequencies should be updated as required. The recommended �
'- initial frequency for inspection is one time per year. StormFilter
_��-�' .t.� � . - ' � I ~ units should be inspeded after major storms.
�`�� z� - ^'`'`'� - ` � I
�'*r '" �'._ �_ ,
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Sediment removal and cartridge replacement on an as needed 7. Remove safety equipment.
basis is recommended unless site conditions warrant. 8. If appropriate, make notes about the local drainage area
Once an understanding of site characteristics has been relative to ongoing construction, erosion problems, or high
established, maintenance may not be needed for one to three loading of other materials to the system.
years, but inspedion is warranted and recommended annually. 9. Discuss conditions that suggest maintenance and make
� decision as to weather or not maintenance is needed.
Inspection Procedures Maintenance Decision Tree
The primary goal of an inspection is to assess the condition of The need for maintenance is typically based on results of the
the cartridges relative to the level of visual sediment loading as inspection. The following Maintenance Decision Tree should be used as
it relates to decreased treatment capacity. It may be desirable to a general guide. (Other factors,such as Regulatory Requirements, may
conduct this inspection during a storm to observe the relative need to be considered)
flow through the filter cartridges. If the submerged cartridges ,.z —.�.�,�
are severely plugged,then typically large amounts of sediments ���� .
will be present and very little flow will be discharged from the '' • �
drainage pipes. If this is the case,then maintenance is warranted ; � ._t;�. �
and the cartridges need to be replaced. 4�' '� . � '
Warning: In the case of a spill, the worker should abort
� inspedion adivities until the proper guidance is obtained.
� Notify the local hazard control agency and CONTECH
Stormwater Solutions immediately.
, �1 • �
To conduct an inspection: + ''- '' � '
.,��,� ,�� �,,..�' �
Important: Inspection should be performed by a person who :"~ ,� . '•'_' �
is familiar with the operation and configuration of the � _ � . �. `'"'�- � �
StormFilter treatment unit. -
1. If applicable, set up safety equipment to protect and notify
surrounding vehicle and pedestrian traffic.
2.Visually inspect the external condition of the unit and take 1. Sediment loading on the vault floor.
notes concerning defects✓problems. a. If >4" of accumulated sediment, maintenance is
-- required.
�� • �. Sediment loading on top of the cartridge.
+ � a If >t/4"of accumulation, maintenance is required.
; ` 3 Submerged cartridges.
a I� >4" of static water in the cartridge bay for more
" that 24 hours after end of rain event, maintenance is
t ' 's. � "�, ' required.
.�:��_
�-��,�.� ��i 1 �'"� "k a`a �
�� -�,�y = Plugged media.
�pore space between media granules is absent,
•f — _��� .,�-"` �aintenance is required.
��({''�� �ondition.
..r�'' -" • � _�
R t'�1.�"-.4�� '_' �. .._ �,�
z,�vE;,� ,Y a. If inspedion is conduded during an average rain fall I
�f;�•+ ` � event and StormFilter remains in bypass condition
�-�',�"`,�����;;t���. (water over the intemal outlet baffle wall or submerged
� �� rj•� +':, �'`'•�1'. . ,� cartridges), maintenance is required.
�-T � ..c�r ..,,a:,.i :t
3. Open the access portals to the vault and allow the system vent. 6. Hazardous material release.
4.Without entering the vault, visually insped the inside of the a. If hazardous material release(automotive fluids or other)
unit, and note accumulations of liquids and solids. is reported, maintenance is required.
S. Be sure to record the level of sediment build-up on the floor of 7, Pronounced scum line. '�
the vault, in the forebay, and on top of the cartridges. If flow a. If pronounced scum line(say >_ 1/4" thick) is present
is occurring, note the flow of water per drainage pipe. Record above top cap, maintenance is required.
all observations. Digital pictures are valuable for historical
documentation. 8.Calendar Lifecycle.
6. Close and fasten the access portals. a. If system has not been maintained for 3 years
maintenance is required.
� 3
Assumptions
• No rainfall for 24 hours or more
• No upstream detention (at least not draining into StormFilter)
• Structure is online
• Outlet pipe is dear of obstruction ' �y �""
• Construdion bypass is piugged � �x� ,
Maintenance � �� . r �` '�
Depending on the configuration of the particular system, � ! �
maintenance personnel will be required to enter the vault to �'-F'��� �
perform the maintenance. �
Important: If vault entry is required, OSHA rules for confined _ .
space entry must be followed. � �
Filter cartridge replacement should occur during dry weather. ' . � ' + "�
It may be necessary to plug the filter inlet pipe if base flows is l���;�
occurring. �' • �`�+''h�� • � ,
Replacement cartridges can be delivered to the site or customers „_,.+ �
facility. Information conceming how to obtain the replacement '�', ` . � �
cartridges is available from CONTECH Stormwater Solutions. ! • � i�_"'"'
,` �
Warning: In the case of a spill, the maintenance personnel r ""'r`�'� ; ��
should abort maintenance activities until the proper
guidance is obtained. Notify the local hazard control
agency and CONTECH Stormwater Solutions immediately. �
To condud cartridge replacement and sediment removal , �,
maintenance: Important: iVote tnat caRr�ages conta�n�ng ieaf inedia (CSFj do
1. If applicable, set up safety equipment to protect maintenance not require unscrewing from their connectors.Take care
personnel and pedestrians from site hazards. not to damage the manifold connectors. This connector
2.Visually inspect the external condition of the unit and take should remain installed in the manifold and could be
notes concerning defects/problems. capped during the maintenance activity to prevent
sediments from entering the underdrain manifold.
3.Open the doors(access portals)to the vault and allow the
system to vent. B. Remove the used cartridges(up to 250 Ibs. each', =ro", t'r,�-
4.Without entering the vault, give the inside of the unit, vault.
induding components, a general condition inspedion. Important: Care must be used to avoid damaging t-��
5. Make notes about the external and internal condition of cartridges during removal and installation. The cost of
the vault. Give particular attention to recording the level of repairing components damaged during maintenance
sediment build-up on the floor of the vault, in the forebay, will be the responsibility of the owner unless CONTECH
and on top of the internal components. Stormwater Solutions performs the maintenance acti�::t'•e�
6. Using appropriate equipment offload the replacement and damage is not related to discharges to the systen,
cartridges(up to 150 Ibs. each)and set aside. C Set the used cartridge aside or load onto the hauli :,�
7. Remove used cartridges from the vault using one of the truck.
following methods:
D. Continue steps a through c until all cartridges have been
Method 1: removed.
A. This activity will require that maintenance personnel enter - -
the vault to remove the cartridges from the under drain Method 2:
manifold and place them under the vault opening for A. Enter the vault using appropriate confined sp;�
lifting (removal). Unscrew(counterclockwise rotations) protocols.
each filter cartridge from the underdrain connector.
Roll the loose cartridge, on edge, to a convenient spot B• Unscrew the cartridge caE
beneath the vault access. C. Remove the cartridge hoc
Using appropriate hoisting equipment, attach a cable D. At location under structure access,tip the cartridge o
from the boom, crane, or tripod to the loose cartridge. side.
Contact CONTECH Stormwater Solutions for suggested
attachment devices.
a
� Important: Note that cartridges containing media other than 11. Close and fasten the door.
the leaf inedia require unscrewing from their threaded 12. Remove safety equipment. ,
connectors.Take care not to damage the manifold 13. Finally, dispose of the accumulated materials in accordance
connectors. This connector should remain installed in the with applicable regulations. Make arrangements to return the
manifold and capped if necessary. used em cartridges to CONTECH Stormwater Solutions.
! D. Empty the cartridge onto the vault floor. Reassemble the
` empry cartridge.
E. Set the empty, used cartridge aside or load onto the � �`� ' � �� ' �� ,
hauling truck. � � ��� '
F. Continue steps a through e until all cartridges have been
-��r
removed.
r
, �
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�� � �, �
.;AAM� - *
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. �
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s
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8. Remove accumulated sediment from the floor of the
vault and from the forebay. This can most effectively be _
accomplished by use of a vacuum truck. ,,, , _
9. Once the sediments are removed, assess the condition of the •._��
vault and the condition of the connedors.The connedors - '
are short sedions of 2-inch schedule 40 PVC, or threaded
schedule 80 PVC that should protrude about 1"above the ., �
floor of the vault. Lightly wash down the vault interior. �'-`�•-'�
a. If desired, apply a light coating of FDA approved
silicon lube to the outside of the exposed portion of
� the connectors. This ensures a watertight connedion
between the cartridge and the drainage pipe.
b. Replace any damaged connectors.
10. Using the vacuum truck boom, crane, or tripod, lower and
install the new cartridges. Once again, take care not to
damage connedions.
5
Related Maintenance Activities - Material Disposal �
PerFormed on an as-needed basis The accumulated sediment found in stormwater treatment
StormFilter units are often just one of many structures in a more and conveyance systems must be handled and disposed of in
comprehensive stormwater drainage and treatment system. accordance with regulatory protocols. It is possible for sediments
to contain measurable concentrations of heavy metals and
In order for maintenance of the StormFilter to be successful, it organic chemicals(such as pesticides and petroleum products).
is imperative that all other components be properly maintained. Areas with the greatest potential for high pollutant loading
The maintenance/repair of upstream facilities should be carried include industrial areas and heavily traveled roads.
out prior to StormFilter maintenance activities.
Sediments and water must be disposed of in accordance�roith
In addition to considering upstream facilities, it is also important all applicable waste disposal regulations.When scheduling
to correct any problems identified in the drainage area. Drainage maintenance, consideration must be made for the disposal of
area concerns may include: erosion problems, heavy oil loading, solid and liquid wastes. This typically requires coordination�vith
and discharges of inappropriate materials. a local landfill for solid waste disposal. For liquid waste disposal
a number of options are available including a municipal vacuum
truck decant facility, local waste water treatment plant or on-site
tr�arm�nt and discharry�.
� I'
�RECYCIED
PAPER
�i',i�
STOI�M4t4TER
ow�cws
800.925.5240
contechstormwater.com
Support
• Drawings and specifications are available at contechstormwater.com.
• Site-specific design support is available from our engineers. '
�02007 CONTECH Stormwater Solutions
CONTECH Construction Products Inc. provides site solutions for the civil engineering industry. CONTECH's portFolio includes
bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other CONTECH division
offerings,visit contech-cpi.com or call 800.338.1122
Nothing in this catalog should be construed as an expressed warranty or an implied warranty of inerchantability or fitness for
any particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms
and conditions of sale.
• - � - • �
Date: Person nel:
; Location: System Size:
I, System Type: Vault � Cast-In-Place� Linear Catch Basin❑ Manhole❑ Other❑
' Date:
Sediment Thickness in Forebay:
Sediment Depth on Vault Floor:
Structural Damage:
Estimated Flow from Drainage Pipes(if available):
Cartridges Submerged: Yes� No � Depth of Standing Water:
� StormFilter Maintenance Activities(check off if done and give description)
❑Trash and Debris Removal:
I � Minor Strudural Repairs:
I � Drainage Area Report
I Excessive Oil Loading: Yes � No � Source:
ISediment Accumulation on Pavement: Yes � No � Source:
Erosion of Landscaped Areas l'es � fJo � Source:
I Items Needing Further Work:
IOwners should contact the local public����orks department and inquire about ho��v the department disposes of their street waste
'I k I residuals.
� Other Comments:
� � —
�
I
�
- w����,u��wuv
�%►•_� i ���
STORMWATER
SOLUTIONS���.
i �
Review the condition reports from the previous inspection visits. ,
• ' - • •
Date: Personnel:
Location: System Size: �
System Type: Vault ❑ Cast-In-Place � Linear Catch Basin❑ Manhole � Other ❑ I
i
I
List Safety Procedures and Equipment Used:
�
System Observations �
Months in Service:
Oil in Forebay: Yes � No�
Sediment Depth in Forebay: ,
Sediment Depth on Vault Floor:
Structural Damage:
Drainage Area Report
Excessive Oil Loading: Yes � No � Source:
Sediment Accumulation on Pavement: Yes � No � Source:
Erosion of Landscaped Areas: Yes � No � Source:
StormFilter Cartridge Replacement Maintenance Activities
Remove Trash and Debris: Yes ❑ No � Details
Replace Cartridges: Yes � No � Details: I '
Sediment Removed: Yes � No � Details: I �
Quantity of Sediment Removed (estimate?):
Minor Strudural Repairs: Yes � No � Details:
Residuals(debris, sediment) Disposal Methods: �
N otes:
�
/\����i�ITCA�J° I
�i'i�►�� ii�� I
STORMWATER
�'�--- SOLUTIONS��� '
McDonald's Redevelopment Technical Information Report Renton, WA
�
���
Appendix C
�
; � Special Reports and Studies
i
�
i
,
�,
PACLAND 50186001 Appendix
The Riley Group, Ine. �I
GEOTECHNICAL ENGINEERING REPORT
PREPARED BY:
THE RILEY GROUP� INC.
17522 BoTHELL WAY NE, SUITE A
BOTHELL, WA 9HO11
PREPAREll FOR:
MCDONALD'S USA, LLC
MR. BRIAN MATTSON
12131 - 113T`'AvElv[lE NE, Su1TE 103
KrxxL�a�-n, WA 98034
RGI PROJECT NO. 2011-247
GEOTECHNICAL ENGI\F.ERL\G RF,PORT
RENTON HIGHLANDS MCDONALD'S
4411 NE SuNSET BouLEv�n
RENTON, WA 98059
MaY 31,2011
SER�IVG THE PACIFIC�IORTH��EST
.'�ordt Puget Sotrnd-Corporate OJfice South Puget Sound Ojfrce Eastern Washington&Oregon OJfice
1'i22 Bothell 66'ay,ti'E.Suite A 7I1 St.Helens St,Suite 204 1838 South bf ashrngton Street
Bothell, bd'A 980II Tacoma, G�:A 98402 tiennewick, WA 99337
Phone�?S.-ll S O i i I•Far-1_'i�11>.I7 311 Piror�e�53.56.i.0552�Fax 253.460.2981 Phone�09..i86.4840•Fax 509.586.4863
� n•inr.rNer-,grotrp.com
Tl�e Riley Group, Inc.
Nlay 31, 2011
Mr. Brian Mattson
McDonald's USA, LLC
12131 - 113`�' Avenue NE, Suite 103
Kirkland, WA 98034
Subject: Geotechnical Engineering Report
Renton Highlands McDonald's
4411 NE Sunset Boulevard
Renton, WA 98059
Project No. 2011-247
Dear Mr. Mattson:
As requested, The Riley Group, Inc. (RGI) has performed a geotechnical engineering study
for the above referenced subject site. Our services were completed in accordance with our
proposal PRP2011-112 dated April 28, 2011 and authorized by the client on May 5, 2011.
The infonnation in this report is based on our understanding of the proposed construction,
and the soil and groundwater conditions encountered in the borings completed by RGI at
' the site on May 13, 2011.
We recommend that you submit the project plans and specifications to RGI for a general
review so that we may confinn that the recommendations in this report are interpreted and
iinplemented properly in the construction docuinents. We also recommend that a
representative of our firm be present on site during portions of the project construction to
confirm that the soil and groundwater conditions are consistent with those that fonn the
basis for the engineering recommendations in this report.
We trust the information presented is sufficient for your current needs. If you have a�iy
questions or require additional infonnation, please contact us.
��
Sincerely yours, �,j��
��'`��''`��~��'�'
THE RILEY GROUP,INC. � ;%.�;�' - '';�\_ � I
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Geotechnical Engirreerrng Keport ii tfati�31. 2011
Renton Nighlanc�s llcDonald's. Rentorr. f1:� RGI Prolect:�`o. .'�II-��1�
TABLE OF CO�iTENTS
...
EXCECUTIVE SUMMARY.........................................................................................................................u�
1.0 INTRODUCTION............................................................................................................................... 1
2.0 PROJECT DESCRIPTION............................................................................................................... 1
3.0 FIELD EXPLORATiON A1�ID LABORATORY TESTING.......................................................... 1
3.1 FIELD EXPLORr�T[ON.............................................................................................................................I
; 3.2 L�sol�,ro[tY TESTNG .........................................................................................................................?
4.0 SITE CONDITIONS...........................................................................................................................2
,` 4.1 StrttF.acE ...............................................................................................................................................?
` 4.2 GEOLOGY..............................................................................................................................................�
4.3 SOILS.....................................................................................................................................................2
1 4.4 GROLND4t'ATER.....................................................................................................................................3
� 4.$ SEISMIC CONSIDERATIONS....................................................................................................................3
'� � 4.6 GEOLOGIC HAZARD AREAS...................................................................................................................4
�', , 5.0 DISCUSSION AND RECOMMEIVDATIONS.................................................................................4
S.1 GEOTECHN[CAL CONSIDERATIONS........................................................................................................=1
5.2 EARTH«'ORK .........................................................................................................................................4
5.2.1 Erosion and Sediment Control.....................................................................................................�}
5.2.2 Stripping............................................................... "
........................................................................�
5.2.3 Excavations..................................................................................................................................�
5.2.4 Site Preparation............................................................................................................................6
52.5 Structural Fi11...............................................................................................................................7
J.� FOIJNDATIONS.......................................................................................................................................8
J.4 SLAB-ON-GEZADE COhSTRUCT[O\.........................................................................................................9
J.5 DRAI�IAGE.............................................................................................................................................9
5.5.1 Surface.........................................................................................................................................9
5.5.2 Subsurface....................................................................................................................................9
�.6 UTILIT'IES.............................................................................................................................................10
J.7 PAVEMENTS.........................................................................................................................................10
6.0 ADDITIONAL SERVICES.............................................................................................................. 11
7.0 LIMITATIONS................................................................................................................................. 11
LIST OF APPENDICES
Figure1 ................................................................................................................... Site Vicirtitv�Llap
Figure 2............................................................................................. Geotechnical Exploration Plan
Figure 3................................................................................................ Typical Footing Drain Detail
Apper�dix:9........................................................................Field E_rploratior7 and Laborator�- Testirl,o
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Geotechnical Engineering Report iii A1ay 31, 2011
Renton Highlands-tfcDonald's, Renton, b�'A RGI Project.Vo. 2011-24�
Executive Summary
This geotechnical executive summary should be used in conjunction with the entire report
for design and/or construction purposes. It should be recognized that specific details were
not included or fully developed in this section, and the report must be read in its entirety
for a comprehensive understanding of the items contained herein. The section titled
Limitations should be read for an understanding of the report limitations.
RGPs geotechnical scope of wark included the advancement of seven borings to depths of
11.5 to 16.5 feet below existing ground surface (bgs).
Based on the information obtained from our subsurface exploration, the site is suitable for
development of the proposed project. The following geotechnical considerations w�ere
identified:
Soil Conditions: The soils encountered during field exploration include five feet of
loose to medium dense fill comprised of sand with some gravel and
silt over native soils. The native soils consist of up to six feet of
loose to medium dense silty sand with gravel over two to four feet
of stiff to very stiff silt. Native soils below the silt layer are medium
dense to very dense silty fine sand to silty sand with gravel.
Ground��•ater: Groundwater seepage was encountered in three boring locations
from depths of 8 to 12 feet bgs during our subsurface investigation.
Foundations: Foundations for the proposed building can be supported on
conventional spread footings bearing on the existing medium dense
fill, structural fill or competent native soils. The suitability of the
existing fill soils for foundation support should be evaluated during
construction.
Slab-on-�rade: Slab-on-grade floors and slabs for the proposed building can be
supported on existing medium dense fill or structural fill.
Pa��ements: The following pavement sections are recommended:
� For heavy truck traffic areas: four inches of asphalt concrete (AC) over eight
inches of crushed rock base (CRB);
� For general parking areas: three inches of AC over six inches of CRB; and
� For drive-thru areas: five inches of concrete over six inches of CRB.
The E�ecutive Summary is intended to be used in conjunction ���ith the complete text of the
enclosed report.
THE RILEY GROUP, L'vC.
Geotechnical Engineering Report 1 ,Lfay 31,2011
Renton Highlands-L1cDonald's, Renton. 6t:A RGI Project,��o. 2011-2-J?
1 .0 Introduction
This report presents the results of the geotechnical engineering services provided for the
Renton Highlands McDonald's in Renton, Washington. The purpose of this evaluation is
to assess subsurface conditions and provide geotechnical recommendations in support of
the construction of a new McDonald's restaurant. Our scope of services included field
explorations, labarator}�testing, engineering analyses, and preparation of this report.
The recommendations in the following sections of this report are based upon our current
understanding of the proposed site development as outlined below. If actual features vary
or changes are made, we should review them in order to modify our recommendations as
required. In addition, RGI requests to re��iew the site grading plan, final design drawings
and specifications when available to verify that our project understanding is correct and
that our recommendations ha�e been properl�� interpreted and incorparated into the project
design and construction.
2.0 Project description
The project site is located at 4411 Northeast Sunset Boulevard in Renton, Washington. The
approximate location of the site is shown on the Site Vicinity Map, Figure 1. The site is
currently occupied by an existing drive-thru McDonald's restaurant with an asphalt paved
parking lot.
RGI understands that the existing building will be demolished and a new McDonald's
building will be constructed in approximately at the same location. The remainder of the
site will be developed with asphalt surfaced parking and drive-thru areas.
At the time of preparing this report, detailed site grading and building plans were not
available for our review. Based on our experience with similar construction, we anticipate
that the proposed building will be supported on perimeter walls with bearing loads of one ,
to two kips per linear foot, and a series of columns with a maximum load up to 50 kips. i
Slab-on-grade floor loading of 250 pounds per square foot (ps� are expected.
3.0 Field Exploration and Laboratory Testing
3.1 F�Ln E�Lolt�T�oN
On May 13, 2011, RGI observed the drillin� of seven test borings. Test borings (B-1
� through B-3) were drilled next to the existing building. Test borings (B-4 through B-7)
� were drilled in the parkinb and dri��e-thr�i areas. The appro�imate e�ploration locations are
shown on Figure 2.
� Field logs of each e�ploration w ere prepared by� the geotechnical engin�er that
I ` continuously observed the drilling. These logs included visual classifications of the
I, r materials encountered during drilling as well as our interpretation of the subsurface
� conditions between samples. The boring logs included in Appendix A represent an
interpretation of the field l���s and includ� m�dificati�ns hased on ]ah�rat�t-� ��hser�ati�n
and analesis �f the samplc�
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Geotechnical Engineering Report 2 �tfay 31,2011 ��
Renton Highlands�bfcDonald's, Renton, 6�'A RGI Project�'�'o. 2011-247
3.2 LABORATORY TESTING
During the field investigation, a representative portion of each recovered sample was
sealed in containers and transported to our laboratory for further visual and laboratory
examination. Selected samples retrieved from the borings urere tested for moisture content
and grain size analysis to aid in soil classification and provide input for the
recommendations provided in this report. The results and descriptions of the laboratory
tests are enclosed in Appendix A of this report.
4.0 Site Conditions
4.1 SURFACE
The subject site is a rectangular-shaped parcel of land approximately 0.98 acres in size.
The site is bound to the north by Northeast Sunset Boulevard, to the ease by Anacortes
Avenue Northeast, to the south by a day care center, and to the west by vacant property
The site is currently occupied by an existing drive-thru McDonald's restaurant with an
asphalt paved parking. Honey Creek runs into a culvert at the southwest corner of the site
and across the south portion of the site. The site is relatively flat with an overall elevation �
difference of less than five feet.
4.2 GEOLOGY
RGI reviewed the Geologic ?I�Iap of Surficial Deposits in Seattle 30' by 60' Quad�-angle,
Washington (James C. Yount, etc., 1993). The review indicates that the soil in the project ;
vicinity is mapped as Vashon advanced outwash deposits (Map Unit Qva), which consist '
of slighth� oxidized, light red-brown gravel and sand and light brovvn to gray silt and clay,
moderately- to well-sorted, well-stratified. These descriptions are generally similar to the
findings in our field exploration.
4.3 SoiLs
The soils encountered during field exploration include approximately five feet of loose to
medium dense fill comprised of sand with some gravel and silt over native soils. The
native soils consist of up to six feet of loose to medium dense silty sand v��ith gravel over
two to four feet of stiff to very stiff silt. Native soils below the silt layer are medium dense
to very dense silty fine sand to silty sand with gravel. Test boring B-1 next to the northeast � �
corner of the building encountered interbedded silt layer with trace organics approximately
six feet below the ground surface (bgs).
More detailed descriptions of the subsurface conditions encountered are presented in the
borings included as Figures A-1 through A-7 in Appendix A. Sieve analysis was
performed on two selected soil samples. Grain size distribution curves are included in
Figures A-8 and A-9.
THE RILEY GROi7P,INC.
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4.4 GROUND�'�ATER
Uroundwater seepage was encountered between depths of 8 to 12 feet bgs during our
subsurface investigation. The groundwater encountered appears to be the static water level
in the area. Based on the soil colors and time of the field exploration was performed, in our
opinion the groundwater should be close to the seasonal-high level.
It should be recognized that fluctuations of the groundwater table will occur duc to
seasonal variations in the amount of rainfall, runoff and other factors not evident at the
time the explorations were performed. In addition, perched water can develop within seams
and layers contained in fill soils or higher permeability soils overlying less permeable soils
following periods of heavy or prolonged precipitation. Therefore, groundwater levels
during construction or at other times in the future may be higher or lower than the levels
indicated on the logs. Groundwater level fluctuations should be considered ��hen
developing the design and construction plans for the project.
4.S SEISVIIC CONSIDERaTIOtiS ���
Based on the ?009 International Building Code (IBC), ��e recommend the follow seismic
parameters should be used for design.
2009 IBC Parameter Value
Site Soil C�lass� D� '�
Site Latitude 47° 30' 15"N
Site Longitude 122° 09' 35" W
Short Period Spectral Response Acceleration, S;(percent g) 140.9
1-Second Period Spectral Response Acceleration, S�(percent g) 48.0
Seismic Coefficient, F� 1.0
Seismic Coefficient, F�� 1.52
___
__
I Vote: In general accordance with the 2009 International Build�ng Code. Table 1613.?2. IBC Site Class is based on the average
characteristics of the upper 100 feet of the subsurface profile.
Z. Note: The 2009 lnternational Building Code (IBC) requires a site soil profile determination extending to a depth of l00 feet for
seismic site classificatioa The current scope of our services dces not include the required l00 foot soil profile determinazion. Borings
extended to a maximum depth of 16.5 feet.and this seismic site class detinition considers that similar soil continues below the maximum
depth of the subsurface explora[ion. .4dditional exploration to deeper depths would be required to confirm the conditions below the
current depth of exploration.
Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength
due to an increase in water pressure induced by vibrations from a seismic event.
Liquefaction mainly affects geologically recent deposits of fine-grained sands that are
below the groundwater table. Soils of this nature derive their strength from intergranular
friction. The generated water pressure or pore pressure essentially separates the soil grains
and eliminates this intergranular friction, thus reducing or eliminating the soil's strength.
(
THE RILEY GROUP, INC.
Geotechnrc:al Erigirreering Report -1 Llay 31. 2�111
Renton Highlarzds,L4cDonald's, Renton, liA RGI P�roject.l�o. 2fi11-�-1�
We reviewed the soil conditions encountered during field exploration and assessed the
potential for liquefaction of the site's soil during an earthquake. Since the soils below
groundwater level are silt and relatively dense silty sand with gravel, in our professional
opinion the potential of soil liquefaction durin� an earthquake e��ent is minimal
4.6 GFOLoc[c H�z�ui� AkFas
Regulated geologically hazardous areas include erosion, landslide, earthquake, or oth�i-
geological hazards. Based on the definition in the f i?� ��l'R�nt��r \�Tunicir,�l ('��;j��_ ?1�.� ��•,�
does not contain geologically hazardous areas
5.0 Discussion and Recommendations
5.1 GEOTECH1vICAL CONSIDERATIONS
Based on our study, the site is suitable for the proposed construction from a geotechnical
standpoint. Foundations for the proposed building can be supported on conventional spread
footings bearing on existing medium dense fill, structural fill ar competent native soils. If
any unsuitable (e.g., organic, soft) soil is encountered at footing subgrade, it should be
over-exca�-ated and backfilled with structural fill. Slab-on-grade and pavements can be
supported on existing medium dense fill or structural fill.
Detailed recommendations regarding the above issues and other geotechnical design
considerations are provided in the following sections. These recommendations should be
incorporated into the final design drawings and construction specifications.
5.2 E�uTxwoitx
RGI expects that minor site grading would be needed for the proposed development. Due
to the moisture sensitive nature of native soils, we recommend earthwork take place in the
dryer summer months.
5.2.1 EROSION A\D SEDI�iENT CO\TROL
Potential sources or causes of erosion and sedimentation depend on construction methods.
slope length and gradient, amount of soil exposed and/or disturbed, soil type, construction
sequencing and weather. The impacts on erosion-prone areas can be reduced by
implementing an erosion and sedimentation control plan. The plan should be designed in
accordance with applicable city and/or county standards.
We recommend the following erosion control Best Management Practices (B�iPs):
:� Scheduling site preparation and grading for the drier summer and early fall months
and undertaking activities that expose soil during periods of little or no rainfall;
> Retaining existing vegetation whenever feasible;
:� Establishing a quarry spall construction entrance;
�
THE RILEY GROUP, INC.
Geotechnical Engineering Report .i :i9ay 31,2011
Renton Highlands,L1cDonald's, Renton, 6i A RGI Project:'4'0. 1011-247 '
i> Installing siltation control fencing or anchored straw or coir wattles on the downhill
side of work areas;
� Covering soil stockpiles with anchored plastic sheeting;
� Revegetating or mulching exposed soils with a minimum 3 inch thickness of straw
' if surfaces will be left undisturbed for more than one day during wet weather or one
week in dry weather;
> Directing runoff away from exposed soils and slopes;
> Minimizing the length and steepness of slopes with exposed soils and cover
excavation surfaces with anchored plastic sheeting. Graded and disturbed slopes
should be tracked in place with the equipment running perpendicular to the slope
contours so that the track marks provide a texture to help resist erosion and
channeling. Some sloughing and raveling of slopes with exposed or disturbed soil
should be expected.
� Decreasing runoff velocities with check dams, straw bales or coir wattles;
� Confining sediment to the project site; and
� Inspecting and maintaining erosion and sediment control measures frequently. The
contractor should be aware that inspection and maintenance of erosion control
BMPs is critical toward their satisfactory performance. Repair and/or replacement
of dysfunctional erosion control elements should be anticipated;
Permanent erosion protection should be provided b�- reestablishing vegetation using
hydroseeding and/or landscape planting. Until the permanent erosion protection is
established, site monitoring should be performed by qualified personnel to evaluate the
effectiveness of the erosion control measures. Provisions for modifications to the erosion
control system based on monitoring observations should be included in the erosion and
sedimentation control plan.
5.2.2 STRIPPING
Stripping efforts should include removal of pavements, vegetation, organic materials, and
deleterious debris from areas slated for building, pavement, and utility construction. The
boring locations encountered up to eight inches of asphalt concrete. RGI expects that eight
inches of stripping will be needed for most portions of the site in the proposed building pad
and new pavement areas.
5,2.3 Exc.av�►T[o�s
All temporary cut slopes associated with the site and utility excavations should be
adequately inclined to prevent sloughing and collapse. The site soils consist of loose to
medium dense fill over native soils.
Accordingly, for excavations more than four feet but less than 20 feet in depth, the
temporary side slopes should be laid back with a minimum slope inclination of 1'/zH:l V
(Horizontal:Vertical) for upper 10 feet soils and 1H:1V for 10 feet below. If there is
THE RILEY GROUP, INC. �'
G��ote�{rnicul E�rzgi�re�eri�ig Kepoi�t G llal 3i. 'Ili i
Renton Highlands AfcDonald's, Renton, G1'.4 RGI Project��'o.2011-'a-
insufficient room to complete the excavations in this manner, or excavations greater than
20 feet in depth are planned, using temporary shoring to support the excavations shoulcl h��
considered. For open cuts at the site, we recommend
� No traffic, construction equipment, stockpiles or building supplies are allowe:
the top of cut slopes within a distance of at least five feet from the top of the cut.
➢ Exposed soil along the s' � � � ' �� � � � � �
tarps and/or plastic sheetil�.
i' Construction activities ar� _,.,,....,,:�; �.,� ,�,.�., ,,,, ,.,,_,�, ,�, ��,�,. „�. ��,,,�������..�_ ��,�,
left open is minimized.
➢ Surface water is diverted away from the excavation.
i� The general condition of slopes should be observed periodically by a geotechnical
engineer to confirm adequate stability and erosion control measures.
In all cases, however, appropriate inclinations will depend on the actual soil and
groundwater conditions encountered during earthwork. Ultimately, the site contractor must
be responsible for maintaining safe excavation slopes that comply with applicable OSHA
or VVISHA guidelines.
j.2.4 SITE PREPARATIO\
We anticipate that some areas of loose or soft soil will be exposed upon completion of
stripping and grubbing. Proofrolling and subgrade verification should be considered an
essential step in site preparation. After stripping, grubbing, and priar to placement of
structural fill, we recommend proofrolling building and pavement subgrades and areas to
receive structural fill. These areas should be proofrolled under the observation of RGI and
compacted to a firm and unyielding condition in arder to achieve a minimum compaction
level of 95 percent of the modified Proctor maximum dry density as determined b` the
ASTM D 1557 test procedure
Proofrolling and adequate subgrade compaction can only be achieved when the soils are
within approximately f 2 percent moisture content of the optimum moisture content. Soils
which appear firm after stripping and grubbing may be proofrolled with a heavv
compactor, loaded double-axle dump truck, or other heavy equipment under the
observation of a RGI representative. This observer will assess the subgrade conditions
prior to filling. The need for or advisability of proofrolling due to soil moisture conditions
should be determined at the time of construction. In wet areas it may be necessary to hand
probe the exposed subgrades in lieu of proofrolling with mechanical equipment.
Subgrade soils that become disturbed due to elevated moisture conditions should be
overexcavated to reveal firm, non-yielding, non-organic soils and backfilled with
compacted structural fill. In arder to maximize utilization of site soils as structural fill, we
recommend that the earthw�ork portion of this project be completed during extended
periods of warm and dry weather if possible. If earthwork is completed during the wet
season (typically November through May) it will be necessary to take extra precautionary
measures to protect subgrade soils. Wet season earthwork will require additional mitigative
measures beyond that which would be expected during the drier summer and fall months.
THE RILEY GROUP, INC.
Geotecln�iical Engineering Report ttat�31. _7�71
� Renton Highlands_i�IcDonald�s. Reriton, I{�:I RGl Project:Vo. ?�lll-Z-l�
i 5.2.5 STR�:cTL[za�F�LL
� Once stripping, clearing and other preparing operations are complete, cuts and fills can be
' made to establish desired building grades. Prior to placing fill, we recommend proof-
ti
rolling as described above.
� _ We recommend fill below the foundation and floor slab, behind retaining wTalls, and belo��
I pavement and hardscape surfaces be placed in accordance with the follovving
recommendations for structural fill. The structural fill should be placed after completion of
site preparation procedures as described above.
VVe recommend placing structural fill in lifts not exceeding 10 inches in loose thickness
and thoroughly compacted to at least 95 percent of the maximum dry density (MDD) as
determined by the ASTM D 1557 test procedure. The suitability of excavated site soils and
import soils for compacted structural fill use will depend on the gradation and moisture
content of the soil when it is placed. As the amount of fines (that portion passing the US
No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture
content and adequate compaction becomes more difficult or impossible to achie��e. Soils
containing more than about five percent fines cannot be consistently compacted to a dense.
non-yielding condition���hen the moisture content is more than two percent above or belo��
optimum. Optimum moisture content is that moisture which results in the greatest
compacted dry density with a specified compactive effort.
The existing fill and native soil excavated on site without organics and silt may be used as
structural fill if the soil is near the optimum moisture content. If on-site soils are or become
unusable, it may become necessary to import clean, granular soils to complete site wark
that meet the grading requirements listed in Table 1 to be used as structural fill.
Table 1 Structural Fill Gradation
U.S. Sieve Size Percent Passing
3 inches 100
No. 4 sieve 75 percent
No. 200 sieve 5 percent "
*Based on minus 3/4 inch fractinn.
Priar to use, a RGI representati��e should observe and test all nlaterials imported to the sitc
for use as structural fill. Structural fill materials should be placed in uniform loose layers
not exceeding 10 inches and compacted as specified in Table 2. The soil's maximum
density° and optin,�, ,,, ,, . �, „�,� �,, �,,, . ,, �, ��-r-,,+ r . r• r�, ___
i\1n;l;firri Pr�,rt�
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THE RILEY GROUP,INC.
Geotechnical Engineering Report 8 Afay 31, 201I
Renton Highlands McDonald's, Renton, 6�'A RG!Project No. 2011-�d�
Table 2 Structural Fill Compaction ASTM D15�7
Minimum Moisture Content
Location Material Type Compaction
Percentage Range
Foundations �n-site granular or approved 95 +2 �
imported fill soils:
Retaining Wall Backfill On-site granular or approved 92 +2 -2
imported fill soils:
Slab-on-ga-ade On-site granular or approved 95 +2 �
imported fill soils:
General Fill (non- On-site granular or approved �
structural areas) imported fill soils: 90 +3 -�
Pavement— Subgrade On-site granular or approved
and Base Course imported fill soils: 95 +2 -2
Placement and compaction of structural fill should be observed by� RGI. A representative
number of in-place density tests should be performed as the fill is being placed to confirm
that the recommended level of compaction is achieved.
5.3 FOUNDATIONS
Following site preparation and grading, the proposed building foundation can be supported
on conventional spread footings bearing on existing medium dense fill, structural fill or
competent native soils. If any unsuitable (e.g., organic, soft) soil is encountered at footing
subgrade, it should be over-excavated and backfilled with structural fill. Perimeter
foundations exposed to weather should be at a minimum depth of 18 inches below final
exterior grades. Interior foundations can be constructed at any convenient depth below the
floor slab. Finished grade is defined as the lowest adjacent grade within five feet of the
foundation for perimeter (or exterior) footings and finished floor level for interior footings.
Table 3 Foundation Design
Design Parameter Value
�llowable Bearing Capaciry 2,000 psf'
Friction Coefficient 0.23
Passive pressure(equivalent fluid pressure) 250 pcf'`
Minimum foundation dimensions Columns: 24 inches
VValls: 16 inches
1.psf=pounds per square foot
2.pcf=pounds per cubic foot
The allowable foundation bearing pressures applti� to dead loads plus design live load
conditions. Far short-term loads. such as ���ind and seismic. a 1,'3 increase in this allowrable
THE RILEY GROUP, INC.
Geotechizical Engineering Report 9 Lfati�31, 2011
Rerito�a Highlands:l-IcDonalc�'s, Rer¢to�v, [i�_-1 RGJ Project���'0 2011-��1�
capacity ma}� be used. At perimeter locations, vve recommend not including the upper 12
inches of soil in the computation of passive pressures because they can be affected b}-
weather ar disturbed by future grading activity. The passive pressure value assumes the
foundation will be constructed neat against competent soil or backfilled with structural fill
as described in section 5.2.� Structural Fill of this report. The recommended base friction
and passive resistance value includes a safety factor of about L�.
VVith spread footing foundations designed in accordance w�ith the recommendations in this
section, maximum total and differential post-construction settlements of one inch and 1-'�
' inch, respectively, should be expected.
5.4 SLAB-ON-GRADE CONSTRUCTION
Once site preparation has been completed as described in section �.? Ear•thii�or�k, suitable
' support for slab-on-grade construction should be provided. RGI recommends that the
�
concrete slab be placed on existing medium dense fill or structural fill. Immediatel}- belo��
the floor slab, we recommend placing a four-inch thick capillarv break layer of clean, free-
draining pea gravel, washed rock, or crushed rock that has less than five percent passing
the No. 200 sieve. This material will reduce the potential for upward capillar` movement
of water through the underlying soil and subsequent wetting of the floor slab.
Where moisture by vapor transmission is undesirable, an eight to ten millilneter thick
plastic membrane should be placed on a 4-inch thick layer of clean gravel or rock.
?° ' For the anticipated floar slab loading, we estimate post-construction floor settlements of
I ` '/4- to %2-inch. For thickness design of the slab subjected to point loading from storage
,- racks, we recommend using a subgrade modulus (KS) of 150 pounds per square inch per
inch of deflection (pci).
? S.S DR�INAGE
l� S.J.1 SURFACE
i
Final exterior grades should promote free and positive drainage awa�� from the building
� area. Water must not be allowed to pond or collect adjacent to foundations or within the
immediate building area. For non-pavement locations, we recommend providing a
minimum drainage gradient of three percent for a minimum distance of ten feet from the
building perimeter. In paved locations, a minimum gradient of one percent should be
� � provided unless provisions are included for collection and disposal of stirface �tiater
adjacent to the structure.
�
•- 5.5.2 Sussu��c�:
� We recommend installiti� perim�tcr 1uu«aati�il arains. ��1 �l�ypical f���utin�, l�rain lletail i�
� shown on Figure 3. The foundation drains and roof downspouts should be tightlined
separately to an approved discharge facility. Subsurface drains must be laid «� '
1 tit, 1�1LL,i t�iitli i`� l iL.
Geotechnical Engineering Report 10 1l�Iay 31, 2011
Renton Highlands McDonald's, Renton, 6�A RGI Project�'�'o.2011-2�'
5.6 UTILiTiEs
Utility pipes should be bedded and backfilled in accordance with American Public V4'orks
Association (APWA) specifications. For site utilities located within the right-of-ways,
bedding and backfill should be completed in accordance wTith City of Renton
specifications. At a minimum, trench backfill should be placed and compacted as structural
fill, as described in section S.2.� Structural Fill. Where utilities occur below unimproved
areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's
maximum density as determined by the referenced ASTM standard. As noted, on-site
excavated soils without organics and silt may be used as backfill only if the soil is near the
optimum moisture content. Imported structural fill should be used for trench backfill if the
construction occurs in wet winter months.
5.7 PAVEMENTS
Pavement subgrades should be prepared as described in section �.2 Earthwork of this
report and as discussed below. Regardless of the relative compaction achieved, the
subgrade must be firm and relatively unyielding before paving. This condition should be
verified by proof-rolling w�ith heavy construction equipment or hand probe by inspector.
With the pavement subgrade prepared as described above, we recommend the following
pavement sections for parking and drive areas paved with flexible asphalt concrete
surfacing.
y For hea�y truck traffic areas: four inches of asphalt concrete (AC) over eight
inches of crushed rock base (CRB); and
➢ For general parking areas: three inches of AC over six inches of CRB.
The asphalt paving materials used should conform to the Washington State Department of
Transportation (WSDOT) specifications for Class B asphalt concrete and CRB surfacing.
� For drive-thru areas: five inches of concrete over six inches of CRB.
Long-term pavement performance will depend on surface drainage. A poorly-drained
pavement section will be subject to premature failure as a result of surface water
infiltrating into the subgrade soils and reducing their supporting capability.
For optimum pavement performance, surface drainage gradients of no less than two j
percent are recommended. Also, some degree of longitudinal and transverse cracking of �
the pavement surface should be expected over time. Regular maintenance should be
planned to seal cracks when they occur.
THE RILEY GROUP� INC.
Geotechnical Efzgiraeerrng Report I I 1-1m�31, 2011
Renton Higlilands.ticDor�rald's, Rerston, lt;{ RGI Project�1'0. '011-?-l.'
�
6.0 Additional Services
RGI is available to provide further geotechnical consultation throughout the design phase
of the project. We should review� the final design and specifications in order to verify that
earthwork and foundation recommendations have been properly interpreted and
��� � incorporated into projec�t design and construction.
RGI is also available to provide geotechnical engineering and construction monitorin�
' services during construction. The integrity of the earthwork and construction depends on
� proper site preparation and procedures. In addition, engineering decisions may arise in the
field in the event that variations in subsurface conditions become apparent. Construction
! monitoring services are not part of this scope of work. If these services are desired, please
_ let us know and we «�ill prepare a cost proposal.
�, 7.0 Limitations
I `
i ; This report is the property of The Riley Group, Inc., McDonald's USA, LLC, and their
' ! designated agents. Within the limits of the scope and budget, this report was prepared in
accordance with generally accepted geotechnical engineering practices in the area at the
time this report was issued. This report is intended for specific application to the Renton
' Highlands McDonald's project at 4411 Northeast Sunset Boulevard in Renton,
Washington, and for the exclusive use of McDonald's USA, LLC and its authorized
representatives. No other warranty, expressed or implied, is made. Site safety, exca�ation
support, and dewatering requirements are the responsibility of others.
The scope of services for this project does not include either specifically or by implication
any en�rironmental or biological (e.g., mold, fungi, bacteria) assessment of the site or
identification or prevention of pollutants, hazardous materials or conditions. If the o���ner is
concerned about the potential for such containination or pollution. ��e can provide a
proposal for these services.
The analyses and recommendations presented in this report are based upon data obtained
from the test exploration performed on-site. Variations in soil conditions can occur, the
nature and extent of which may not become evident until construction. If variations appear
evident, RGI should be reqtiested t�� i-e���aluate th� i��c�mnlcndati�,n� in this re���rt }�ri��i� t��
proceeding with construction.
�, It is the client's responsibilit� tu ��c that all parti�� tu thc pruj�ct, incluain� thc �lc�i��n�r�.
contractors, subcontractors, etc., are made aware of this report in its entiretti�. The use ot�
lIIfOTTT11t1011 C(�.,, ,:.. . � '.� .�.: ., .... ��_. i.' l �;—, _,.,.._,, . i_, .,> > i, . � ._ ,. ,i_ , -� . '
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THE RILEY GROUP, INC.
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USGS, 1983,Bellevue South,Washington Approximate Scale: 1"=1000' �
USGS, 1994,Renton,Washington
7.5-Minute Quadrangle 0 500 1000 2000 N
' The Riley Group� IflC. Renton Highlands McDonald's Figure 1
RGI Project Number Date Drawn:
17522 Bothell Way Northeast,Suite A Site Vicinity Map
Bothell,Washington 98011 2011-247 OS/2011
Phone:425.415.0551 ♦Fax:425.415.0311 address:4411 Northeast Sunset Boulevard,Renton,Washington
eas�'
ev�a���r . .
S�'set��� . � . - ,�
�� - ��
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— --�� B-5
C - �Parking Lot�
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� B-2
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,t Building
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s-6 Q �
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I �
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'"',_�-7 � I I '�. Q
B-4 L` '
. Albertsons
L � � � � � Planet Fitness
Trash Big Lots
Enclosure
Ace Hardware
KinderCaze
Learning Center
� = Geotechnical test boring location drilled by RGI on OS/13/2011. Approximate Scale: 1"=60' �
��� =Site Boundary 0 30 60 120 �J
Renton Highlands McDonald's Figure 2
' The Riley Group� IriC. RGI Project Number Date Drawn: ,
17522 Bothell Way Northeast,swc�A Geotechnical Exploration Plan
Bothell,Washington 98011 2011-247 OS/2011
Phone:425.415.0551 ♦Fa�c:425.415.0311 Address:4411 Northeast Sunset Boulevard,Renton,Washington
BUILDING SLAB
•Q,. .
.. �.
�; •� _.. •% � :.� �� • .,�� � •� _ �/�//�//�//
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� ��� -�STRUCTURAL ,.�\
\ � ' .•. �BACKFILL .�
\ � :ti. �-`_ ry�
� -.�: �°;� FILTER
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4" PERFORATED PIPE
I
3/4" WASHED ROCK OR PEA GRAVEL
NOT TO SCALE
� The Riley Group� Itl� Renton Highlands McDonald's Figure 3
RGI Projecc Number Date Drawn:
17522 Bothell Way Northeast,Suite A Typical Footing Drain Detail
Bothell,Washington 98011 2011-247 OS/2011
Phone:425.415.0551 ♦Fax:425.415.0311 Address:4411 Northeast Sunset Boulevard,Renton,Washington
Geotechnical Engineering Report :tfay 31, 1011
Renton Highlands,tfcDona(d's, Renton, 6i:A RGI Project:�'o. Z0I1-24?
APPENDIX A
FIELD EXPLORATION AND LABORATORY TESTING
On May 13, 201 l, RGI performed field explorations using a track-mounted drill rig. �Ve erplored
subsurface soil conditions at the site by observing the drilling of seven borings to a maximum
depth of 16.5 feet below existing grade. The boring locations are shown on Figure 2. The boring
locations were approximately determined by measurements from existing propert�' lines and paved
roads. The Boring Logs are presented on Figures A-1 through A-7.
An engineer from our office conducted the field exploration and classified the soil conditions
encountered, maintained a log of each test exploration, obtained representative soil samples, and
observed pertinent site features. All soil samples were visually cla�sified in accordance �vith the
Unified Soil Classification System (USCS)described on Figure A-1.
Representative soil samples obtained from the explorations �vere placed in closed containers and
taken to our laboratory for further examination and testing. As a part of the laboratory testing
program, the soil samples were classified in our in house laboratory based on visual observation,
texture, plasticity, and the limited laboratory testing described below.
Moisture Content Determinations
Moisture content determinations �vere performed in accordance with ASTM D2219 on
representative samples obtained from the exploration in order to aid in identification and
correlation of soil t�pe�. The moisture content of t�pical �ample ��as measured and i� reported on
the Boring Logs.
Grain Size Analysis
A grain size analysis indicates the ran�e in diameter of soil particle� included in a particular
sample. Grain size analyses for the greater than 7� micrometer portion of the samples «ere
performed in accordance ��ith ,1ST?�1 D42? on tive of the samples, the results of«hich are sho��n
on Fi;ure A-8 and ,-�-9.
THE RILEY GROUP, INC.
1
Project Name: Renton Highlands McDonald's Key to Log of Boring
Project Number: 2011-247 Sheet 1 of 1
Client: McDonald's USA, LLC
�
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C � � � 01 2` �` J
� N N C � N � V �
> n E E E 3 c°� U n in
m
w O v� in <n a � � C� MATERIAL DESCRIPTION g
1 2 3 4 5 6 7 8 9 1
COLUMN DESCRIPTIONS
1 Elevation(feet):Elevation(MSL,feet). 6� Recovery(%):Core Recovery Percentage is determined based on
2 Depth(feet):Depth in feet below the ground surface. a ratio of the length of core sample recovered compared to the
3 Sample Type:Type of soil sample coilected at the depth interval cored interval length.
shown. eT USCS Symbol:USCS symbol of the subsurface material.
B4 Sample ID:Sample identification number. 8 Graphic Log:Graphic depiction of the subsurface material
5 Sampling Resistance,blows/ft:Number of blows to advance driven encountered.
sampler one foot(or distance shown)beyond seating interval �9 MATERIAL DESCRIPTION:Description of material encountered.
using the hammer identified on the boring log. May include consistency,moisture,color,and other descriptive
text.
� Moisture(%):Moisture,expressed as a water content.
FIELD AND LABORATORY TEST ABBREVIATIONS
CHEM:Chemical tests to assess corrosivity PI: Plasticity Index,percent
COMP:Compaciion test SA:Sieve analysis(percent passing No.200 Sieve)
CONS:One-dimensional consolidation test UC: Unconfined compressive strength test,Qu,in ksf
LL: Liquid Limit,percent WA:Wash sieve(percent passing No.200 Sieve)
MATERIAL GRAPHIC SYMBOLS
■Asphaltic Concrete(AC) ;'.,� Poorly graded SAND(SP)
�AF
II I I I I I I' SILT,SILT w/SAND,SANDY SILT(ML)
l�ii �
��� Silty SAND(SM)
'�'f�t
TYPICAL SAMPLER GRAPHIC SYMBOLS OTHER GRAPHIC SYMBOLS
� Shelby Tube(Thin-walled, CME Sampler Pitcher Sample water level(at time of driiling,ATD)
fixed head)
�Auger sampler � Continuous Core Sampler � 2'inch-OD unlined split • water level(after waiting)
spoon(SP� Minor change in material properties within a
� Bulk Sample Grab Sample , Shelby Tube(Thin-walled, � svatum
"• fixed head) - Inferred/gradational contact behveen strata
� 3-inch-OD California w/ ' 2.5-inch-OD Modfied
brass rings Califomia w/brass liners ? Queried contact beriveen strata
GENERAL NOTES
1:Sofl dassifications are based on the Unified Soil Classification System.Descriptions and stratum lines are interpretive,and actual lithologic changes may be
gradual.Field descriptions may have been modfied to reflect resutts of lab tests.
2:Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced.They are not warranted to be representative
of subsurface conditions at other locations or times.
The Riley Group,Inc.
17522 Bothell Way NE.Bothell,WA 98011
711 St.Helens Averwe,Tacoma,WA 98402
1838 South Washmgton 5[reet.Kennewidc WA 99337
Project Name: Renton Highlands McDonald's Boring/1Nell No.: B-�
Project Number: 2011-247 Sheet 1 of 1
Client: McDonald's USA, LLC
Date(s)Drilled: May 13,2011 Logged By: JC Surface Conditions: Asphalt
Drilling Method(s): HOIIOw Stem Auge� Drill Bit SizelType: Na Total Depth oi Borehole: 16.5 feet bgs
Drill Rig 7ype: Rubber Track Drill Rig Drilling Contractor: Boretec approximate n/a
Surface Elevation:
Groundwater Level 140 Ib,30 in drop,rope and
and Date Measured: �0 feet bgs ATD Sampling Method(s): SPT Hammer Data:
cathead
Borehole Backfill: Bentonite Chips Location: 4411 Northeast Sunset Boulevard,Renton,Washington
�'
c
:°
N
N y � o O
w ^ v � C1 0
N Q � � J �
� � m m �� � � V �
> 7
� n E E E 3 c�i C.� � ,in
w o ii� in in � � � C9 MATERIAL DESCRIPTION �
� Phan 7"asphalt concrete
Fiu Brown SAND with some gravel and silt,medium dense,damp to moist
si is eo s i
5 sM Dark gray,silty,gravelly SAND with interbedded silt and trace organics,loose,moist
S2 B 20 i 2.4
sM Gray,fine.silty SAND with Vace gravel,medium dense,wet
S3 22 60 �g.q
15
S4 20 90 25.6
Bottom of boring at 16.5 feet bgs
20
25
�
The Riley Group,Inc.
V522 Bothell Way NE BothelL WA 98011
711 St HelensAvenue,Tacoma.WA98402 Figure A��
1838 Sarth Washington Street,Kennewidc.WA 99337
Project Name: Renton Highlands McDonald's Boring/Well No.: B-2
Project Number: 2011-247 Sheet 1 of 1
Client: McDonald's USA, LLC
Date(s)Drilled May 13,2011 Logged By: JC Surface Conditions: Asphalt
Drilling Method(s): Hollow Stem Augef Drill Bd SizelType: Na Tota1 Depth of Borehole: 16.5 feet bgs
Drill Rig Type: Rubber TraCk Drill Rig Drilling Contractor: BoreteC Approximate n/a
Surface Elevation:
Groundwater Level 9�t bgs ATD Sampling Method(s): SPT Hammer Data: 140 Ib,30 in drop,rope and
and Date Measured: cathead
Borehole Backfill: Bentonite Chips Location: 4411 Northeast Sunset Boulevard,Renton,Washington
cg'
m
a
.y
w ^ � � a � 0 0
C w ~ � � � T J m
� N N c � N � U
lp L a a !�I 0 f/1 � N
W p � � � —�° � j � MATERIAL DESCRIPTION �
� halt 8"asphait concrete
F'�� grown SAND with some gravel and silt,loose,damp to moist
S1 9 60 10.7
5 SM Gray.silty SAND with trace gravel,medium dense,moist to wet
S2 18 20 222
SM Brown-gray,silry,fine SAND,loose to medium dense,wet
io
S3 6 60 27.5 I
ML Brown SILT,medium stiff,wet
SM Brown-gray,silty SAND with trace gravel and mottled red-brown,dense,wet
15 ,
S4 35 90 15.3 �
Bottom of boring at 16.5 feet bgs
20
25 II
30
The Riley Group,Inc- I
17571 Bothell Way NE,Bolhell,WA 98011
711 St.Helens Avenue,Tacoma WA 98402 F�gure A_2
1838 South Washing[on Streel,Kennewick,WA 99337 �,
Project Name: Renton Highlands McDonald's BoringlVUell No.: B-3
Project Number: 2011-247
Sheet 1 of 1
Client: McDonald's USA, LLC
Date(s)Drilled: May 13,2011 Logged By: JC Surface Co�ditions: Asphak
Drilling Method(s): H011ow Stem Auge� Drill Bit SizelType: Na Total Depth o�Borehole: 16.5 feet bgs
Drill Rig Type: Rubber Tr2Ck Dfll)Rlg Drilling Contractor: Boret@C Approximate Na
Surface Efevation:
Groundwater Level 140 Ib,30 in drop,rope and
and Date Measured: 12 feet bgs ATD Sampling Method(s): SPT Hammer Data:
cathead
Borehole Bac►cfiu: Bentonite Chips �ocation: 4411 Northeast Sunset Boulevard,ReMon,Washington ,
c�
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w ^
� � m o � 01 0
� � � � � � � J �
� N N C � W � V �
> n E E E 3 c°� U �- �
m
w o v� t`n° in a � � C7 MATERIAL DESCRIPTION �
� en 6"asphalt concrete
Fi0 Gray,silty SAND with some gravel,medium dense,damp ,
S� 2� ss s e
5 SM Brown-gray SAND with some sitt,loose,moist
S2 9 75 22.6
ML Light gray SILT,stiH to very stiff,moist to wet
io
S3 24 75 27.8 :
� SM Red-brown,silty SAND with some gravel to gray,silty,fine SAND with trace gravel,
medium dense to dense,wet
ts
S4 39 60 14.2 �,
Bottom o�boring at 16.5 feet bgs '
zo
zs
ao
The Riley Group.Inc.
17522 Bothell Way NE,Bothell.WA 98011
7t 1 St.Helens Avenue.Tacoma.WA 98402 F ig u re A-3
1838 South Washington Slreet,Kennewick.WA 99337 �
Project Name: Renton Highlands McDonald's BoringlVllell No.' B-4 ,
Project Number: 2011-247 � 'i
Sheet 1 of 1 �
Client: McDonald's USA, LLC '
Date(s)Drilled: May 13,2011 Logged By: JC SuAace Conditions: Asphalt
Drilling Method(s): HOIIOw Stem Auge� Drill Bd Size/Type: nla Total Depth of Borehole: 16.0 feet bgs
Drill Rig Type: Rubber Track Drill Rig Drilling ConVactor: BoreteC Approximate Na
Surface Elevation:
Groundwater Level Not Encou�tered ATD Sampling Method(s): SPT Hammer Data: �40 Ib,30 in drop,rope and
and Date Measured: cathead
Borehole Backfill: Bentonite Chips Location: 4411 Northeast Sunset Boulevard,Renton,Washington
c�'
m
N
N
w ^ � � � E � o
y 0 O
J
0 � N N �� N � V �
O Q y
N �
w p � � � � � � � MATERIAL DESCRIPTION g
� ei 7"asphaR concrete
F'�� Brown SAND with some gravel and silt,medium dense,damp to moist
S1 28 90 s.1
5 M� Light gray SILT with trace mottled brown,stiff,moist to wet
S2 9 80 28.9
SM Brown to grey,silty SAND with some grevel,dense to very dense,moist
io
S3 43 75 7.5 I
�5
S4 50IG" 40 9.6
Bottom of bonng at 16.0 feet bgs
20 I
25
30
The Riley Group,Inc.
17522 Bothell W3y NE,BolhBll.WA 98011
711 St Helens Avenue,Tacoma WA 98d02 F ig u re A-4
1838 South Wash�ngton Street.Kennewick.WA 99337
Project Name: Renton Highlands McDonald's Boring/VNell No.: B-5
Project Number: 2011-247 Sheet 1 of 1
Client: McDonald's USA, LLC
Date(s)Drilled: May 13,2011 Logged By: JC Surface Conditions: Asphalt
Drilling Method(s): Hollow Stem Auge� Drill Bit Size/Type: n/a Total Depth of Borehole: 11.5 feet bgs
Drill Rig rype: Rubber Track Drill Rig Drilling Contractor: Boretec Approximate Na
Surface Elevation:
Groundwater�evei 140 Ib,30 in drop,rope and
a�d Date Measured: 8 feet bgs ATD Sampling Method(s): SPT Hammer Data:
cathead
Borehole eackfiu: Bentonite Chips �ocation: 4411 Northeast Sunset Boulevard,Renton,Washington
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W p � � � � � � � MATERIAL DESCRIPTION �
� sphatt 7.5"asphalt concrete
Fiu Brown SAND with some silt,medium dense,damp to moist
Si n �o iss
5 SM Gray,silty SAND with trace gravel,medium tlense,moist
S2 20 50 22 5
= SP • Gray SAND with trace silt,medium dense,wet
.:.�
to ��e{
I S3 21 85 �� 18S
Bottom of boring at 11.5 feet bgs
15
20
25
30
The R�ley Group.Inc.
17522 Bothell Way NE.Bothell.WA 98011
711 St.Helens Avenue.Tacoma.WA 98402 F ig u re A-5
1838 SaM Washingto�Street,Kennewick,WA 99337
Project Name: Renton Highlands McDonald's BoringlVNell No.: B-s
Project Number: 2011-247
Sheet 1 of 1
Client: McDonald's USA, LLC
Date(s)Drilled: May 13,2011 Logged By: JC Surface Conditions: Asphait
Drilling Method(s): HOIIOw Stem Auger Drill Bit SizelType: Na Total Depth of Borehole: 11.5 feet bgs
Drill Rig Type: Rubber TraCk Drlll Rig Drilling Contractor: BoreteC APProximate Na
Surface Elevation:
Groundwater Level Not Encountered ATD Sampling Method(s): SPT Hammer Data: �40 Ib,30 in drop,rope and
and Date Measured: Cathead
eorehole Backfill: Bentonite Chips Location 4411 Northeast Sunset Boulevard,Renton,Washington
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> a E E E 3 c�i U n "u�i
a� �
w p � � � —�° � j � MATERIAL DESCRIPTION �
° nai 7"asphaR concrete
ML Gray SILT with mottled brown and interbedded silty sand layers,stiff.moist
S1 11 100 20.3
5
S2 28 90 23.7
SM Brown-gray,silty SAND with some gravel.trace mottled brown,medium dense to
dense,moist to wet
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S3 34 90 11.3 I
Bottom of boring at 11.5 feet bgs
is
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25
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The Riley Group.Iro.
17522 Bothell Way NE.Bothell,WA 98011
711 St.Helens Avenue,Tacoma,WA 98402 F ig u re A-6
1838 South Washington Street,Kennewick.WA 99337
Project Name: Renton Highlands McDonald's Boring/VNell No.: B-7
Project Number: 2011-247 Sheet 1 of 1
Client: McDonald's USA, LLC
Date(s)Drilled: May 13,2011 Logged By: JC Surface Conditions: Asphalt
Drilling Method(s): H011ow Stem Auge� Drill Bit Size/Type: n/a Total Depth of Borehole: 11.5 feet bgs
Drill Rig Type: Rubbe�T�aCk D�ill Rig Drilling Contractor: BOret@C Approximate n/a
Surface Elevation:
Groundwater Level Not Encountered ATD Sampiing Method(s): SPT Hammer Data: �40 Ib,30 in drop,rope and
and Date Measured: Cathead
Borehole Backfill: Bentonite Chips Location: 4411 Northeast Sunset Boulevard,Renton,Washington
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fp L 0. C (�/ � U� n N
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w a v°� in tn a � � C9 MATERIAL DESCRIPTION �
� �n 7"asphatt conaete
Fiu Gray to brown,silty.gravelly SAND,dense,damp
S1 4t 70 50
5 SP :N� Brown SAND with trace silt,dense,moist to wet
S2 75 50 .S� 196
.:.�
SM Gray,silty SAND with some gravel,dense.wet
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IS3 45 85 12 0
Bottom of boring at 11.5 feet bgs
15
20
25
30
The Riley Group.lnc.
17522 Bothell Way NE.Bothell,WA 98011
7i 1 Sc Helens Averxie,7acoma.WA 96402 Fig u re A�7
1838 South Washington Street.Kennewidc.WA 99337
THE RILEY GROUP, INC. PHONE: (425)415-0551
17522 Bothell Wa� NE FAX: (d25)415-0311
Bothell,WA 98011
GRAIN SIZE ANALYSIS
ASTM D 421, D 2217, D 1140, C 117, D 422, C 136
PROJECT TITLE Renton Highlands�1cDonald's SAMPLE ID/TYPE B-? SI
PROJECT NO. 2011-247 SAMPLE DEPTH :.s-a.u'
TECH/DATE JC S/19/11
�1'ATER COVTENT(Delivered Nloisture) Total �'ei�ht Of Sample Used For Sieve Corrected For HvQroscopic�-toisture
��'t��'et Soil&Tare(gm) (�i�l) ;Oa.�IU Weight Of Sample(gm) ??�.y11
Wt Dn�Soil&Tare(gm) (w2) 27�.�10 Tare Weight (_gm) 1:.6U
1y'eight of Tare(gm) (w3) I;.�,�1 �W6) Total Dry Vl'eight(gm) 262.30
��'eight of Water(gm) (w4=w1-w2) 28.10 S[EVE ANALYSIS
«-eight of Dry Soil(gm) (w�=w2-��3) 262.30 Cumulative
Ivioisture Content(%) (w4,'w5)*100 ]0.'] Wt Ret (1��`t-Tare) (%Retained) °o P.ASS
+Tare ttNa�edW�b)•too; I100-%ret)
%COBBLES 0.00 12.0" I�.60 0.00 0.00 100.00 cobbles
%C GRAVEL 9.11 3.0" I�.60 0.00 0.00 100.00 coarse gravel
% F GRt1VEL 11.06 2.5" coarse gravel
%C SAND 4.77 2.0" coarse gravel
% ��I SAND 33.93 I.S' I i.611 0.00 0.00 100.00 coarse gravel
% F SA�iD 32.86 I.0" coarse gravel
% FINES 8.27 0.75' �'.��) 23.90 9.11 90.89 fine gravel
%TOTAL 100.00 0.�0" fine gravel
0.375' ��.�U 41.70 15.90 84.10 fine gravel
D10(mm) 1�.I� �4 h6.�0 52.90 20.17 79.83 coarse sand
D30(mm) 0.'_9 #10 i9.00 6�.40 24.93 7�.07 medium sand
� D60(mm) ( x20 medium sand
Cu �40 1(i8.t1(i 1�4.40 �8.86 41.14 fi�e sand
Cc �60 fine sand
�100 '_�46.�0 232.90 88.79 11.21 finzsand
�200 2�420 240.60 91.73 8.27 fines
PAV ���.�)U 262.30 100.00 0.00 silt'clav
100 �� � � � �� a, 2o n o io zo
% 90
80
P �p
A 60
S 50
S 40
I 30
N 20
10
G p '
1000 100 10 1 0.1 0.01 0.001
Grain size in millimeters
DESCRIPTION S;A\U w�ith some grav�l ancl silt Descriptive Terrrts
trace 0 to 5%
little �to 12%
USCS SN-�\�1 some 12 to 30%
and 30 to 50%
FICURE :�-S
The RiJey Group, lnc.
THE RILEY GROUP, 1NC. PHONE: (42�)415-0551
USZ2 Bothell Way �E FAX: (425)415-0311
Bothell,WA 98011
GRAIN SIZE ANALYSIS
ASTVI D 421, D 2217, D 1140, C ll7, D 422, C 136
PROJECT TiTLE Renton Highlands �lcDonald's SAMPLE ID/TYPE B-3 S2
PROJECT NO. 2011-247 SAMPLE DEPTH �.o'-6.�'
TECH/DATE JC 5/l9/11
��'ATER CONTENT(Delivered�-loisture) Total Weiuht Of Sample Lsed For Sieve Corrected For Hv�roscopic Moisture
�'��t tiVet Soil&Tare(gm) (wl) 257.10 Weight Of Sample(gm) 2�190
li�t Dry Soil&Tare(gm) (w2) 23]90 Tare R'eight (gm) 1-1.00
�'��eight of Tare(gm) (w3) 1=t.00 (W'6) Total Dn�Weight(gm) 217.90
���eight of R'ater(gm) (��•4=�v1-��•2) 49.20 SIE�'E AVALYSIS
���eight of Dry Soil(gm) (w5�tir2-��3) 217.90 Cumulative
Moisture Content(%) (�a4ha�5)*100 22.58 Wt Ret (tiT�'t-Tare) (%Retai�edl %PASS
+Tate ;(��tret,��6;"too; (100°oret)
%COBBLES 0.00 12.0" 1�.p0 0.00 0.00 100.00 cobbles
°/a C GR�+►VEL 0.00 3.0" 14.00 0.00 0.00 100.00 coarse gravel
°/a F GR�►V"EL 0.18 2.5" coarse grave]
%C SA:�TD 1.15 2.0" coarse gravel
%Ni SA�1D 58.05 1.5" 1-1.��0 0.00 0.00 100.00 coarse gravel
%F SAND 31.48 1.0" coarse gravel
%FI\ES 9.13 0.75" I�.nO 0.00 0.00 100.00 fine gravel
%TOTAL 100.00 0.�0" fine gravel
0.375" I�.OU 0.00 0.00 100.00 fine gravel
D10(mm) 1i.09? #4 l�.-l�) 0.40 0.18 99.82 coarse sand
D30(mm) U?9 #10 1f�.9i) 2.90 1.33 98.67 medium sand
D60(mm) U.'I #20 medium sand
Cu #40 I-1�.-tii 129.d0 �9..i9 40.61 finesand
Cc #60 fine sand
#100 2U-1.90 190.90 87.61 1239 fine sand
#200 ?1_'.O0 198.00 90.87 9.13 fines
P.Al� �31.90 217.90 ]00.00 0.00 silu'cla.
100 �''" � " #i zo c ns io u2o
a�a 90 ,
80
P 70
A 60
S 50
S 40
I Z� I
N 10 '
G p '
1000 100 10 1 0.1 0.01 0.001
Grain size in millimeters
DESCRIPTION S��'�D��ith some�ilt Descriptive Terms
trace 0 to�°ro
little 5 to 129%0
CSCS SP-S1( some 12 to 304%0 ,
and 30 to�04-0
FIGURE A-9
The Riley Group, Inc.
McDonald's Redevelopment Technical Information Report Renton, WA
Appendix D
�
�
CSWPPP Worksheets
PAC�AND 50186001 Appendi�
Completed by: I�',
BMP Implementation Title: ��
Date:
Develop a plan for impiementing each BMP. Describe the steps necessary to implement the BMP ,
(i.e.,any construction or design),the schedule for completing those steps(list dates),and the ',
rson s �es onsible for im lementation. '
Scheduled Milestone and Person �I
BMPs Description of Action(s) Completion Date(s) Responsible for
Required for Action
Im lementation
Good 1.
Housekeeping
2.
3
Preventive 1.
Maintenance 2
3.
4.
Spi11 1.
Prevention
and 2.
Emergency
Cleanup
3.
Inspections 1.
2.
3.
2009 Surface Water Design Manual{CSWPP Forms; 1/9/2009
Page 1
Schedule Milestone Person
BMPs Description ofAction(s)Required for and Completion Responsible
Im lementation Date s forAction
Source Control 1.
BMPs
2.
3
4.
5.
6.
7.
8.
Treatment 1.
BMPs
2.
3.
4.
Emerging 1.
technologies
2.
Flow Control 3.
BMPs
4.
Page 2
Completed by:
Titie:
Date:
Material Invento
List materials handled,treated,stored,or disposed of at the project site that may potentially be exposed to precipitation or runoff.
Quantity(Units) Likelihood of contact with stormwater Past 5pill or
Used Produced Stored if Yes,describe reason Leak
Material ur ose/Location indicate erlwk.or r. Yes No
2009 Surface Water Design Manual (CSWPP Forms) Page 1 1/9/2009
Completed by:
Title:
Potential Pollutant Source Identification Date:
List all potential stormwater pollutants from materials handled,treated,or stored on-site.
�ikelihood of pollutant being present in your
Potential Stormwater Pollutant Stormwater Pollutant Source stormwater discharge. If yes,explain
2009 Surface Water Design Manual (CSWPP Forms) Page 1
Completed by:
Title:
List of Significant Spills and Leaks Date:
List all spills and leaks of toxic or hazardous pollutants that were significant but are not limited to,release of oil or hazardous substances in excess of reportable
quantities. Although not required,we suggest you list spills and leaks of non-hazardous materials.
Description Response Procedure
Date Location Type of Quantity Source Reason for Amount of Material No Preventive Measure Taken
(as Material ,If Spill/Leak Material longer
(month/day/yea indicated Known Recovered exposed to
�) on site Stormwater
map) (Yes/No)
2009 Surface Water Design Manual (CSWPP Forms) Page 1
Completed by:
Employee Training Title:
Date:
Describe the annual trainin of em lo ees on the SWPPP,addressin s ill res onse, ood housekee in ,and material mana ement practices.
Training Topics Brief Description of Training Program/Materials Schedule for Training
(e.g.,film,newsletter course) (list dates) Attendees
1. LINE WORKERS
Spill Prevention and
Response
Good Housekeeping
Material Management
Practices
2. P2 TEAM:
SWPPP Implementation
Monitoring Procedures
2009 Surface Water Design Manual (CSWPP Forms) Page 1 1/9/2009
Completed by:
Pollution Prevention Team Title:
Date:
Responsible Official: Title:
Team Leader: Office Phone:
Ceil Phone #:
Pager#:
Responsibilities:
(1) Title:
Office Phone:
Pager#:
Cell Phone:
Responsibilities:
(2) Title:
Office Phone:
Pager#:
Cell Phone#:
Responsibilities: '
2009 Surface Water Desigr Manual (CSWPP Formsj 1/9/20C9
Page �
McDonald's Redevelopment Technical Information Report Renton, WA
�
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�
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�
Appendix E
Approved Adjustment Letter
from City of Renton
PACLAND 50186001 Appendix
April Pust
From: Neil R. Watts <Nwatts@Rentonwa.gov>
Sent: Wednesday, May 30, 2012 2:46 PM
To: April Pust
Cc: Kayren K. Kittrick; Arneta J. Henninger; Hebe Bernardo
Subject: RE: McDonalds on Sunset - Adjustment Approval
April
I hope to be able to get a formal approval letter completed shortly. Your request is approved, subject to the conditions
listed below. You may submit the TIR and plans at this time with a copy of this e-mail, and we will include a copy of the
formal approval letter in the project file. You do not need to delay your submittal for the formal approval letter.
The adjustment for the implementation of the StormFilter System for Enhanced Basic Water Quality Treatment without
pre-settling requirements is approved for this particular site development under the following conditions:
1. To account for the fact that there will be no pre-treatment provided upstream of the proposed filtration system,
the ZPG media StormFilter shall be oversized to account for the total impervious area (0.65 acres)to be
constructed on-site (pavement area plus building roof area).
2. The ZPG media StormFilter systems are designed to treat 35 percent of the developed two-year peak flow rate
for all the impervious areas to be constructed (including the building).
3. The StormFilter shall be sized per the manufacturer to comply with all the criteria listed in section 6.5.5 of the
2009 KCSWDM as amended by the City of Renton.
4. The system shall be inspected and maintained as detailed below.
a. For the first two years after construction,the StormFilter system shall be inspected every six months to
assure proper performance. Inspection reports will be used to determine future site-specific
maintenance schedules and requirements.
b. Upon completion of the two-year inspection period after construction of the StormFilter system,the
City will review the inspection report and facility maintenance log to re-evaluate future inspection
frequency of the system. The information will be used to determine if the minimum inspection
frequency of once a year can be allowed.
c. Maintenance activities to assure proper performance of the StormFilter system shall be as needed or as
determined in the biannual inspection to comply with the requirements in the 2009 KCSWDM for
maintenance of drainage facilities.
5. Written records of the inspections and maintenance shall be kept on site and available to the City upon
request. Inspection reports will be used to determine future site-specific maintenance schedules and
requirements.
6. Further analysis and design calculations for the StormFilter system shall be included in the TIR for final approval.
7. A declaration of covenant allowing the City the access to inspect the facility and assigning maintenance
responsibility shall be submitted to the City for review and approval prior to construction permit approval.
1
8. A letter signed by the property owner or business owner agreeing to the required inspection and maintenance
schedule is required as a condition of granting this adjustment. The letter is to make the property owners or
business owners aware of the possible increase in the cost of maintenance, inspection, and replacement of
cartridges that may result from placing the filtration system upstream of a detention facility without
presetting. The letter shall be submitted to the City prior to construction permit approval.
Neil Watts, Director
Development Services Division
From: April Pust fmailto:apust@pacland.coml
Sent: Wednesday, May 30, 2012 1:42 PM
To: Neil R. Watts
Cc: Kayren K. Kittrick; Arneta J. Henninger; Hebe Bernardo
Subject: McDonalds on Sunset- Adjustment Approval
Neil,
I spoke with Hebe and Ron yesterday, and they were going to finalize the adjustment approval letter and pass it along to
Development Services. I'm not sure if it will be sent to us electronically, by mail, or both, but we would like to resubmit
our plans and reports tomorrow.
I wanted to confirm that the approval letter is required to be included in the TIR, as this is the last thing we need to
finalize the report.
Thank you,
April Pust
�
Engineering&Development
Consulting Services
11711 SE 8th St,Suite 303
( Bellevue,WA 98005
OHice:(425)453-9501,Ext. '�":
Fax:(425)453-8208
TI"R.�Z��1%SI[)\'.i/\"TORE 1117}
*Confidentiality Disclaimer*
This communication, induding any atiachments, is the property of PACLAND and may contoin confidential,proprietary, and/or
privileged informotion. Unauthorized use of this communication is strictly prohibited and may be unlawful. If you have received rhis
communicafion in error,please immediately notify the sender by reply e-mai!and destroy all copies of fhe communication and
associated attachmenrs.
2
McDonald's Redevelopment Technical Information Report Renton, WA
Appendix F
Maintenance Agreement Letter
from Property Owner
PACLAND 50186001 Appendix I
May 30, 2012
City of Renton
Depaitment of Community & Economic Development
1055 South Grady Way
Renton, WA 98057-3232
Subject: #6120127; McDonald's Redeveiopment; Renton, WA
StormFilter Maintenance and Inspection Requirements
Dear Sir/Madam;
The purpose of this letter is to acl<nowledge the maintenance and inspection schedule that will be required
as a condition of the approved adjustment to Core Requirement #8 of the 2009 KCSWDM, as amended by
the City of Renton, for the McDonald's Redevelopment project located at 4411 NE Sunset Boulevard in
Renton, WA.
I I understand that the conditions of adjustment approval require that the StormFilter system be inspected
and maintained as detailed below.
a. For the first two years after construction, the StormFilter system shall be inspected every six
months to assure proper performance. Inspection reports will be used to determine future
site-specific maintenance schedules and requirements.
� b. Upon completion of the two-year inspection period after construction of the StormFilter
system, the City will review the inspection report and facility maintenance log to re-evaluate
future inspection frequency of the system. The information will be used to determine if the
minimum inspection frequency of once a year can be allowed.
c. Maintenance activities to assure proper performance of the StormFilter system shall be as
needed or as determined in the biannual inspection to comply with the requirements in the
2009 KCSWDM for maintenance of drainage facilities.
d. Written records of the StormFilter system inspections and maintenance shall be kept on-site
and available to the City upon request. These inspection reports will be used to determine
future site-specific StormFilter system maintenance schedules and requirements,
If you have any questions, please call me at (425) 242-2415. Thank you for your assistance.
Sincerely,
Ro ert J. am
' De elopm nt Director
McDonalc� USA, LLC