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Renton Market and Piazza
City of Renton, WA
Technical Information Report
April 2025 | Civil Contruction Permit Report
DEVELOPMENT ENGINEERING
msippo 08/13/2025
Surface Water Enginering
jfarah 08/14/2025
Renton Market and Piazza – City of Renton
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Technical Information Report
April 2025
Prepared for:
City of Renton
Prepared by:
KPFF Consulting Engineers
1601 Fifth Avenue, Suite 1600
Seattle, WA 98101
Heather Lewison, PE
Mariam Saghafian
2025-04-15
Renton Market and Piazza – City of Renton
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Table of Contents
1. Project Overview ........................................................................................................................................... 1
Existing Conditions ......................................................................................................................................... 2
Proposed Conditions ....................................................................................................................................... 2
2. Conditions and Requirements Summary ................................................................................................... 3
Core Requirement No. 1: Discharge at the Natural Location ......................................................................... 3
Core Requirement No. 2: Off-Site Analysis .................................................................................................... 3
Core Requirement No. 3: Flow Control ........................................................................................................... 3
Core Requirement No. 4: Conveyance System .............................................................................................. 4
Core Requirement No. 5: Construction Stormwater Pollution Prevention ...................................................... 4
Core Requirement No. 6: Maintenance and Operations ................................................................................ 4
Core Requirement No. 7: Financial Guarantees and Liability ........................................................................ 4
Core Requirement No. 8: Water Quality ......................................................................................................... 4
Core Requirement No. 9: On-Site BMPs ........................................................................................................ 5
Full Dispersion .......................................................................................................................................... 5
Full and Limited Infiltration ....................................................................................................................... 5
Rain Gardens ........................................................................................................................................... 5
Bioretention .............................................................................................................................................. 5
Permeable Paving .................................................................................................................................... 5
Basic Dispersion ....................................................................................................................................... 5
Special Requirement No. 1: Other Adopted Area-Specific Requirements ..................................................... 6
Special Requirement No. 2: Flood Hazard Area Delineation ......................................................................... 6
Special Requirement No. 3: Flood Protection Facilities ................................................................................. 6
Special Requirement No. 4: Source Control ................................................................................................... 7
Special Requirement No. 5: Oil Control .......................................................................................................... 7
Special Requirement No. 6: Aquifer Protection Area ..................................................................................... 7
3. Off-Site Analysis (N/A) .................................................................................................................................. 7
4. Flow Control, Low Impact Development (LID), and Water Quality Facility Analysis and Design (N/A)
........................................................................................................................................................................ 7
Flow Control Exemption .................................................................................................................................. 7
5. Conveyance System Analysis and Design................................................................................................. 8
6. Special Reports and Studies (N/A) .............................................................................................................. 9
7. Other Permits ................................................................................................................................................ 9
8. Construction Stormwater Pollution Prevention Plan (CSWPPP) Analysis and Design ........................ 9
Part 8.A: Erosion and Sediment Control Plan Analysis and Design ............................................................... 9
Part 8.B: Stormwater Pollution Prevention and Spill Control Plan Design ................................................... 10
9. Bond Quantities, Facility Summaries, and Declaration of Covenant .................................................... 11
10. Operations and Maintenance Manual ....................................................................................................... 11
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List of Figures
Figure 1-1: Vicinity Map ....................................................................................................................................... 1
List of Tables
Table 1-1: Project’s Existing Surface Areas ........................................................................................................ 2
Table 1-2: Project’s Proposed Surface Areas ..................................................................................................... 3
Table 2-1: On-site BMPs Infeasibility Criteria ...................................................................................................... 6
Table 4-1: Site Peak Flows ................................................................................................................................... 8
Table 7-1: Required Permits ................................................................................................................................. 9
Appendices
Appendix A – TIR Worksheet
Appendix B – Existing and Proposed Conditions Map
Appendix C – Minimum Requirements
Appendix D – Civil Plans
Appendix E – Flow Control
Appendix F – Conveyance Calculations
Appendix G – Bond Quantity Worksheet
Appendix H – Operations and Maintenance Manual
Appendix I – Geotechnical Report
Renton Market and Piazza – City of Renton
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1. Project Overview
The Renton Market and Piazza project is located at 233 Burnett Avenue South in Renton, Washington. The
project site is bounded by Renton Transit Center to the north, Burnett Avenue South to the east, Logan Avenue
South to the west, and South 3rd Street to the south. The site covers parcels no. 5696000055, 5696000065,
5696000120, 0007200188, and 5696000050 per parcel records of King County, Washington. Parcel no.
0007200188 is owned by Seattle Public Utilities (SPU) located in the south portion of the project site. The
project site includes Renton Pavilion Events Center building (Market), concrete paving parking stalls, concrete
pedestrian walkways and plaza, one driveway, landscaping, and Piazza Park. The park contains concrete
pedestrian walkways, water features, trees, and landscaping. Refer to Figure 1-1 for a vicinity map.
The project proposes minor site, utility, and right-of-way improvements associated with the renovation of the
existing Market building and Piazza Park. Site improvements include a new driveway on Burnett Avenue
South, a new temporary trash enclosure, parking lot restriping to the north of the Market, and a new vestibule
entry on the south side of the building. Utility improvements associated with the Market building include
installation of new grease interceptor and associated side sewer piping. Site improvements on Piazza Park
include existing pavement restoration and park reconfiguration including new pedestrian walkways,
landscaping, and drainage collection. Utility improvements associated with the Piazza Park include installation
of new pedestrian lighting within the Piazza Park and Logan Avenue South right-of-way, and new drainage
infrastructure.
Refer to Appendix A for the TIR Worksheet.
Figure 1-1: Vicinity Map
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EXISTING CONDITIONS
The site consists of the Renton Pavilion Events Center building, parking area, and the Piazza Park. The site
slopes from east to west at 1.0 to 5.0%.
Runoff from the site is collected via catch basins and area drains on-site and is conveyed to storm drainage
infrastructure along the western and eastern property frontages in Logan Avenue South and Burnett Avenue
South.
The majority of the site’s runoff north of the Market building is collected via catch basins and then discharges
to the existing 18-inch public storm drain in Logan Avenue South. The eastern edge of the site’s runoff, sheet
flows to catch basins located in the Burnett Avenue South right-of-way, which are collected by a 12-in public
storm drain. Both systems ultimately discharge to Cedar River.
The northern portion of the Piazza Park site’s storm drainage system discharges to an existing catch basin in
Logan Avenue South right-of-way and drains to the same 18-inch public storm drain in Logan Avenue South,
which ultimately discharges to Cedar River. The southern portion of the Piazza Park site’s storm drainage
system discharges to an existing 12-inch public storm drain in Logan Avenue South that drains to the west and
ultimately discharges to Black River.
Refer to Appendix B for a GIS map of the existing storm drainage system.
The on-site improvements area is approximately 19,683 square feet (0.452 acres). Refer to Appendix B for an
existing conditions map. Refer to Table 1-1 for a summary of existing surfaces.
Table 1-1: Project’s Existing Surface Areas
No. Surface Description Area (sf) Area (acre)
1 Impervious Surface 9,802 0.225
2 Pervious Surface 9,881 0.227
Total 19,683 0.452
Soil conditions for the site are interpreted to be Urban Land soil category per the USDA Web Soil Survey.
Refer to Appendix B for the soils map.
PROPOSED CONDITIONS
The site improvements consist of pedestrian pavement replacement at the Market building vestibule and
Piazza Park, utility trenching for sewer, parking lot restriping, new pedestrian lighting and associated utility
trenching, and new trees and landscaping at Piazza Park. A new concrete vehicle driveway will be constructed
on Burnett Avenue South for additional site access. New pedestrian lighting along with minor sidewalk
replacement is proposed on Logan Avenue South right-of-way. The proposed site improvements will continue
to maintain the existing drainage pattern.
Refer to Table 1-2 for a summary of the project’s proposed surface areas.
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Table 1-2: Project’s Proposed Surface Areas
No. Surface Description Area (sf) Area (acre)
1 Non-Pollution-Generating Impervious Surface (NPGIS):
Pedestrian Pavement 10,275 0.236
2 Pollution-Generating Impervious Surface (PGIS): Road and
Driveway 579 0.013
3 Pollution-Generating Pervious Surface (PGPS): Landscape 8,829 0.203
Total 19,683 0.452
Refer to Appendix B for a proposed conditions exhibit.
The proposed project follows the requirements of the 2022 City of Renton Surface Water Design Manual
(RSWDM). The minimum requirements for drainage review were determined using the manual and are
detailed in the following sections of this report.
2. Conditions and Requirements Summary
The proposed redevelopment project results in more than 2,000 square feet but less than 50 acres of new plus
replaced impervious surface; therefore, a “Full Drainage Review” is required per the RSWDM, Section 1.1.2.4.
The following is a summary of how the project will comply with the nine core requirements and six special
requirements.
Refer to Appendix C for minimum requirements and Appendix D for civil plans.
CORE REQUIREMENT NO. 1: DISCHARGE AT THE NATURAL LOCATION
The project will maintain the existing topography and drainage patterns of the site. Runoff from the project site
will continue to be discharged to the existing public stormwater conveyance systems in Logan Avenue South
and Burnett Avenue South. The existing systems ultimately discharge to Cedar River and Black River.
Therefore, the project meets the discharge requirements in Section 1.2.1 of the RSWDM.
Refer to Appendix C for a GIS map of the downstream drainage system.
CORE REQUIREMENT NO. 2: OFF-SITE ANALYSIS
Per RSWDM, Section 1.2.2, the project does not significantly change the rate, volume, duration, or location of
discharges to and from the project site, therefore is exempt from off-site analysis. Proposed improvements
include replacing existing impervious surface in kind with impervious surface having similar runoff-generating
characteristics and adding minimal new impervious surface.
Refer to Appendix C for a GIS map of the downstream drainage system.
CORE REQUIREMENT NO. 3: FLOW CONTROL
Per RSWDM, Section 1.2.3, The project proposes more than 5,000 square feet of new plus replaced
impervious surface, therefore flow control facilities are required. However, because the site is located within
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the Peak Rate Flow Control Standard Area and has minimal increase in site runoff, this project is exempt from
flow control.
Refer to Section 4 for flow control exemption calculations.
CORE REQUIREMENT NO. 4: CONVEYANCE SYSTEM
Per RSWDM, Section 1.2.4.1, the proposed project is required to provide conveyance system analysis for all
new conveyance system elements. The project proposes replacing a portion of the existing storm drainage
system with new area drains, storm drainage pipes, a new trench drain in the building vestibule and a new
catch basin in Logan Street right-of-way.
Refer to Section 5 of this report for conveyance design and calculation details.
CORE REQUIREMENT NO. 5: CONSTRUCTION STORMWATER POLLUTION
PREVENTION
Temporary Erosion and Sediment Control (TESC) best management practices (BMPs) will be implemented
during construction to prevent the transport of sediment from the project site to the maximum extent
practicable. TESC BMPs are anticipated to include silt fences, straw wattles, catch basin inserts, and other
measures as necessary.
Refer to Appendix D for Civil TESC plans.
Refer to Section 8 of this report for the Construction Stormwater Pollution Prevention Plan (CSWPPP)
analysis and design.
CORE REQUIREMENT NO. 6: MAINTENANCE AND OPERATIONS
The owner is responsible for the maintenance and operations of the proposed drainage structures. Refer to
Section 9 of this report for maintenance and operations discussion.
CORE REQUIREMENT NO. 7: FINANCIAL GUARANTEES AND LIABILITY
The project will post a construction bond, assignment of funds, or a certified check before a building permit is
issued in accordance with the COR Municipal Code 4-6-030. The applicant will also maintain liability
insurance throughout the duration of construction. A maintenance bond will also be submitted to the COR
before receiving acceptance of any newly constructed on-site private storm drain improvements.
Refer to Section 9 of this report for bond quantities, facility summaries, and declaration of covenant discussion.
CORE REQUIREMENT NO. 8: WATER QUALITY
Per RSWDM, the proposed project has less than 5,000 square feet of new plus replaced impervious surface
(PGIS), and less than ¾ acres of pollutant generation pervious surface (PGPS), therefore is exempt from the
water quality requirement.
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CORE REQUIREMENT NO. 9: ON-SITE BMPS
Per RSWDM, all proposed projects, including redevelopment projects, must provide on-site BMPs to mitigate
the impacts of storm and surface water runoff generated by new impervious surface, new pervious surface,
existing impervious surfaces, and replaced impervious surface targeted for mitigation.
For non-subdivision projects making improvements on an individual site/lot, implementation of this requirement
shall be in accordance with the “Individual Lot BMP Requirements” in Section 1.2.9.2 of the RSWDM. On-site
BMP requirements may be satisfied through two methods: (1) application of BMPs to the maximum extent
feasible, or (2) complying with the Low Impact Development (LID) Performance Standard. The project will
provide on-site BMPs to the maximum extent feasible for the replaced impervious surfaces. Following is the
evaluation of feasibility and applicability of small lot BMPs for this project per Section 1.2.9.2.1 of the RSDM.
Refer to Table 2-1 for infeasibility criteria per the RSWDM.
Full Dispersion
The site cannot accommodate the required minimum native vegetated flowpath; therefore, full dispersion is
considered infeasible per Section C.2.1.1 of the RSWDM.
Full and Limited Infiltration
The project site is located within Wellhead Protection Area, Zone 1 of the Aquifer Protection Area (APA), per
City of Renton GIS maps. Per Section 1.3.6, Special Requirement No. 6, it is prohibited to provide on-site
BMPs that rely on infiltration, such as bioretention and permeable pavement. Also, per Section C2.2, this BMP
is not allowed in Zone 1 of the APA.
Rain Gardens
The project site is located within Wellhead Protection Area, Zone 1 of the APA, per City of Renton GIS maps.
This BMP is not allowed in Zone 1 of the APA per Section C2.12 of the RSWDM.
Bioretention
The project site is located within Wellhead Protection Area, Zone 1 of the APA, per City of Renton GIS maps.
Per Section 1.3.6, Special Requirement No. 6, it is prohibited to provide on-site BMPs that rely on infiltration,
such as bioretention and permeable pavement. Also, per Section C2.6, this BMP is not allowed in Zone 1 of
the APA.
Permeable Paving
The project site is located within Wellhead Protection Area, Zone 1 of the APA, per City of Renton GIS maps.
Per Section 1.3.6, Special Requirement No. 6, it is prohibited to provide on-site BMPs that rely on infiltration,
such as bioretention and permeable pavement. In addition, per Section C2.7, this BMP is not allowed in Zone
1 of the APA. For this project, the replaced impervious surface consists of replacing/patching portions of
existing conditions and matching in kind.
Basic Dispersion
The site cannot accommodate the required minimum native vegetated flowpath; therefore, basic dispersion is
considered infeasible per Section C.2.4.1 of the RSWDM.
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Table 2-1: On-site BMPs Infeasibility Criteria
No. BMP Feasibility Infeasibility Criteria
1 Full Dispersion Infeasible
Section C.2.1: Full dispersion is considered infeasible and
not required for projects that cannot meet the minimum
design requirements listed below.
• Minimum Design Requirement No. 3: A native
vegetated flowpath segment of at least 100 feet in
length (25 feet for sheet flow from a nonnative
pervious surface) must be available along the flowpath
that runoff would follow upon discharge from a
dispersion device.
2 Full Infiltration Infeasible Section C2.2: This BMP is not allowed in Zone 1 of the
Aquifer Protection Area.
3 Rain Gardens Infeasible Section C2.12: This BMP is not allowed in Zone 1 of the
Aquifer Protection Area.
4 Bioretention Infeasible Section C.2.6: This BMP is not allowed in Zone 1 of the
Aquifer Protection Area.
5 Permeable Paving Infeasible Section C2.7: This BMP is not allowed in Zone 1 of the
Aquifer Protection Area.
6 Basic Dispersion Infeasible
Section C.2.4: Basic dispersion is considered infeasible
and not required for projects that cannot meet the minimum
design requirements listed below.
• Minimum Design Requirement No. 2: Each dispersion
device must discharge runoff such that it flows over a
minimum distance of vegetated area called the
“vegetated flowpath segment.” The minimum distance,
or length of the flowpath segment, is specified in the
design specifications for each device.
SPECIAL REQUIREMENT NO. 1: OTHER ADOPTED AREA -SPECIFIC
REQUIREMENTS
There are no adopted area-specific regulations for the site. Therefore, Special Requirement No. 1 is not
applicable to the project.
SPECIAL REQUIREMENT NO. 2: FLOOD HAZARD AREA DELINEATION
Per the City of Renton GIS Maps, the project does not contain and is not adjacent to a flood hazard area. Per
the FEMA Flood Map Service Center, the project site is within the “Other Flood Areas,” Zone X, with the
annotation of 500-year flood chance. Per RSWDM, flood hazard areas are composed of the 100-year
floodplain, zero-rise flood fringe, zero-rise floodway, and FEMA floodway. Since Zone X is not considered a
100-year flood hazard area, Special Requirement No. 2 is not applicable to this project.
Refer to Appendix C for the FEMA FIRM Map.
SPECIAL REQUIREMENT NO. 3: FLOOD PROTECTION FACILITIES
The project will not rely on existing or proposed flood protection facilities for protection against hazards posed
by erosion or inundation. Therefore, Special Requirement No. 3 is not applicable to this project.
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SPECIAL REQUIREMENT NO. 4: SOURCE CONTROL
Water quality source controls applicable to this project will be applied in accordance with the King County
Stormwater Pollution Prevention Manual and Renton Municipal Code, Title IV. The proposed trash enclosure
includes roof to prevent rainwater interaction with dumpster/trash receptacles.
SPECIAL REQUIREMENT NO. 5: OIL CONTROL
The site is not considered high-use because its anticipated average daily traffic count is less than 100 vehicles
per 1,000 square feet of gross building area; therefore, Special Requirement No. 5 is not applicable.
SPECIAL REQUIREMENT NO. 6: AQUIFER PROTECTION AREA
Per the City of Renton GIS Maps, the site is located within the Wellhead Protection Area, Zone 1 of the APA.
The project does not propose any type of prohibited systems including flow control facilities, on-site BMPs that
rely on infiltration, or open channel conveyance systems.
Refer to Appendix C for the City of Renton Critical Areas Map.
3. Off-Site Analysis (N/A)
As mentioned in Section 2, Core Requirement No. 2, this project is exempt from off-site analysis. Therefore,
this section is not applicable.
4. Flow Control, Low Impact Development (LID), and Water
Quality Facility Analysis and Design (N/A)
As mentioned in the Core Requirements summary, this project is exempt from flow control and water quality
requirements. Refer to Section 2 of this report.
FLOW CONTROL EXEMPTION
Per City of Renton GIS maps, the projects site is located in subsection “Peak Rate (Existing)” of the Area-
Specific Flow Control Facility Requirement. Refer to Appendix E for City of Renton Flow Control Application
GIS map.
Per RSWDM, Section 1.2.3.1, the exception criteria for the Peak Rate Flow Control Standard Areas are as
follows:
“The facility requirement in Peak Rate Flow Control Standard Areas may be waived for any threshold
discharge area of a redevelopment project in which all of the following criteria are met:
a) The target surfaces subject to the Peak Rate Flow Control Standard Areas facility requirement will
generate no more than a 0.15-cfs increase (when modeled using 15 -minute time steps) in the existing
site conditions 100 -year peak flow (modeled using same time step unit (e.g., 15 -minute) used to
calculate the developed flow) at any natural discharge location from the project site.
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b) The increased runoff from target surfaces will not significantly impact a critical area, severe flooding
problem, or severe erosion problem.”
The project is increasing the impervious area by approximately 925 square feet. MGSFlood model results for
existing conditions and proposed conditions show that the 100-year peak flow rate is increased by
approximately 0.02-cfs (cubic feet per second). The increased runoff will not significantly impact a critical area,
severe flooding problem, or severe erosion problem. Therefore, the project meets the exemption criteria for
flow control. Refer to Table 4-1 for the increase in peak flow rates from the existing to proposed conditions.
Table 4-1: Site Peak Flows
Peak Flow
Rate Existing Conditions Proposed Conditions Delta
2-yr 0.105-cfs 0.112-cfs 0.007-cfs
25-yr 0.170-cfs 0.179-cfs 0.009-cfs
100-yr 0.356-cfs 0.372-cfs 0.016-cfs
Refer to Appendix E for flow rates MGSFlood calculations.
5. Conveyance System Analysis and Design
The project will replace the existing area drain adjacent the south vestibule entry with a 4-inch trench drain.
The grading has been revised to move the low point away from the doors to the Market but will continue to
collect the same area. The proposed trench drain will be connected to an existing 8-inch storm drain. The total
drainage area for the trench drain is approximately 5,720-square feet, which results in a 0.38-cfs during a 25-
year 24-hour rainfall event. The 4-inch trench drain will have a minimum depth of 9.8-inches and will have the
minimum capacity of 0.38-cfs with 9.7-inches of minimum nominal upstrem depth. The existing 8-inch storm
drain at the proposed south vestibule will be rerouted to avoid the proposed structural foundations.
Approximately 3,500-square feet of existing roof will also be redirected to the existing 8-inch storm drain at the
south vestibule entry. The total drainage area for the proposed 8-inch storm drain is approximately 16,855-
square feet and will result in the flow rate of 0.96-cfs during a 25-year 24-hour rainfall event. The proposed 8-
inch storm drain, sloped at 0.4%, has a full flow capacity rate of 0.99-cfs, therefore has sufficient capacity to
drain the contributing area.
The runoff at Piazza Park will be collected through existing and proposed area drains and proposed french
drains on-site. The proposed storm drainage pipe system will be connected to an existing catch basin in Logan
Street right-of-way. This area collected by the proposed storm drainage system is approximately 10,613-sf
resulting in 0.83-cfs during a 25-year 24-hour rainfall event. The proposed 8-inch storm drain, sloped at a
minimum slope of 0.65%, has a full flow capacity of 1.06-cfs, therefore has sufficient capacity to carry the flow.
Refer to Appendix F for basin map and conveyance calculations.
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6. Special Reports and Studies (N/A)
A Geotechnical Engineering Report was prepared by Associated Earth Sciences titled
“Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report - City of Renton Pavilion”
dated October 31, 2024. The explorations found soils to consist of existing fill and Holocene alluvial deposits.
It determined that on-site infiltration for surface water drainage is infeasible due to the presence of existing fill
and shallow groundwater level. Refer to Appendix I for a copy of the Geotechnical Engineering Report.
7. Other Permits
The required permits associated with the project are listed below. This report covers the requirements
pertaining to the “Civil Construction Permit” submitted to the City of Renton.
Table 7-1: Required Permits
Agency Permit/Approval
City of Renton Civil Construction Permit
City of Renton Building Permit
DOE (Department of Ecology) SEPA (State Environmental Policy Act)
8. Construction Stormwater Pollution Prevention Plan
(CSWPPP) Analysis and Design
PART 8.A: EROSION AND SEDIMENT CONTROL PLAN ANALYSIS AND DESIGN
Temporary and permanent erosion and sediment control (ESC) measures will be implemented per
Appendix D, Section D.2.1, of the RSWDM.
1. Clearing Limits: Prior to any site clearing or grading, areas to remain undisturbed during project
construction shall be delineated on the project’s ESC plan and physically marked on the project site.
2. Cover Measures: Temporary and permanent cover measures shall be provided when necessary to
protect disturbed areas. The intent of these measures is to prevent erosion by having as much area as
possible covered during any period of precipitation.
3. Perimeter Protection: Perimeter protection to filter sediment from sheet flow shall be provided
downstream of all disturbed areas prior to upslope grading.
4. Traffic Area Stabilization: Unsurfaced entrances, roads, and parking areas used by construction traffic
shall be stabilized to minimize erosion and tracking of sediment off-site.
5. Sediment Retention: Surface water collected from all disturbed areas of the site shall be routed
through a sediment pond or trap prior to release from the site, except those areas at the perimeter of the
site small enough to be treated solely with perimeter protection. Sediment retention facilities shall be
installed prior to grading any contributing area.
6. Surface Water Collection: Surface water collection measures (e.g., ditches, berms, etc.) shall be
installed to intercept all surface water from disturbed areas, convey it to a sediment pond or trap, and
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discharge it downstream of any disturbed areas. Areas at the perimeter of the site, which are small
enough to be treated solely with perimeter protection, do not require surface water collection. Significant
sources of upstream surface water that drain onto disturbed areas shall be intercepted and conveyed to
a stabilized discharge point downstream of the disturbed areas. Surface water collection measures shall
be installed concurrently with or immediately following rough grading and shall be designed,
constructed, and stabilized as needed to minimize erosion.
7. Dewatering Control: The water resulting from construction site dewatering activities must be treated
prior to discharge or disposed of as specified.
8. Dust Control: Preventative measures to minimize wind transport of soil shall be implemented when a
traffic hazard may be created or when sediment transported by wind is likely to be deposited in water
resources.
9. Flow Control: Surface water from disturbed areas must be routed through the project’s on-site flow
control facility or other provisions must be made to prevent increases in the existing site conditions
2-year and 10-year runoff peaks discharging from the project site during construction (flow control
facility, runoff treatment facility, and on-site BMP areas [existing or proposed] shall not be used for this
purpose).
10. Control Pollutants: Stormwater pollution prevention (SWPPS) measures are required to prevent,
reduce, or eliminate the discharge of pollutants to on-site or adjacent stormwater systems or
watercourses from construction-related activities such as materials delivery and storage, on-site
equipment fueling and maintenance, demolition of existing buildings and disposition of demolition
materials and other waste, and concrete handling, washout and disposal. Section D.2.2 describes BMPs
specific to this purpose; additionally, several of the ESC BMPs described herein are applicable.
11. Protect Existing and Proposed Stormwater Facilities and On-Site BMPs: Sedimentation and soil
compaction reduce the infiltration capacity of native and engineered soils. Protection measures shall be
applied/installed and maintained so as to prevent adverse impacts to existing stormwater facilities and
on-site BMPs and areas of proposed stormwater facilities and on-site BMPs for the project. Adverse
impacts can prompt the requirement to restore or replace affected stormwater facilities and on-site
BMPs.
12. Maintain Protective BMPs: Protection measures shall be maintained to ensure continued performance
of their intended function, to prevent adverse impacts to existing BMPs/facilities and areas of proposed
BMPs/facilities, and protect other disturbed areas of the project.
13. Manage the Project: Coordination and timing of site development activities relative to ESC concerns,
and timely inspection, maintenance and update of protective measures are necessary to effectively
manage the project and ensure the success of protective ESC and SWPPS design and implementation.
PART 8.B: STORMWATER POLLUTION PREVENTION AND SPILL CONTROL
PLAN DESIGN
Stormwater pollution prevention and spill control (SWPPS) measures will be implemented per Section D.2.2 of
the RSWDM.
• Follow effective pollutant handling and disposal procedures.
• Provide cover and containment for materials, fuel and other pollutants.
• Manage the project site to maximize pollutant control and minimize pollutant sources.
• Protect from spills and drips of petroleum products and other pollutants.
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• Avoid overapplication or untimely application of chemicals and fertilizers.
• Prevent or treat contamination of stormwater runoff by pH modifying sources.
9. Bond Quantities, Facility Summaries, and Declaration of
Covenant
The Site Improvement Bond Quantity Worksheet is included in Appendix G. A drainage facility declaration of
covenant and grant of easement will be recorded at the King County office of Records and Elections for the
privately maintained drainage facilities on-site.
Flow Control and Water Quality Facility Summary Sheets are not applicable to this project, since the project
does not propose any flow control and water quality facilities.
10. Operations and Maintenance Manual
The proposed stormwater structures on-site consist of a trench drain for collection and storm drainage pipes
for conveyance. A copy of RSWDM “maintenance requirements for stormwater facilities and on-site BMPs” for
on-site structures is included in Appendix H.
a bond and declaration of covenant are
not required for city owned property
Renton Market and Piazza – City of Renton
Appendix A
Appendix A
TIR Worksheet
CITY OF RENTON SURFACE WATER DESIGN MANUAL
2022 City of Renton Surface Water Design Manual 6/22/2022
8-A-1
REFERENCE 8-A
TECHNICAL INFORMATION REPORT (TIR)
WORKSHEET
Part 1 PROJECT OWNER AND
PROJECT ENGINEER Part 2 PROJECT LOCATION AND
DESCRIPTION
Project Owner _____________________________
Phone ___________________________________
Address __________________________________
_________________________________________
Project Engineer ___________________________
Company _________________________________
Phone ___________________________________
Project Name __________________________
CED Permit # ________________________
Location Township ________________
Range __________________
Section _________________
Site Address __________________________
_____________________________________
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
Land Use (e.g., Subdivision / Short Subd.)
Building (e.g., M/F / Commercial / SFR)
Grading
Right-of-Way Use
Other _______________________
DFW HPA
COE 404
DOE Dam Safety
FEMA Floodplain
COE Wetlands
Other ________
Shoreline
Management
Structural
Rockery/Vault/_____
ESA Section 7
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report Site Improvement Plan (Engr. Plans)
Type of Drainage Review
(check one):
Date (include revision
dates):
Date of Final:
Full
Targeted
Simplified
Large Project
Directed
__________________
__________________
__________________
Plan Type (check
one):
Date (include revision
dates):
Date of Final:
Full
Modified
Simplified
__________________
__________________
__________________
Heather Lewison
KPFF Consulting Engineers
206.926.0648
Renton Market and Piazza
233 Burnett Avenue South,
Renton, WA 98057
ü Civil Construction Permit
ü
City of Renton
1055 S Grady Way, Renton, WA
98057
18
23 North
05 East
04/16/2025
ü
425.430.6400
04/16/2025
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
6/22/2022 2022 City of Renton Surface Water Design Manual 8-A-2
Part 6 SWDM ADJUSTMENT APPROVALS
Type (circle one): Standard / Blanket
Description: (include conditions in TIR Section 2)
____________________________________________________________________________________
____________________________________________________________________________________
____________________________________________________________________________________
Approved Adjustment No. ______________________ Date of Approval: _______________________
Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes / No
Start Date: _______________________
Completion Date: _______________________
Describe: _________________________________
_________________________________________
_________________________________________
Re: SWDM Adjustment No. ________________
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan: ____________________________________________________________________
Special District Overlays: ______________________________________________________________
Drainage Basin: _____________________________________________________________________
Stormwater Requirements: _____________________________________________________________
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
River/Stream ________________________
Lake ______________________________
Wetlands ____________________________
Closed Depression ____________________
Floodplain ___________________________
Other _______________________________
_______________________________
Steep Slope __________________________
Erosion Hazard _______________________
Landslide Hazard ______________________
Coal Mine Hazard ______________________
Seismic Hazard _______________________
Habitat Protection ______________________
_____________________________________
ü Aquifer Protection Area (Zone 1)
N/A
Lower Cedar River and Black River
REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
2022 City of Renton Surface Water Design Manual 6/22/2022
Ref 8-A-3
Part 10 SOILS
Soil Type
______________________
______________________
______________________
______________________
Slopes
________________________
________________________
________________________
________________________
Erosion Potential
_________________________
_________________________
_________________________
_________________________
High Groundwater Table (within 5 feet)
Other ________________________________
Sole Source Aquifer
Seeps/Springs
Additional Sheets Attached
Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE
Core 2 – Offsite Analysis_________________
Sensitive/Critical Areas__________________
SEPA________________________________
LID Infeasibility________________________
Other________________________________
_____________________________________
LIMITATION / SITE CONSTRAINT
_______________________________________
_______________________________________
_______________________________________
_______________________________________
_______________________________________
_______________________________________
Additional Sheets Attached
Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet
per Threshold Discharge Area)
Threshold Discharge Area:
(name or description)
Core Requirements (all 9 apply):
Discharge at Natural Location Number of Natural Discharge Locations:
Offsite Analysis Level: 1 / 2 / 3 dated:__________________
Flow Control (include facility
summary sheet)
Standard: _______________________________
or Exemption Number: ____________
Conveyance System Spill containment located at: _____________________________
Erosion and Sediment Control /
Construction Stormwater Pollution
Prevention
CSWPP/CESCL/ESC Site Supervisor: _____________________
Contact Phone: _________________________
After Hours Phone: _________________________
Maintenance and Operation Responsibility (circle one): Private / Public
If Private, Maintenance Log Required: Yes / No
Financial Guarantees and Liability Provided: Yes / No
N/A
N/A
Renton Market and Piazza project site has two Threshold
Discharge Areas, Cedar River and Black River.
2
Aquifer Protection
Area (Zone 1)
The site is within Wellhead Protection Area.
Therefore, Infiltration is prohibited.
N/A
Urban Land
The project is addressing Core Requirement No. 9 (On-site
BMPs) through application of BMPs to the maximum extent
feasible, however applicable and available BMP's are not
feasible.
ü
ü
ü
ü
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
6/22/2022 2022 City of Renton Surface Water Design Manual 8-A-4
Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet
per Threshold Discharge Area)
Water Quality (include facility
summary sheet)
Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog
or Exemption No. _______________________
On-site BMPs Describe:
Special Requirements (as applicable):
Area Specific Drainage
Requirements
Type: SDO / MDP / BP / Shared Fac. / None
Name: ________________________
Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None
100-year Base Flood Elevation (or range): _______________
Datum:
Flood Protection Facilities Describe:
Source Control
(commercial / industrial land use)
Describe land use:
Describe any structural controls:
Oil Control High-Use Site: Yes / No
Treatment BMP: _________________________________
Maintenance Agreement: Yes / No
with whom? _____________________________________
Other Drainage Structures
Describe:
N/A
All on-site BMPs are infeasible.
N/A
N/A
N/A
N/A
REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
2022 City of Renton Surface Water Design Manual 6/22/2022
Ref 8-A-5
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
Clearing Limits
Cover Measures
Perimeter Protection
Traffic Area Stabilization
Sediment Retention
Surface Water Collection
Dewatering Control
Dust Control
Flow Control
Control Pollutants
Protect Existing and Proposed
BMPs/Facilities
Maintain Protective BMPs / Manage
Project
MINIMUM ESC REQUIREMENTS
AFTER CONSTRUCTION
Stabilize exposed surfaces
Remove and restore Temporary ESC Facilities
Clean and remove all silt and debris, ensure
operation of Permanent BMPs/Facilities, restore
operation of BMPs/Facilities as necessary
Flag limits of sensitive areas and open space
preservation areas
Other _______________________
Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch)
Flow Control Description Water Quality Description On-site BMPs Description
Detention
Infiltration
Regional
Facility
Shared
Facility
Other
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
Vegetated
Flowpath
Wetpool
Filtration
Oil Control
Spill Control
Other
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
Full Dispersion
Full Infiltration
Limited Infiltration
Rain Gardens
Bioretention
Permeable
Pavement
Basic Dispersion
Soil Amendment
Perforated Pipe
Connection
Other
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
Infeasible
N/A N/A
Infeasible
Infeasible
Infeasible
Infeasible
Infeasible
Infeasible
Infeasible
Infeasible
Infeasible
ü
ü
ü
ü
üü
ü
ü
ü
ü
ü
ü
ü
ü
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
6/22/2022 2022 City of Renton Surface Water Design Manual 8-A-6
Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS
Drainage Easement
Covenant
Native Growth Protection Covenant
Tract
Other ____________________________
Cast in Place Vault
Retaining Wall
Rockery > 4′ High
Structural on Steep Slope
Other _______________________________
Part 17 SIGNATURE OF PROFESSIONAL ENGINEER
I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were
incorporated into this worksheet and the attached Technical Information Report. To the best of my
knowledge the information provided here is accurate.
____________________________________________________________________________________
Signed/Date
N/A
Light Pole Foundationsü
2025-04-15
Renton Market and Piazza – City of Renton
Appendix B
Appendix B
Existing and Proposed Conditions Map
Existing Drainage System GIS Map
Soils Map
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LEGEND - RENTON PAVILION SITE
SURFACE AREA (SF)AREA (AC)
IMPERVIOUS AREA 9,802 0.225
PERVIOUS AREA 9,881 0.227
TOTAL ON-SITE AREA 19,683-SF 0.452-AC
LIMITS OF WORK
RENTON MARKET & PIAZZA
EXISTING CONDITIONS
April 2025
0
1 inch = 10 feet
5'10'20'
APRIL 2025
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37.8
37.
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38.4 38.6 38.8
38.8
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37.2
37.0
36.8
S 3RD ST
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LO
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S
RENTON PAVILION
EVENT CENTER
LEGEND - RENTON PAVILION SITE
SURFACE AREA (SF)AREA (AC)
NON-POLLUTION GENERATING
IMPERVIOUS SURFACE (NPGIS)10,275 0.236
POLLUTION-GENERATING
IMPERVIOUS SURFACE (PGIS)579 0.013
POLLUTION-GENERATING
PERVIOUS SURFACE (PGPS)8,829 0.203
TOTAL ON-SITE AREA 19,683-SF 0.452-AC
LIMITS OF WORK
RENTON MARKET & PIAZZA
PROPOSED CONDITIONS
April 2025
0
1 inch = 10 feet
5'10'20'
APRIL 2025
2,257
188
WGS_1984_Web_Mercator_Auxiliary_Sphere
Notes
Legend
128
0 64 128 Feet
All data, information, and maps are provided "as is" without warranty or any representation of accuracy, timeliness of completeness. The burden
for determining accuracy, completeness, timeliness, merchantability and fitness for or the appropriateness for use rests solely on the user.
None
City and County Labels
Addresses
Parcels
City and County Boundary
Renton
<all other values>
Network Structures
Public Access Riser
Private Access Riser
Public Inlet
Private Inlet
Public Manhole
Private Manhole
Public Utility Vault
Private Utility Vault
Public Clean Out
Private Clean Out
Public Unknown
Private Unknown
Pump Station
Public Pump Station
Private Pump Station
Discharge Point
Public Discharge Point
Private Discharge Point
Water Quality
Public Water Quality
Private Water Quality
Detention Facilities
Public Detention Facility
Private Detention Facility
Pipe Flow Direction
Pipe
Public Pipe
Private Pipe
Public Culvert
Private Culvert
Public Roofdrain
Private Roofdrain
Open Drains
Virtual Drainline
Facility Outline
Vegetated
COR GIS Map - Storm Drainage System
Soil Map—King County Area, Washington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/12/2024
Page 1 of 3
52
5
8
3
0
0
52
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52
5
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0
558900 559000 559100 559200 559300 559400 559500 559600 559700 559800 559900 560000 560100 560200 560300 560400 560500 560600
558900 559000 559100 559200 559300 559400 559500 559600 559700 559800 559900 560000 560100 560200 560300 560400 560500 560600 560700
47° 29' 9'' N
12
2
°
1
3
'
7
'
'
W
47° 29' 9'' N
12
2
°
1
1
'
3
9
'
'
W
47° 28' 30'' N
12
2
°
1
3
'
7
'
'
W
47° 28' 30'' N
12
2
°
1
1
'
3
9
'
'
W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84
0 400 800 1600 2400
Feet
0 100 200 400 600
Meters
Map Scale: 1:8,440 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
Project Site
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: King County Area, Washington
Survey Area Data: Version 19, Aug 29, 2023
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 31, 2022—Aug 8,
2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Soil Map—King County Area, Washington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/12/2024
Page 2 of 3
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
AkF Alderwood and Kitsap soils,
very steep
12.2 3.3%
AmC Arents, Alderwood material, 6
to 15 percent slopes
16.0 4.3%
BeD Beausite gravelly sandy loam,
15 to 30 percent slopes
10.8 2.9%
Pc Pilchuck loamy fine sand 5.4 1.4%
Rh Riverwash 3.6 1.0%
Ur Urban land 314.6 85.1%
W Water 7.3 2.0%
Totals for Area of Interest 369.9 100.0%
Soil Map—King County Area, Washington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/12/2024
Page 3 of 3
Renton Market and Piazza – City of Renton
Appendix C
Appendix C
Core Requirements
• Drainage Review Required Flow Chart
• Minimum Requirements Table
• Downstream Drainage System Map
• Critical Areas Map- Wellhead Protection Area Zones
• FEMA Flood Insurance Rate Map (FIRM)
SECTION 1.1 DRAINAGE REVIEW
6/22/2022 2022 City of Renton Surface Water Design Manual
1-14
FIGURE 1.1.2.A FLOW CHART FOR DETERMINING TYPE OF DRAINAGE REVIEW REQUIRED
1.1.2 DRAINAGE REVIEW TYPES AND REQUIREMENTS
2022 City of Renton Surface Water Design Manual 6/22/2022
1-15
TABLE 1.1.2.A REQUIREMENTS APPLIED UNDER EACH DRAINAGE REVIEW TYPE
Simplified
Single family residential projects that result in 2,000 sf of new plus replaced impervious
surface or 7,000 sf of land disturbing activity but do not exceed the new plus replaced PGIS,
new PGPS, and new pervious surface thresholds specified in Sec. 1.1.2.1. Note: The project may
also be subject to Targeted Drainage Review.
Directed
Single family residential projects that result in 2,000 sf of new plus replaced impervious
surface or 7,000 sf of land disturbing activity that are not subject to Simplified Drainage Review
or Large Project Drainage Review. The project may also be subject to Targeted Drainage Review.
Targeted
New and redevelopment projects that are not subject to Directed, Full or Large Project Drainage
Review, AND have characteristics of one or more of the following categories of projects:
1. Projects containing or adjacent to a flood, erosion, or steep slope hazard area; or projects
within a Landslide Hazard Drainage Area or Aquifer Protection Area.
2. Projects that construct or modify a drainage pipe/ditch that is 12″ or larger or receive runoff
from a 12″ or larger drainage pipe/ditch.
3. Redevelopment projects with $100,000 in improvements to a high-use site.(1)
Full
All projects that result in 2,000 sf of new plus replaced impervious surface or 7,000 sf of land
disturbing activity but are not subject to Simplified Drainage Review, Directed Drainage Review,
OR Large Project Drainage Review.
Large Project Projects that result in 50 acres of new impervious surface within a subbasin or multiple
subbasins that are hydraulically connected.
DRAINAGE REVIEW TYPE
Simplified Directed
Targeted
Full
Large
Project Categ 1 Categ 2 Categ 3
SIMPLIFIED DRAINAGE
REQUIREMENTS SEE NOTE 4
CORE REQUIREMENT #1
Discharge at Natural Location (4) (2,3) *(2)
CORE REQUIREMENT #2
Offsite Analysis (4) (2,3) *(2) (3) (3) (3)
CORE REQUIREMENT #3
Flow Control Facilities (4) (2,3) *(2) (3) (3)
CORE REQUIREMENT #4
Conveyance System (4) (2,3) *(2)
CORE REQUIREMENT #5
Construction Stormwater
Pollution Prevention
(4) (2,3)
CORE REQUIREMENT #6
Maintenance & Operations (4) (2,3) *(2)
CORE REQUIREMENT #7
Financial Guarantees & Liability (4) (2,3) *(2) (3) (3) (3) (3)
CORE REQUIREMENT #8
Water Quality Facilities (4) (2,3) *(2) (3) (3)
CORE REQUIREMENT #9
On-site BMPs (4)
SECTION 1.1 DRAINAGE REVIEW
TABLE 1.1.2.A REQUIREMENTS APPLIED UNDER EACH DRAINAGE REVIEW TYPE
DRAINAGE REVIEW TYPE
Simplified Directed
Targeted
Full
Large
Project Categ 1 Categ 2 Categ 3
SPECIAL REQUIREMENT #1
Other Adopted Area-Specific
Requirements
(4) (2,3) (3) (3) (3)
SPECIAL REQUIREMENT #2
Flood Hazard Area Delineation (4) (2,3) (3) (3) (3)
SPECIAL REQUIREMENT #3
Flood Protection Facilities (4) (2,3) (3) (3) (3)
SPECIAL REQUIREMENT #4
Source Control (4) (2,3) (3) (3) (3) (3) (3)
SPECIAL REQUIREMENT #5
Oil Control (4) (2,3)
(3) (3) (3)
SPECIAL REQUIREMENT #6
Aquifer Protection Areas (2,3) (3) (3) (3) (3) (3)
(1) Category 3 projects installing oil controls that construct or modify a 12-inch pipe/ditch are also Category 2 projects.
(2) May be applied by CED based on project or site-specific conditions. Documentation of compliance required.
(3) These requirements have exemptions or thresholds that may preclude or limit their application to a specific project.
(4) A proposed project subject to Simplified Drainage Review that complies with the Simplified drainage requirements detailed in Appendix
C is presumed to comply with all the core and special requirements in Sections 1.2 and 1.3 except those requirements that would apply
to the project if it is subject to Targeted Drainage Review as specified in Section 1.1.2.2.
9,1801530
Map Title
All data, information, and maps are provided "as is" without warranty or any representation of accuracy, timeliness of completeness. The burden for
determining accuracy, completeness, timeliness, merchantability and fitness for or the appropriateness for use rests solely on the user.
WGS_1984_Web_Mercator_Auxiliary_Sphere
Notes
None
Legend
1040 0 520 1040Feet
City and County Labels
Parcels
City and County Boundary
Renton
<all other values>
Pump Station
Public Pump Station
Private Pump Station
Discharge Point
Public Discharge Point
Private Discharge Point
Pipe
Public Pipe
Private Pipe
Public Culvert
Private Culvert
Public Roofdrain
Private Roofdrain
Open Drains
Facility Outline
Vegetated
Non-Vegetated
Facility Transfer
Inactive Pipe
Inactive Discharge Point
Streets
Waterbodies
2023.sid
Red: Band_1
Green: Band_2
Blue: Band_3
Project Site
Storm drainage
Conveyance System
Outfall Location:
Black River
COR GIS Map - Downstream Drainage System
4,800800
Map Title
All data, information, and maps are provided "as is" without warranty or any representation of accuracy, timeliness of
completeness. The burden for determining accuracy, completeness, timeliness, merchantability and fitness for or the
appropriateness for use rests solely on the user.
WGS_1984_Web_Mercator_Auxiliary_Sphere
Notes Legend
544 272 Feet5440
City and County Labels
Parcels
City and County Boundary
Renton
<all other values>
Network Structures
Public Access Riser
Private Access Riser
Public Inlet
Private Inlet
Public Manhole
Private Manhole
Public Utility Vault
Private Utility Vault
Public Clean Out
Private Clean Out
Public Unknown
Private Unknown
Pump Station
Public Pump Station
Private Pump Station
Discharge Point
Public Discharge Point
Private Discharge Point
Water Quality
Public Water Quality
Private Water Quality
Detention Facilities
Public Detention Facility
Private Detention Facility
Pipe
Public Pipe
Private Pipe
Public Culvert
Private Culvert
Public Roofdrain
Private Roofdrain
Open Drains
Facility Outline
Vegetated
Non-Vegetated
Fence
Facility Transfer
Inactive Structure
Inactive Pipe
Inactive Water Quality
Project Site
Storm drainage
Conveyance System
Storm drainage
Conveyance System
Outfall Location:
Cedar River
COR GIS Map - Downstream Drainage System
2,400
200
WGS_1984_Web_Mercator_Auxiliary_Sphere
Map Title
Notes
None
Legend
136 0 68 136 Feet
All data, information, and maps are provided "as is" without warranty or any representation of accuracy, timeliness of
completeness. The burden for determining accuracy, completeness, timeliness, merchantability and fitness for or the
appropriateness for use rests solely on the user.
Wellhead Protection Area Zones
Zone 1
Zone 1 Modified
Zone 2
Environment Designations
Natural
Shoreline High Intensity
Shoreline Isolated High Intensity
Shoreline Residential
Urban Conservancy
Jurisdictions
Streams (Classified)
S - Shoreline
F - Fish
Np - Non-Fish
Ns - Non-Fish Seasonal
Unclassfied
Wetlands
Streets
Points of Interest
Parks
Waterbodies
2023.sid
Red: Band_1
Green: Band_2
Blue: Band_3
Project Site
COR GIS Map - Critical Areas
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NOTE: THIS AREA IS SHOWN AS BEING PROTECTED FROM THE 1-PERCENT-ANNUAL-CHANCE OR GREATER FLOOD HAZARD BY A LEVEE SYSTEM THAT HAS BEENPROVISIONALLY ACCREDITED. OVERTOPPING OR FAILURE OF ANY LEVEE SYSTEM IS POSSIBLE. FOR ADDITIONAL INFORMATION SEE THE "PROVISIONALLY ACCREDITED LEVEE NOTE" IN NOTES TO USERS.
B
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JOINS PANEL 0979
JOINS PANEL 0664
JOINS PANEL 0981
JOINS PANEL 0976
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.
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777
122° 13' 07.5"
47° 30' 00"
King CountyUnincorporated Areas530071
COMMUNITY NUMBER PANEL SUFFIX
CONTAINS:
(SEE MAP INDEX FOR FIRM PANEL LAYOUT)
Federal Emergency Management Agency
FLOOD INSURANCE RATE MAPFIRM
MAP REPOSITORIESRefer to Map Repositories list on Map Index
EFFECTIVE DATE OF COUNTYWIDEFLOOD INSURANCE RATE MAPSeptember 29, 1989
EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANELMay 16, 1995 - to update map format.(Date of Revision) - to change Base Flood Elevations, to update corporate limits, to add roads and road names, to update the effects of wave action, to change Special Flood Hazard Areas, to change zone designations and to incorporate previously issued Letters of Map Revision.
For community map revision history prior to countywide mapping, refer to the CommunityMap History table located in the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in this community, contact your insurance agentor call the National Flood Insurance Program at 1-800-638-6620.
Notice to User: The Map Number shown belowshould be used when placing map orders; theCommunity Number shown above should beused on insurance applications for the subject community.
MAP REVISED
MAP NUMBER53033C0977G
KING COUNTY,WASHINGTONAND INCORPORATED AREAS
KING COUNTY 530071 0977 GRENTON, CITY OF 530088 0977 G
NFIP
NATIONAL FLOOD INSURANCE PROGRAM
PANEL 0977G
PANEL 977 OF 1700
250 10000FEET
150 3000METERS
MAP SCALE 1" = 500'500
150
NOTES TO USERS
This map is for use in administering the National Flood Insurance Program. It doesnot necessarily identify all areas subject to flooding, particularly from local drainagesources of small size. The community map repository should be consulted forpossible updated or additional flood hazard information.
To obtain more detailed information in areas where Base Flood Elevations (BFEs)and/or floodways have been determined, users are encouraged to consult the FloodProfiles and Floodway Data and/or Summary of Stillwater Elevations tables containedwithin the Flood Insurance Study (FIS) Report that accompanies this FIRM. Usersshould be aware that BFEs shown on the FIRM represent rounded whole-footelevations. These BFEs are intended for flood insurance rating purposes only andshould not be used as the sole source of flood elevation information. Accordingly,flood elevation data presented in the FIS Report should be utilized in conjunction withthe FIRM for purposes of construction and/or floodplain management.
Coastal Base Flood Elevations shown on this map apply only landward of 0.0’North American Vertical Datum of 1988 (NAVD 88). Users of this FIRM should beaware that coastal flood elevations are also provided in the Summary of StillwaterElevations table in the Flood Insurance Study Report for this jurisdiction. Elevationsshown in the Summary of Stillwater Elevations table should be used for constructionand/or floodplain management purposes when they are higher than the elevationsshown on this FIRM.
Boundaries of the floodways were computed at cross sections and interpolatedbetween cross sections. The floodways were based on hydraulic considerations withregard to requirements of the National Flood Insurance Program. Floodway widthsand other pertinent floodway data are provided in the Flood Insurance Study Reportfor this jurisdiction.
Certain areas not in Special Flood Hazard Areas may be protected by flood controlstructures. Refer to Section 2.4 "Flood Protection Measures" of the Flood InsuranceStudy Report for information on flood control structures for this jurisdiction.
Provisionally Accredited Levee Notes to Users: Check with your localcommunity to obtain more information, such as the estimated level of protectionprovided (which may exceed the 1-percent-annual-chance level) and EmergencyAction Plan, on the levee system(s) shown as providing protection for areas onthis panel. To maintain accreditation, the levee owner or community is requiredto submit the data and documentation necessary to comply with Section 65.10 ofthe NFIP regulations by November 01, 2018. If the community or owner doesnot provide the necessary data and documentation or if the data anddocumentation provided indicate the levee system does not comply withSection 65.10 requirements, FEMA will revise the flood hazard and riskinformation for this area to reflect de-accreditation of the levee system. Tomitigate flood risk in residual risk areas, property owners and residents areencouraged to consider flood insurance and floodproofing or other protectivemeasures. For more information on flood insurance, interested parties shouldvisit the FEMA Website at http://www.fema.gov/national-flood-insurance-program.
The projection used in the preparation of this map was Universal TransverseMercator (UTM) zone 10. The horizontal datum was NAD 83, GRS 1980spheroid. Differences in datum, spheroid, projection or UTM zones used in theproduction of FIRMs for adjacent jurisdictions may result in slight positionaldifferences in map features across jurisdiction boundaries. These differences do notaffect the accuracy of this FIRM.
Flood elevations on this map are referenced to the North American Vertical Datum of1988. These flood elevations must be compared to structure and ground elevationsreferenced to the same vertical datum. For information regarding conversionbetween the National Geodetic Vertical Datum of 1929 and the North AmericanVertical Datum of 1988, visit the National Geodetic Survey website athttp://www.ngs.noaa.gov or contact the National Geodetic Survey at the followingaddress:
NGS Information ServicesNOAA, N/NGS12National Geodetic SurveySSMC-3, #92021315 East-West HighwaySilver Spring, Maryland 20910-3282(301) 713-3242
To obtain current elevation, description, and/or location information for bench marksshown on this map, please contact the Information Services Branch of the NationalGeodetic Survey at (301) 713- 3242, or visit its website at http://www.ngs.noaa.gov.
Base Map information shown on the FIRM was derived from multiplesources. Base map files were provided in digital format by King County GIS, WADNR, WSDOT, and Pierce County GIS. This information was compiled at scales of1:12,000 to 24,000 during the time period of 1994-2012.
The profile baselines depicted on this map represent the hydraulic modeling baselines that match the flood profiles in the FIS report. As a result of improved topographic data, the profile baseline, in some cases, may deviate significantly from the channel centerline or appear outside the SFHA.
Based on updated topographic information, this map reflects more detailed andup-to-date stream channel configurations and floodplain delineations thanthose shown on the previous FIRM for this jurisdiction. As a result, the FloodProfiles and Floodway Data tables for multiple streams in the FloodInsurance Study Report (which contains authoritative hydraulic data) may reflectstream channel distances that differ from what is shown on the map. Also, the road to floodplain relationships for unrevised streams may differ from what isshown on previous maps.
Corporate limits shown on this map are based on the best data available at the timeof publication. Because changes due to annexations or de-annexations may haveoccurred after this map was published, map users should contact appropriatecommunity officials to verify current corporate limit locations.
Please refer to the separately printed Map Index for an overview map of thecounty showing the layout of map panels; community map repository addresses;and a Listing of Communities table containing National Flood Insurance Programdates for each community as well as a listing of the panels on which each communityis located.
For information on available products associated with this FIRM visit the MapService Center (MSC) website at http://msc.fema.gov. Available products mayinclude previously issued Letters of Map Change, a Flood Insurance Study Report,and/or digital versions of this map. Many of these products can be ordered orobtained directly from the MSC website.
If you have questions about this map, how to order products, or the NationalFlood Insurance Program in general, please call the FEMA Map InformationeXchange (FMIX) at 1-877-FEMA-MAP (1-877-336-2627) or visit the FEMAwebsite at http://www.fema.gov/business/nfip.
Zone D boundary
Floodway boundary
1% Annual Chance Floodplain Boundary
0.2% Annual Chance Floodplain Boundary
*Referenced to the North American Vertical Datum of 1988
D
!
!!!!!!!!!!!!!
LEGEND
SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TOINUNDATION BY THE 1% ANNUAL CHANCE FLOOD
ZONE A
ZONE AE
ZONE AH
ZONE AO
ZONE AR
ZONE A99
ZONE V
ZONE VE
ZONE X
FLOODWAY AREAS IN ZONE AE
OTHER FLOOD AREAS
OTHER AREAS
ZONE XZONE D
The 1% annual chance flood (100-year flood), also known as the base flood, is the flood that hasa 1% chance of being equaled or exceeded in any given year. The Special Flood Hazard Area isthe area subject to flooding by the 1% annual chance flood. Areas of Special Flood Hazardinclude Zones A, AE, AH, AO, AR, A99, V, and VE. The Base Flood Elevation is the water-surfaceelevation of the 1% annual chance flood.
No Base Flood Elevations determined.
Base Flood Elevations determined.
Flood depths of 1 to 3 feet (usually areas of ponding); Base Flood Elevationsdetermined.
Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); averagedepths determined. For areas of alluvial fan flooding, velocities also determined.
Special Flood Hazard Areas formerly protected from the 1% annual chanceflood by a flood control system that was subsequently decertified. ZoneAR indicates that the former flood control system is being restored to provideprotection from the 1% annual chance or greater flood.Area to be protected from 1% annual chance flood by a Federal floodprotection system under construction; no Base Flood Elevations determined.
Coastal flood zone with velocity hazard (wave action); no Base Flood Elevationsdetermined.
Coastal flood zone with velocity hazard (wave action); Base Flood Elevationsdetermined.
The floodway is the channel of a stream plus any adjacent floodplain areas that must be kept free ofencroachment so that the 1% annual chance flood can be carried without substantial increases inflood heights.
Areas of 0.2% annual chance flood; areas of 1% annual chance flood withaverage depths of less than 1 foot or with drainage areas less than 1 squaremile; and areas protected by levees from 1% annual chance flood.
Areas determined to be outside the 0.2% annual chance floodplain.
Areas in which flood hazards are undetermined, but possible.
CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas.
CBRS and OPA boundary
Boundary dividing Special Flood Hazard Area Zones and boundary dividing Special Flood Hazard Areas of different Base Flood Elevations, flood depths, or flood velocities.
Base Flood Elevation value where uniform within zone; elevation infeet*
Cross section line
Transect line
Geographic coordinates referenced to the North American Datum of1983 (NAD 83) Western Hemisphere
1000-meter Universal Transverse Mercator grid values, zone 104989000m N
Bench mark (see explanation in Notes to Users section of this FIRMpanel)
River Mile
Base Flood Elevation line and value; elevation in feet*
COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
OTHERWISE PROTECTED AREAS (OPAs)
513
(EL 987)
45° 02’ 08”, 93° 02’ 12”
DX5510
M1.5
A A
23 23
PRELIMINARY
9/15/2017
Project Site
Renton Market and Piazza – City of Renton
Appendix D
Appendix D
Civil Plans
BU
R
N
E
T
T
A
V
E
S
WELLS AVE S
BU
R
N
E
T
T
P
L
S
MILL AVE S
N RIVERSIDE DR
MAIN AVE S
S 2ND ST
S 2ND ST
N 1ST ST
CEDAR AVE S
WIL
L
I
A
M
S
A
V
E
S
BURNETT AVE S
SHATTUCK AVE S
MORRIS AVE S
S 3RD ST
MORRIS AVE S
S 3RD ST
S TOBIN ST
WE
L
L
S
A
V
E
S
SH
A
T
T
U
C
K
A
V
E
S
S 4TH ST
MO
R
R
I
S
A
V
E
S
SH
A
T
T
U
C
K
A
V
E
S
BURNETT AVE S
S 3RD PL
MIL
L
A
V
E
S
HOUSER WAY SWILLIAMS AVE S
S 4TH ST
HOUSER WAY S
LOGAN AVE S
S 3RD ST
S 2ND ST
BURNETT AVE S
S 2ND ST
BURNETT AVE S
S 3RD ST
S 2ND ST
N RIVERSIDE DR
S TOBIN ST
S 4TH ST
SM
I
T
H
E
R
S
A
V
E
S
WILLIAMS AVE S
S 3RD ST
PELLY AVE N
MAIN AVE S
S 4TH ST
WILLIAMS AVE S
HOUSER WAY S
LO
G
A
N
A
V
E
S
MILL AVE S
WHITWORTH AVE S
MAIN AVE S
WELLS AVE S
S 4TH ST
BRONSON WAY N
S 3RD ST
S 4TH ST
MA
I
N
A
V
E
S
WILLIAMS AVE S
S 4TH ST
S 3RD ST S 3RD ST
WHITWORTH AVE S
SMITHERS AVE S
WELLS AVE S
WH
I
T
W
O
R
T
H
A
V
E
S
S 2ND ST
HOUSER
W
A
Y
S
WILLIAMS AVE S
S 2ND ST
LOGAN AVE S
S 2ND ST
MAIN AVE S
S 2ND ST
HOUSER WAY S
S TOBIN STS TOBIN ST
MORRIS AVE S
WELLS AVE S
WELLS AVE S
N 1ST ST
SHATTUCK AVE S
S 4TH PL
HOUSER WAY S
HOUSER WAY S
SHATTUCK AVE S
BRONSON WAY N
MAIN AVE S
S 3RD ST S 3RD ST
BRONSON WAY N
S 2ND STS 2ND ST S 2ND ST
SMITHERS AVE S
S 2ND ST S 2ND ST
I-405 FWY
PROJECT
LOCATION
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
VICINITY MAP
1" = 500'±RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
COVER
R-433401
2025-04-15
NOTESCall 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES:
(STD PLAN 268.00)
1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE- CONSTRUCTION MEETING
SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND
THE APPLICANT' S CONTRACTOR.
2. THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE WASHINGTON STATE DEPARTMENT OF ECOLOGY
(ECOLOGY) CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS REQUIRED FOR THE PROJECT. THE
APPLICANT SHALL PROVIDE THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO ECOLOGY
ASSOCIATED WITH THE CONSTRUCTION STORMWATER GENERAL PERMIT.
3. THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION SEQUENCE DETAILING THE ORDERED STEPS
THAT SHALL BE FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO POST- PROJECT CLEANUP IN
ORDER TO FULFILL PROJECT ESC REQUIREMENTS.
4. THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND THEIR BUFFERS, AND AREAS OF
VEGETATION PRESERVATION AND TREE RETENTION AS PRESCRIBED ON THE PLAN(S) SHALL BE CLEARLY
DELINEATED BY FENCING AND PROTECTED IN THE FIELD IN ACCORDANCE WITH APPENDIX D OF THE CITY
OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM) PRIOR TO THE START OF CONSTRUCTION.
DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE
PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ ESC SUPERVISOR FOR THE
DURATION OF CONSTRUCTION.
5. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION
AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS CONSTRUCTED
WHEEL WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE
KEPT CLEAN AND TRACK- OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE
PROJECT. IF SEDIMENT IS TRACKED OFFSITE, PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE
END OF EACH DAY, OR MORE FREQUENTLY DURING WET WEATHER, AS NECESSARY TO PREVENT
SEDIMENT FROM ENTERING WATERS OF THE STATE.
6. WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED OFF- SITE OR IN DESIGNATED CONCRETE
WASHOUT AREAS ONLY. DO NOT WASH OUT CONCRETE TRUCKS ONTO THE GROUND, OR TO STORM
DRAINS OR OPEN DITCHES. ON- SITE DUMPING OF EXCESS CONCRETE SHALL ONLY OCCUR IN
DESIGNATED CONCRETE WASHOUT AREAS.
7. ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND/
OR CONSTRUCTION TO PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER, DRAINAGE
SYSTEMS AND ADJACENT PROPERTIES. ALL ESC BMPS SHALL BE MAINTAINED IN A SATISFACTORY
CONDITION UNTIL SUCH TIME THAT CLEARING AND/ OR CONSTRUCTION IS COMPLETE AND POTENTIAL FOR
ON- SITE EROSION HAS PASSED. ALL ESC BMPS SHALL BE REMOVED AFTER CONSTRUCTION IS
COMPLETED AND THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR ON- SITE EROSION DOES
NOT EXIST. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT, ENHANCEMENT, AND REMOVAL OF ESC
BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT.
8. ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE THE POTENTIAL TO POLLUTE RUNOFF
SHALL BE DISPOSED OF PROPERLY.
9. THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET
ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL
CONDITIONS DICTATE, THE APPLICANT SHALL ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO
ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF
CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS ANY
NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES AND TO PROVIDE ADDITIONAL ESC BMPS,
OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT ADJACENT PROPERTIES
AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM.
10. APPROVAL OF THIS PLAN IS FOR ESC ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM
DRAINAGE DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTORS, CHANNELS, OR STORMWATER
FACILITIES.
11. ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION OF STORMWATER FACILITIES SHALL BE
SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL.
12. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED
FOR TWO DAYS DURING THE WET SEASON (OCTOBER 1ST THROUGH APRIL 30TH) OR SEVEN DAYS DURING
THE DRY SEASON (MAY 1ST THROUGH SEPTEMBER 30TH) SHALL BE IMMEDIATELY STABILIZED WITH THE
APPROVED ESC COVER METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.) IN
CONFORMANCE WITH APPENDIX D OF THE RENTON SWDM.
13. WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION SITES BETWEEN OCTOBER 1ST AND
APRIL 30TH, UNLESS OTHERWISE APPROVED BY THE CITY.
14. ANY AREA NEEDING ADDITIONAL ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE
ADDRESSED WITHIN SEVEN (7) DAYS.
15. THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED AT A MINIMUM OF ONCE A
MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT. INSPECTION AND MAINTENANCE SHALL OCCUR
MORE FREQUENTLY AS REQUIRED BY THE CITY.
16. BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY, CATCH BASIN INSERTS PER THE CITY
STANDARD PLAN 216. 30 SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 500
FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE INLET WILL BE
CONVEYED TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL BE PERIODICALLY
INSPECTED AND REPLACED AS NECESSARY TO ENSURE FULLY FUNCTIONING CONDITION.
17. AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED 2/3 OF THE CAPACITY OF THE CATCH BASIN SUMP.
ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING
OPERATION SHALL NOT FLUSH SEDIMENT- LADEN WATER INTO THE DOWNSTREAM SYSTEM.
18. ANY PERMANENT STORMWATER FACILITY LOCATION USED AS A TEMPORARY SETTLING BASIN SHALL BE
MODIFIED WITH THE NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE
TEMPORARY FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT
STATE, THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT
LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY.
19.AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING STORMWATER FACILITIES OR ON- SITE BMPS
(AMENDED SOILS, BIORETENTION, PERMEABLE PAVEMENT, ETC.) SHALL BE CLEARLY FENCED AND
PROTECTED USING ESC BMPS TO AVOID SEDIMENTATION AND COMPACTION DURING CONSTRUCTION.
20. PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1ST), ALL DISTURBED AREAS SHALL BE
INSPECTED TO IDENTIFY WHICH ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE WINTER
RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE
WET SEASON.AN EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE AREAS TO REMAIN
UNCOVERED SHALL BE SUBMITTED TO THE CITY FOR REVIEW.
21. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, THE PROJECT SITE SHALL BE STABILIZED TO PREVENT
SEDIMENT- LADEN WATER FROM LEAVING THE PROJECT SITE, ALL ESC BMPS SHALL BE REMOVED, AND
STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND ON- SITE BMPS SHALL BE RESTORED TO THEIR
FULLY FUNCTIONING CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL BE VEGETATED OR
OTHERWISE PERMANENTLY STABILIZED. AT A MINIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED
AND MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP SHORTLY AFTER FINAL APPROVAL.
MULCH WITHOUT SEEDING IS ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER 1ST.
22. ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION CONTROL.
ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN CITY ROAD
RIGHTS- OF- WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY STANDARDS. ROCKERIES
OUTSIDE OF ROAD RIGHTS- OF- WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE INTERNATIONAL
BUILDING CODE.
CITY OF RENTON WASTEWATER UTILITY STANDARD NOTES
(STD PLAN 413)
1.ALL WORK AND MATERIAL SHALL BE IN CONFORMANCE WITH THE STANDARDS AND
SPECIFICATION OF THE CITY OF RENTON PUBLIC WORKS DEPARTMENT AND THE LATEST EDITION
OF THE WSDOT/ APWA STANDARDS AND SPECIFICATIONS, AS APPROVED AND MODIFIED BY THE
CITY OF RENTON STANDARD PLANS& SPECIFICATIONS.A SET OF APPROVED PLANS SHALL BE
KEPT ON SITE AT ALL TIMES DURING CONSTRUCTION.
2.DATUM FOR VERTICAL CONTROL SHALL BE NORTH AMERICAN VERTICAL DATUM 1988.
HORIZONTAL CONTROL SHALL BE NORTH AMERICAN DATUM 1983/ 1991 UNLESS OTHERWISE
APPROVED BY THE CITY. BENCHMARKS AND MONUMENTS SHALL BE REFERENCED ON THE
APPROVED PLANS.
3.A PRE- CONSTRUCTION CONFERENCE AND A 24- HOUR NOTICE SHALL BE REQUIRED PRIOR TO
STARTING NEW CONSTRUCTION. IT SHALL BE THE CONTRACTOR' S RESPONSIBILITY TO SECURE
ALL NECESSARY PERMITS, INCLUDING STREET USE PERMITS, PRIOR TO STARTING
CONSTRUCTION. INSPECTION WILL BE ACCOMPLISHED BY A REPRESENTATIVE OF THE CITY. IT
SHALL BE THE CONTRACTOR' S RESPONSIBILITY TO NOTIFY THE PUBLIC WORKS INSPECTOR 24
HOURS IN ADVANCE OF BACKFILLING ALL CONSTRUCTION.
4.THE HOURS OF WORK IN THE STREET RIGHT- OF- WAY SHALL BE PER CITY SPECIFICATIONS ON
WEEKDAYS UNLESS OTHERWISE APPROVED IN WRITING BY THE PUBLIC WORKS DEPARTMENT.
AN APPROVED TRAFFIC CONTROL PLAN MUST BE OBTAINED PRIOR TO BEGINNING ANY WORK
WITHIN THE PUBLIC RIGHT- OF-WAY.
5.CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS AND SEQUENCES OF
CONSTRUCTION AND FOR THE SAFETY OF WORKERS AND OTHERS ON THE CONSTRUCTION SITE
IN ACCORDANCE WITH LOCAL, STATE AND FEDERAL REQUIREMENTS.
6.ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE
CONTRACTOR' S RESPONSIBILITY TO VERIFY THE TRUE AND CORRECT LOCATION SO AS TO
AVOID DAMAGE OR DISTURBANCE. THE CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS
OF RCW 19. 122. A DIG TICKET SHALL BE OBTAINED A MINIMUM OF TWO BUSINESS DAYS PRIOR
TO STARTING ANY EXCAVATION. THE CONTRACTOR SHALL HAVE A COPY OF THE DIG TICKET ON
SITE AT ALL TIMES.
7.BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE IN LAYERS WITH A LOOSE
AVERAGE DEPTH OF 12- INCHES, MAXIMUM DEPTH 18- INCHES, THOROUGHLY COMPACTING EACH
LAYER TO 95 PERCENT OF MAXIMUM DENSITY. THESE COMPACTED LAYERS MUST EXTEND FOR
ONE PIPE DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE OF THE TRENCH. MATERIALS
TO COMPLETE THE FILL OVER THE PIPE SHALL BE EQUIVALENT TO BANK RUN GRAVEL FOR
TRENCH BACKFILL( 9- 03. 19).
8.SANITARY SEWER PIPE SHALL BE POLYVINYL CHLORIDE( PVC) RUBBER- GASKETED ASTM D 3034,
SDR 35, C900/ C905 OR DUCTILE IRON CLASS 50, UNLESS OTHERWISE APPROVED BY THE CITY.
9.SANITARY SEWER PIPES SHALL NOT BE LOCATED UNDER ANY STRUCTURE( WALL, BUILDING
FOUNDATION, ETC.) UNLESS APPROVED BY THE CITY. IF A SANITARY SEWER IS TO BE LOCATED
UNDER ANY STRUCTURE( WALL, BUILDING FOUNDATION, ETC.), IT SHALL BE DESIGNED BY A
PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON IN ACCORDANCE WITH
STANDARD DETAIL 412.
10.OPEN- CUT ROAD CROSSINGS FOR UTILITY TRENCHES ON EXISTING TRAVELED ROADWAYS
SHALL BE BACKFILLED WITH CRUSHED SURFACING AGGREGATE( WSDOT SPECIFICATION 9-03. 9(
3) AND MECHANICALLY COMPACTED UNLESS OTHERWISE APPROVED BY THE CITY.
11.ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN
ACCORDANCE WITH THE STANDARDS AND SPECIFICATION OF THE CITY AND THE LATEST EDITION
OF THE WSDOT/ APWA STANDARDS AND SPECIFICATION AS APPROVED AND MODIFIED BY THE
CITY IN THE RENTON STANDARD PLANS& SPECIFICATIONS. THIS SHALL INCLUDE NECESSARY
LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL TO A UNIFORM
GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY
DENSE, UNYIELDING BASE. PIPE BEDDING SHALL BE IN ACCORDANCE WITH STANDARD PLAN 405.
12.ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED OR OTHERWISE STABILIZED TO THE
SATISFACTION OF THE CITY FOR THE PREVENTION OF ON- SITE EROSION BOTH DURING
CONSTRUCTION AND AFTER THE COMPLETION OF CONSTRUCTION IN ACCORDANCE WITH THE
CURRENT SURFACE WATER DESIGN MANUAL.
13.THE CONTRACTOR SHALL PROVIDE THE CITY OF RENTON WITH A RECORD DRAWING OF THE
SANITARY SEWER SYSTEM WHICH HAS BEEN STAMPED AND SIGNED BY A LICENSED
PROFESSIONAL ENGINEER OR LICENSED PROFESSIONAL SURVEYOR.
R-433402
2025-04-15
NOTESCall 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
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4
CITY OF RENTON CCTV INSPECTION STANDARD NOTES:
1.ALL NEWLY- INSTALLED AND NEWLY- REHABILITATED ( PUBLIC AND PRIVATE) SANITARY SEWER
AND STORM DRAIN MAIN LINES SHALL BE INSPECTED BY MEANS OF REMOTE CCTV. CCTV
INSPECTIONS AND REPORTS SHALL BE SUBMITTED TO THE CITY OF RENTON INSPECTOR
ASSIGNED TO THE PROJECT PRIOR TO RECEIVING APPROVAL TO INSTALL PROJECT CURBS,
GUTTERS, AND/ OR PAVEMENT.
2.THE CONTRACTOR SHALL PERFORM ALL CCTV INSPECTIONS IN ACCORDANCE WITH THE
NATIONAL ASSOCIATION OF SEWER SERVICE COMPANIES ( NASSCO) PIPELINE ASSESSMENT
CERTIFICATION PROGRAM ( PACP).
3.ALL CCTV OPERATORS SHALL HAVE CURRENT NASSCO PACP CERTIFICATION.
4.CCTV INSPECTIONS SHALL BE RECORDED IN A GRANITENET COMPATIBLE FORMAT DATABASE
USING THE LATEST SOFTWARE VERSION AND SUBMITTED WITH ELECTRONIC LINKS BETWEEN
THE DATA AND THE VIDEO ON AN EXTERNAL HDD, DVD, OR FLASH DRIVE.
5.ALL CCTV INSPECTION REPORTS SHALL BE WITHIN +/- TWO ( 2) FEET OF THE MEASURED LINEAR
FOOTAGE BETWEEN MANHOLES ALONG THE EXISTING PIPELINE CENTERLINE FROM THE START
OF PIPE TO END OF PIPE.
6.ALL OWNER AND PACP REQUIRED HEADER INFORMATION MUST BE FULLY AND ACCURATELY
ENTERED ON ALL CCTV REPORTS. WORK NOT FOLLOWING THESE SPECIFICATIONS WILL BE
REJECTED AND THE CONTRACTOR SHALL BE REQUIRED TO RE- CCTV THE WORK.
7.THE DOCUMENTATION OF THE WORK SHALL CONSIST OF PACP CCTV REPORTS, PACP DATABASE,
LOGS, ELECTRONIC REPORTS, ETC. NOTING IMPORTANT FEATURES ENCOUNTERED DURING THE
INSPECTION. THE SPEED OF TRAVEL SHALL BE SLOW ENOUGH TO INSPECT EACH PIPE JOINT,
TEE CONNECTION, STRUCTURAL DETERIORATION, INFILTRATION AND INFLOW SOURCES, AND
DEPOSITS, BUT SHOULD NOT, AT ANY TIME, BE FASTER THAN 30 FEET PER MINUTE, EXCEPT AS
NOTED OTHERWISE IN THIS DOCUMENT.
8.THE CAMERA MUST BE CENTERED IN THE PIPE TO PROVIDE ACCURATE DISTANCE
MEASUREMENTS TO PROVIDE LOCATIONS OF FEATURES IN THE SEWER AND THESE FOOTAGE
MEASUREMENTS SHALL BE DISPLAYED AND DOCUMENTED ON THE VIDEO. ALL PACP
OBSERVATIONS SHALL BE IDENTIFIED BY AUDIO AND ON A PACP LOG. ALL VIDEO MUST BE
CONTINUOUSLY METERED FROM MANHOLE TO MANHOLE. ALL VIDEO RECORDING SHALL BE
CONTINUOUS FROM STRUCTURE TO STRUCTURE WITH NO " PAUSING" OF THE VIDEO RECORDING
DURING EACH PIPELINE INSPECTION. THE PIPE SHALL BE CLEANED PRIOR TO THE CCTV
INSPECTION TO ENSURE ALL DEFECTS, FEATURE, AND OBSERVATIONS ARE SEEN AND LOGGED.
9.JUST PRIOR TO BEGINNING THE CCTV INSPECTION, WHILE THE CCTV CAMERA IS IN PLACE AND
RECORDING, WATER ( CONTAINING DYE) SHALL BE INTRODUCED INTO THE UPSTREAM MANHOLE
OF EACH PIPE SEGMENT UNTIL IT IS OBSERVED AND RECORDED FLOWING PAST THE CAMERA' S
FIELD OF VISION IN ITS ENTIRETY.
10.THE CCTV CAMERA SHALL HAVE A WATER- LEVEL MEASURING DEVICE ( BALL, CYLINDER, ETC.)
ATTACHED THAT HAS 1/4" MARKINGS TO SHOW THE DEPTH OF WATER IN THE PIPE DURING THE
CCTV INSPECTION.
11.ALL MANHOLES SHALL BE CHANNELED AND COATED PRIOR TO CCTV INSPECTION.
12.PER CITY OF RENTON SPECIFICATION 7-08. 3(2)B, SEWER AND STORM DRAIN PIPELINE SHALL
HAVE NO MORE THAN 1/2" OF PONDING TO BE CONSIDERED ACCEPTABLE.
CITY OF RENTON SURFACE WATER STANDARD NOTES:
(STD PLAN 267.00 AND 267.10)
1.BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE- CONSTRUCTION
MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY,
THE APPLICANT, AND THE APPLICANT' S CONTRACTOR.
2.THE APPLICANT SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY CITY, STATE, AND
FEDERAL PERMITS PRIOR TO CONSTRUCTION.
3.ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN
ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON SURFACE WATER DESIGN
MANUAL ( RENTON SWDM), RENTON MUNICIPAL CODE ( RMC), AND THE STANDARD
SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOT
AND THE AMERICAN PUBLIC WORKS ASSOCIATION ( APWA). IT SHALL BE THE SOLE
RESPONSIBILITY OF THE APPLICANT TO CORRECT ANY ERROR, OMISSION OR VARIATION
FROM THE ABOVE REQUIREMENTS FOUND IN THE PLANS. ALL CORRECTIONS SHALL BE AT NO
ADDITIONAL COST TO THE CITY.
4.APPROVAL OF THE ROAD, GRADING, PARKING, BUILDING, AND DRAINAGE PLAN DOES NOT
CONSTITUTE AS APPROVAL OF ANY OTHER CONSTRUCTION ( E.G. WATER, SEWER, GAS,
ELECTRICAL. ETC.). PLANS FOR STRUCTURES SUCH AS BRIDGES, VAULTS, AND RETAINING
WALLS REQUIRE A SEPARATE REVIEW AND APPROVAL BY THE CITY PRIOR TO
CONSTRUCTION. THE SURFACE WATER DRAINAGE SYSTEM SHALL BE CONSTRUCTED
ACCORDING TO THE APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL
REQUIRE COORDINATION FOLLOWED BY WRITTEN APPROVAL FROM THE CITY.
5.A COPY OF THE APPROVED PLANS SHALL BE ON THE JOB SITE WHENEVER CONSTRUCTION IS
IN PROGRESS.
6.THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY
FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BE
CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE
RESPONSIBILITY OF THE APPLICANT AND THE APPLICANT' S CONTRACTOR TO
INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO
FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON THAT MAY BE
AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE APPLICANT SHALL RECORD ON THE
AS- BUILT DRAWINGS ALL UNDOCUMENTED UTILITIES DISCOVERED AND ANY CHANGES TO
THE APPROVED PLANS. THE APPLICANT SHALL IMMEDIATELY NOTIFY THE ENGINEER OF
RECORD IF A CONFLICT EXISTS.
7.VERTICAL DATUM SHALL BE NAVD 88 AND HORIZONTAL DATUM SHALL BE NAD 83 ( WA STATE
PLANE, NORTH), UNLESS OTHERWISE APPROVED BY THE CITY. REFERENCE BENCHMARK,
DATUM, AND ELEVATIONS SHALL BE NOTED ON THE PLANS.
8.ALL UTILITY TRENCH BACKFILL AND ROADWAY SUBGRADE SHALL BE COMPACTED TO 95%
MAXIMUM DRY DENSITY PER SECTION 2-03.3(14)D - COMPACTION AND MOISTURE CONTROL
TESTS OF THE WSDOT STANDARD SPECIFICATIONS. IN PERMEABLE PAVEMENT AND OTHER
INFILTRATION AREAS, ALL TRENCH BACKFILL SHALL BE FIRM AND UNYIELDING BUT IN NO
CASE SHALL BE COMPACTED TO MORE THAN 92% OF MAXIMUM DRY DENSITY.
9.OPEN CUTTING OF EXISTING ROADWAYS FOR STORM DRAINAGE WORK IS NOT ALLOWED
UNLESS SPECIFICALLY APPROVED BY THE CITY AND NOTED ON THESE APPROVED PLANS.
ANY OPEN CUT SHALL BE RESTORED IN ACCORDANCE WITH THE CITY TRENCH RESTORATION
STANDARDS.
10.ALL PIPE AND STRUCTURES SHALL BE STAKED FOR SURVEY LINE AND GRADE PRIOR TO THE
START OF CONSTRUCTION. WHERE SHOWN ON THE PLANS OR WHERE DIRECTED BY THE
CITY, THE EXISTING MANHOLES, CATCH BASINS, OR INLETS SHALL BE ADJUSTED TO THE
GRADE AS STAKED.
11.ALL FLOW CONTROL FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN
CONJUNCTION WITH, ANY CONSTRUCTION ACTIVITY UNLESS OTHERWISE APPROVED BY THE
CITY.
12.ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN
ACCORDANCE WITH THE CURRENT STATE OF WASHINGTON STANDARD SPECIFICATION FOR
ROAD AND BRIDGE CONSTRUCTION. THIS SHALL INCLUDE NECESSARY LEVELING OF THE
TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND
COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE
LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. ALL
PIPE BEDDING AND BACKFILL SHALL BE AS SHOWN ON THE CITY STANDARD PLAN 220. 00,
220. 10, AND 220. 20.
13.STEEL PIPE SHALL BE ALUMINIZED, OR GALVANIZED WITH ASPHALT TREATMENT 1, 2, OR 5
INSIDE AND OUTSIDE.
14.ALL DRAINAGE STRUCTURES SUCH AS CATCH BASINS AND MANHOLES SHALL BE FITTED
WITH DUCTILE IRON, BOLT- LOCKING LIDS PER THE CITY STANDARD PLAN 204. 10, 204. 20, 204.
30, 204. 40, AND 204. 50. STRUCTURES SHALL HAVE:
·RECTANGULAR OR ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND OUTSIDE
OF THE ROADWAY.
·ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND LOCATED WITHIN THE
ROADWAY, BUT OUTSIDE OF THE CURB/ GUTTER LINE.
·ROUND, SOLID LIDS DISPLAYING THE CITY LOGO WHEN WITHIN THE PUBLIC RIGHT- OF-
WAY OR IN AN EASEMENT TO THE CITY. PRIVATE STRUCTURE LIDS OUTSIDE PUBLIC
RIGHT- OF- WAY AND EASEMENTS TO THE CITY SHALL NOT DISPLAY THE CITY LOGO.
15.BUILDINGS AND OTHER STRUCTURES SHALL BE PLACED IN ACCORDANCE WITH TABLE 4.1
EASEMENT WIDTHS AND BUILDING SETBACKS LINES OF THE RENTON SWDM.
16.LIDS OF MANHOLES/ CATCH BASINS WITHIN PUBLIC RIGHT- OF- WAY SHALL NOT BE
ADJUSTED TO FINAL GRADE UNTIL AFTER PAVING. ALL MANHOLE/ CATCH BASIN RIMS SHALL
BE ADJUSTED TO BE FLUSH WITH FINAL FINISHED GRADES, UNLESS OTHERWISE SHOWN.
17.ALL DRIVEWAY CULVERTS LOCATED WITHIN CITY RIGHT- OF- WAY SHALL BE OF SUFFICIENT
LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE
BOTTOM OF THE DITCH.
18.ROCK FOR EROSION PROTECTION OF ROADSIDE DITCHES, WHERE REQUIRED, SHALL BE OF
SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE (1) FOOT AND SHALL MEET THE
FOLLOWING SPECIFICATIONS:
•4 - 8 INCH ROCK / 40 - 70% PASSING;
•2 - 4 INCH ROCK / 30 - 40% PASSING; AND
•LESS THAN 2 INCH ROCK / 10 - 20% PASSING.
19.FOOTING DRAINAGE SYSTEMS AND ROOF DOWNSPOUT SYSTEMS SHALL NOT BE
INTERCONNECTED AND SHALL SEPARATELY CONVEY COLLECTED FLOWS TO THE
CONVEYANCE SYSTEM OR FLOW CONTROL FACILITY ON THE SITE, UNLESS APPROVED BY
THE CITY. FOOTING DRAINS SHALL NOT BE CONNECTED TO ON- SITE BMPS.
20.THE END OF EACH STORM DRAIN STUB SHALL BE CAPPED. A CLEANOUT TOPPED WITH A
BOLT- LOCKING LID MARKED " STORM” OR " DRAIN" SHALL BE LOCATED AT THE PROPERTY
LINE OR AT THE POINT OF CONNECTION OF A PRIVATE STORM DRAINAGE CONVEYANCE
SYSTEM PER THE CITY STANDARD PLAN 227. 00.
21.ALL STORM SYSTEM EXTENSIONS SHALL BE STAKED FOR LINE AND GRADE BY A SURVEYOR
LICENSED IN WASHINGTON STATE, AND CUT SHEETS SHALL BE PROVIDED TO THE CITY
PRIOR TO CONSTRUCTION.
22.ALL NEWLY- INSTALLED AND NEWLY- REHABILITATED ( PUBLIC AND PRIVATE) STORM
CONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCORDING TO
THE CITY STANDARD PLAN 266. 00. CCTV INSPECTIONS AND REPORTS SHALL BE SUBMITTED
TO THE CITY PRIOR TO RECEIVING APPROVAL TO INSTALL PROJECT CURBS, GUTTERS AND/
OR PAVEMENT.
23.ALL STORM SYSTEMS AND CONNECTIONS TO EXISTING MAINS SHALL BE TESTED IN
ACCORDANCE WITH SECTION 7-04.3(1) OF THE WSDOT STANDARD SPECIFICATIONS AND IN
THE PRESENCE OF A REPRESENTATIVE OF THE CITY. STORM DRAIN STUBS SHALL BE
TESTED FOR ACCEPTANCE AT THE SAME TIME THE MAIN STORM IS TESTED.
24.FOR ALL DISTURBED PERVIOUS AREAS ( COMPACTED, GRADED, LANDSCAPED, ETC.) OF THE
DEVELOPMENT SITE, TO MAINTAIN THE MOISTURE CAPACITY OF THE SOIL EITHER STOCKPILE
AND REDISTRIBUTE THE EXISTING DUFF LAYER AND NATIVE TOPSOIL OR AMEND THE SOIL
WITH COMPOST IN ACCORDANCE WITH STANDARD PLAN 264. 00.
25.ISSUANCE OF THE BUILDING OR CONSTRUCTION PERMITS BY THE CITY DOES NOT RELIEVE
THE APPLICANT OF THE CONTINUING LEGAL OBLIGATION AND/ OR LIABILITY CONNECTED
WITH STORMWATER DISPOSAL. THE CITY DOES NOT ACCEPT ANY OBLIGATION FOR THE
PROPER FUNCTIONING AND MAINTENANCE OF THE STORM SYSTEM PROVIDED DURING
CONSTRUCTION.
26.ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY
OTHER ACTIONS NEEDED TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND
TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK SHALL BE
PROVIDED. ANY WORK WITHIN THE TRAVELED RIGHT- OF- WAY THAT MAY INTERRUPT
NORMAL TRAFFIC FLOW SHALL REQUIRE A TRAFFIC CONTROL PLAN APPROVED BY THE CITY.
ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-10 TEMPORARY TRAFFIC
CONTROL SHALL APPLY.
27.PROJECTS LOCATED WITHIN THE CITY' S AQUIFER PROTECTION AREA ( APA) SHALL COMPLY
WITH SPECIAL REQUIREMENT # 6 OF THE RENTON SWDM AND AQUIFER PROTECTION
REGULATIONS ( RMC 4-3-050).
28.PLACEMENT OF SURFACE APPURTENANCES ( CATCH BASIN/ MANHOLE LIDS, CLEANOUTS,
INLETS, ETC.) IN THE STREET TRAVEL LANE WHEEL PATH, INTERSECTIONS OF STREET
TRAVEL LANES, BIKE LANES, SIDEWALKS, AND CROSSWALKS SHALL BE AVOIDED WHENEVER
POSSIBLE. ANY SURFACE APPURTENANCE PLACED IN A SIDEWALK OR CROSSWALK SHALL BE
FITTED WITH A NON- SLIP OR NON- SKID LID PER ADA REQUIREMENTS.
29.CLEARLY LABEL PUBLIC AND PRIVATE SYSTEMS ON THE PLANS. PRIVATE SYSTEMS SHALL BE
MAINTAINED BY THE APPLICANT.
30.MINIMUM COVER OVER STORM DRAINAGE PIPE SHALL CONFORM TO TABLE 4.2.1.A2 OF THE
RENTON SWDM.
31.CONSTRUCTED PERMEABLE PAVEMENT SHALL BE PERMEABLE ENOUGH TO ABSORB WATER AT A
MINIMUM RATE OF 20 INCHES PER HOUR IMMEDIATELY AFTER THE PAVEMENT SURFACE HAS
BEEN WETTED CONTINUOUSLY FOR AT LEAST 10 MINUTES. COMPLIANCE WITH THIS MINIMUM
RATE SHALL BE CHECKED PRIOR TO CONSTRUCTION APPROVAL OF THE PAVEMENT.
COMPLIANCE MAY BE CHECKED USING A SIMPLE BUCKET TEST IN WHICH 5 GALLONS OF WATER
IS POURED ONTO THE PAVEMENT SURFACE ALL AT ONCE. IF ONLY A MINOR AMOUNT OF WATER
PONDS OR RUNS OFF THE SURFACE, THEN THE PAVEMENT IS CONSIDERED TO MEET THE
MINIMUM RATE OF ABSORPTION. AT LEAST ONE TEST SHALL BE CONDUCTED PER 1,000 SQUARE
FEET OF PERMEABLE PAVEMENT. IF THIS TEST IS NOT CONCLUSIVE, THEN ANOTHER TEST PER
ASTM C1701 SHALL BE CONDUCTED. FOR LARGE AREAS ( E.G., PARKING AREAS), TESTING
OBSERVATION MAY BE ACCOMPLISHED WHILE WALKING BEHIND A SLOWLY MOVING WATER
TRUCK DISCHARGING WATER AT A RATE SIMILAR TO THE BUCKET TEST. PERMEABLE PAVERS
SHALL BE TESTED USING ASTM C1781.
R-433403
2025-04-15
NOTESCall 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
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CONTRACTOR IS ALERTED TO THE FACT THAT WORK WILL BE ACCOMPLISHED AROUND
ACTIVE PSE GAS AND ENERGIZED FACILITIES THAT ARE SERVING EXISTING CUSTOMERS.
CONTRACTOR SHALL COORDINATE WITH PSE TO DETERMINE WHICH FACILITIES ARE
ACTIVE AND ENERGIZED AND SHALL IMPLEMENT SAFETY PROCEDURES PER PSE
REQUIREMENTS. CONTRACTOR SHALL COORDINATE WITH PSE TO ENSURE THAT FACILITIES
ARE IN PLACE TO MAINTAIN SERVICE TO CUSTOMERS THROUGHOUT CONSTRUCTION.
AD AREA DRAIN
AVE AVENUE
CB CATCH BASIN
CL CENTER LINE
COR CITY OF RENTON
CSBC CRUSHED SURFACE BASE COURSE
DEMO DEMOLISH
DI DUCTILE IRON
ELECT ELECTRICAL
EL/ELEV ELEVATION
EX/EXIST EXISTING
FD FRENCH DRAIN
FH FIRE HYDRANT
GB GRADE BREAK
GI GREASE INTERCEPTOR
HMA HOT MIX ASPHALT
IE INVERT ELEVATION
IRR IRRIGATION
LF LINEAR FOOT
LS LANDSCAPE/LANDSCAPING
MAX MAXIMUM
MIN MINIMUM
NTS NOT TO SCALE
PLUMB PLUMBING
POC POINT OF CONNECTION
ROW RIGHT OF WAY
SD STORE DRAIN
SS SANITARY SEWER
STD STANDARD
TYP TYPICAL
W WATER
#NUMBER
ABBREVIATIONS:BASIS OF DESIGN:
CIVIL DESIGN IS BASED ON THE FOLLOWING DOCUMENTS:
TOPOGRAPHIC SURVEY PROVIDED BY KPG PSOMAS, DATED 2025-04-03
ARCHITECTURAL BACKGROUNDS PROVIDED BY GRAHAM BABA ARCHITECTS
LANDSCAPE BACKGROUNDS PROVIDED BY HEWITT
GEOTECHNICAL CONDITIONS DOCUMENTED IN GEOTECHNICAL REPORT BY ASSOCIATED EARTH
SCIENCES, DATED 2024-10-31
R-433404
PROVIDE KC METRO A MINIMUM 30 DAY NOTICE BEFORE
CONSTRUCTION BEGINS. CONTACT DAVE KORTHALS –
SOUTHEAST DISTRICT PLANNER - TRANSIT ROUTE FACILITIES -
MOBILITY DIVISION – TRANSIT DEPARTMENT
201 S. JACKSON ST. - MS: KSC-TR-0413 - SEATTLE, WA 98104-3856
206-477-5776
LEGEND:
LIMITS OF WORK
RIGHT-OF-WAY LINE
STORM DRAINAGE PIPE (SD)
ROOF DRAIN (RD)
FRENCH DRAIN (FD)
TRENCH DRAIN (TD)
SANITARY SEWER PIPE (SS)
FLOW DIRECTION
LIGHTING CONDUIT (ELEC)
AREA DRAIN (AD)
CATCH BASIN (CB), TYPE 1
CLEANOUT (SSCO, SDCO, CO)
PIPE FLOW DIRECTION
PEDESTRIAN CONCRETE PAVEMENT
VEHICULAR CONCRETE PAVEMENT
EXISTING CONCRETE PAVEMENT
PERMEABLE SURFACING AT EXISTING TREE, REFER TO LS PLANS
PERMEABLE SURFACING AT PROPOSED TREE, REFER TO LS PLANS
LANDSCAPING, REFER TO LS PLANS
FLUSH CURB
VERTICAL CURB
REMOVABLE BOLLARD, REFER TO LS PLANS
2025-04-15
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S 3RD ST
BU
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RENTON MARKET
PARCEL
#5696000055
LO
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PARCEL
#5696000050
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DEMO EXIST CURB,
TYP
PROTECT EXIST STREET
LIGHT TO REMAIN, TYP
PROTECT ELEC, COMM, AND
WATER INFRASTRUCTURE
SAWCUT
PAVEMENT FOR
DRIVEWAY AND
BOLLARDS
PROTECT EXIST
POWER, TYP
PROTECT EXIST
GAS LINE, TYP
PROTECT EXIST
BUILDING AND
FOUNDATION, TYP
SAWCUT PAVING FOR SOUTH
ENTRY VESTIBULE, REFER TO
ARCH PLAN FOR LIMITS
EXIST RENTON
TRANSIT CENTER
REMOVE STRIPING AND
SIGNAGE FOR EVENT PARKING
STALLS. RELOCATE EVENT
PARKING SIGNAGE, REFER TO
C3.00, PROTECT ADA SIGNAGE
AND STRIPING
DEMO EXIST DRAIN AND ASSOCIATED SD
PIPES, TEMPORARILY REROUTE FLOWS
AS NEEDED
REMOVE STRIPING FOR
PARKING STALLS, TYP
PROTECT EXIST PARKING
SIGNAGE, UNLESS
OTHERWISE NOTED
PROTECT EXIST EVENT PARKING
SIGNAGE, AND AUTHORIZED VEHICLE
SIGNAGE. RELOCATE 2HR PARKING
SIGNAGE REFER TO C3.00
CAP PIPE, TYP
LIMITS OF WORK,
TYP
RIGHT-OF-WAY LINE,
TYP
REMOVE BOLLARDS
SAWCUT TO THE
NEAREST JOINT,
TYP
PROTECT EXIST FOUNTAIN
STRUCTURE AND STONE WALLS,
REFER TO LS PLAN FOR DETAILS
EXIST CONCRETE PAVING TO
REMAIN, TYP
CATCH BASIN
INSERT, TYP
PROTECT
EXIST FH
PROTECT EXIST
WATER METER AND
INFRASTRUCTURE
STRAW WATTLE,
TYP
EXIST WATER FEATURE TO BE DEMOLISHED. CUT AND
CAP WATER SUPPLY AND DRAINS FOR THE EXIST WATER
FEATURE. REMOVE ALL ASSOCIATED UTILITY VAULTS.
PROTECT EXIST SITE
WALL AND ASSOCIATED
LANDSCAPE BOULDERS,
REFER TO LS PLANS FOR
DETAILS
CUT AND CAP WATER
SUPPLY AND DRAINS
FOR THE EXIST
WATER FEATURE
EXIST DRINKING FOUNTAIN
TO BE SALVAGED AND
REUSED, REFER TO SHEET
C3.01 AND LS PLAN
PROTECT SPU MAINS AND
ASSOCIATED VAULTS, TYP
SAWCUT TO
THE NEAREST
JOINT, TYP
PROTECT EXIST
ELECT, LIGHTING,
AND CONDUITS
UNLESS NOTED TO
BE DEMOLISH ON
ELECT PLANS, TYP
REFER TO LS
FOR LS DEMO,
TYP
RETIRE AND
REMOVE EXIST
WATER METER.
CAP EXIST WATER
SERVICE.
REMOVE EXIST LIGHT POLES AND
ASSOCIATED HH'S. PROTECT CONTINUATION
OF CONDUITS FOR LIGHTING TO REMAIN.
1
1
1
TEMPORARY
CONSTRUCTION
FENCE
STOCKPILE AREA
NORTH CONSTRUCTION
ACCESS WITH WHEEL
WASH
CONSTRUCTION ACCESS
WITH WHEEL WASH
PROTECT EXIST UTILITIES,
SIDEWALK, CURB, AND
ROADWAY
DEMO AND CAP
EXIST SS PIPE
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
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A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
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4
0
-
4
3
3
4
0
1 inch = 20 feet
10'20'40'
LEGEND:
DEMO AND TESC PLAN
R-433405
RIGHT-OF-WAY LINE
LIMITS OF WORK
STRAW WATTLE
TEMPORARY CONSTRUCTION FENCE
CATCH BASIN INSERT
SAWCUT LINE
REMOVE EXISTING STRUCTURE
DEMOLISH EXISTING CURB
DEMOLISH EXISTING UTILITY
DEMOLITION NOTES:
1 REMOVE AND DEMOLISH AREA
DRAIN AND ASSOCIATED
STORM DRAINAGE PIPES.
NOTES:
1.REFER TO C1.00 TO C1.02 FOR GENERAL NOTES, LEGENDS, AND ABBREVIATIONS.
REFER TO LANDSCAPE PLANS FOR TREE REMOVAL AND TREE PROTECTION.
REFER TO ELECTRICAL FOR LIGHTING DEMOLITION.
2.CONTRACTOR SHALL FIELD VERIFY THE LOCATION OF ALL UTILITIES AND CONDUCT EXISTING BUILDING/SITE PRE-CONSTRUCTION
SURVEYS NECESSARY, PRIOR TO DEMOLITION OR CONSTRUCTION ACTIVITIES.
3.PROTECT ALL UTILITIES AND SURFACE IMPROVEMENTS ONSITE, WITHIN THE RIGHT OF WAY, AND ON ADJOINING PROPERTIES UNLESS
OTHERWISE NOTED. DEMOLISH OR ABANDON UTILITIES, AS NOTED ON PLAN, PER COR STANDARD REQUIREMENTS.
4.CONTRACTOR SHALL OBTAIN AND PAY FOR NECESSARY PERMITS TO EXECUTE DEMOLITION, INCLUDING PERMIT TO USE PUBLIC WATER
SUPPLY FOR DUST SUPPRESSION.
5.CONTRACTOR SHALL PROVIDE TRAFFIC AND PEDESTRIAN REROUTES AND CONTROL AS NECESSARY TO COMPLETE THE WORK, AND
OBTAIN APPROVAL FROM THE CITY PRIOR TO BEGINNING WORK.
6.CONTRACTOR IS RESPONSIBLE FOR PREVENTING SEDIMENT AND SEDIMENT-LADEN RUNOFF FROM LEAVING THE SITE AND SHALL
INSTALL, MAINTAIN, AND UPGRADE EROSION AND SEDIMENT CONTROL (ESC) FACILITIES AND BMPS AS NECESSARY TO ADDRESS FIELD
CONDITIONS, STORM EVENTS, AND THE PROGRESSION OF WORK DURING THE CONSTRUCTION PERIOD. THE ESC FACILITIES SHOWN ON
THE PLANS ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS; THESE MEASURES SHALL BE AMENDED,
RELOCATED, AND/OR UPGRADED AS NEEDED, INCLUDING THE ADDITION OF PUMPS IF NECESSARY, TO PREVENT SEDIMENT AND
SEDIMENT-LADEN WATER FROM LEAVING THE SITE AND TO PREVENT EROSION AND DAMAGE TO SUBGRADE. ALL EROSION AND
SEDIMENT CONTROL MEASURES SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH COR REQUIREMENTS.
7.FENCE LIMITS SHOWN ARE APPROXIMATE AND SHALL BE ADJUSTED AS NECESSARY FOR THE CONTRACTOR TO ACCOMPLISH THE
WORK. PREVENT DISTURBANCE AND DAMAGE BEYOND THE LIMITS OF WORK.
8.STORMWATER RUNOFF AND DEWATERING FLOWS, IF GENERATED, SHALL BE DIRECTED TO TEMPORARY PUMPS FOR CONVEYANCE TO
TREATMENT SYSTEM. CONTRACTOR SHALL FIELD LOCATE AND SIZE PUMPS TO ACCOMMODATE FLOWS ENCOUNTERED. CONTRACTOR
SHALL SUPPLY BACKUP PUMPS AS NEEDED.
9.FOR THE CATCH BASINS THAT ARE TO BE REMOVED, PROVIDE CATCH BASIN/INLET PROTECTION UP UNTIL THEY ARE REMOVED.
10.CONTRACTOR SHALL PROVIDE COVER AND CONTAINMENT TO PROTECT DOWNSTREAM SYSTEMS AND SOILS FROM POLLUTANTS
GENERATED DURING, AND AS A RESULT OF CONSTRUCTION ACTIVITIES, AND PREVENT SEDIMENT AND POLLUTANTS FROM LEAVING THE
SITE.
11.ALL TEMPORARY STOCKPILES, CUT SLOPES, AND FILL SLOPES SHALL BE PROTECTED WITH PLASTIC SHEETING, UNLESS STABILIZED BY
OTHER APPROVED METHODS.
12.REMOVE AND DISPOSE OF ALL TESC MEASURES AT THE COMPLETION OF THE PROJECT WHEN ALL DISTURBED AREAS HAVE BEEN FULLY
STABILIZED IN FINAL CONDITION.
13.CITY STREETS AND SIDEWALKS SHALL BE KEPT CLEAN AT ALL TIMES. MATERIAL SHALL NOT BE STORED WITHIN THE RIGHT-OF-WAY, ON
CITY STREETS OR SIDEWALKS WITHOUT A STREET USE PERMIT FROM THE COR.
14.DEMOLITION SHALL BE IN CONFORMANCE WITH APPLICABLE REGULATIONS, CODES, AND DEMOLITION PERMIT REQUIREMENTS.
15.CONTRACTOR SHALL DISPOSE OF EXCESS DEMOLITION MATERIAL OFF-SITE IN A SAFE AND LEGAL MANNER IN ACCORDANCE WITH
APPLICABLE JURISDICTIONS.
16.MAKE VERTICAL SAWCUTS BETWEEN ALL EXISTING PAVEMENT TO REMAIN AND THE PORTION TO BE REMOVED AND PROTECT
PAVEMENT TO REMAIN. REPLACE ANY DAMAGED IMPROVEMENTS IN KIND. PRIOR TO SAWCUTTING, CONTRACTOR SHALL SUBMIT A
CUTTING AND JOINTING PLAN FOR ALL PAVEMENT BEING DISTURBED.
17.ANY DAMAGE RESULTING FROM PROJECT CONSTRUCTION ACTIVITIES TO EXISTING IMPROVEMENTS OR VEGETATION OUTSIDE OF WORK
INDICATED ON PLAN SHALL BE REPAIRED/REPLACED IN KIND AT CONTRACTOR'S EXPENSE AND IN A TIME FRAME DICTATED BY THE
OWNER.
18.IF EXISTING IMPROVEMENTS ARE DISTURBED WITHIN THE RIGHT-OF-WAY BY CONSTRUCTION ACTIVITY, REPLACE PER COR STANDARDS
AND PROJECT PLANS AT CONTRACTOR'S EXPENSE.
19.CONTRACTOR SHALL COORDINATE WITH ALL AFFECTED UTILITY PROVIDERS AND CITY TO CONFIRM SYSTEMS ARE NOT ENERGIZED, TO
KEEP ADJOINING PROPERTY SERVICES UNINTERRUPTED, AND TO PERFORM DEMOLITION ACTIVITIES IN ACCORDANCE TO APPLICABLE
STANDARDS.
20.REMOVE STRIPING ON REMAINING EXISTING PAVEMENT TO INSTALL FULL EXTENTS OF PROPOSED STRIPING AS INDICATED ON PLANS.
REMOVAL OF EXISTING STRIPING SHALL NEGATIVELY IMPACTING EXISTING PAVEMENT TO REMAIN.
21.CONTRACTOR SHALL COORDINATE WITH OWNER FOR EXISTING ITEMS TO BE SALVAGED. SALVAGED ITEMS SHALL BE PROTECTED AND
STORED IN LOCATION ON-SITE, OR AT AN AGREED TO LOCATION, PER OWNER DIRECTION. IF SALVAGED ITEMS ARE TO BE RELOCATED,
INSTALL SALVAGED ITEMS WITHIN LIMIT OF WORK WHERE NOTED ON PLANS. REFER TO LANDSCAPE PLANS FOR ADDITIONAL ITEMS TO
BE SALVAGED.
REMOVE FULL DEPTH CONCRETE
PAVING OR LANDSCAPING
REMOVE EXISTING SITE WALL,
REFER TO LS PLANS
LANDSCAPE REMOVAL,
REFER TO LS PLANS
2025-04-15
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
1CATCH BASIN INSERT
NTS
2STRAW WATTLE
NTS
DEMO AND TESC DETAILS
R-433406
6'
-
0
"
8'-0" MIN
12'-0" MAX
TWISTED
SELVAGE TOP
AND BOTTOM
NOTES:
1.CHAINLINK FABRIC TO BE MIN 11 GAUGE, GALVANIZED. NO RUSTED OR EXCESSIVELY
MALFORMED FABRIC.
2.FENCE BASES SHALL BE OF SUFFICIENT WEIGHT AND/OR SPREAD TO ADEQUATELY
SUPPORT EACH PANEL.
3.PANEL-TO-PANEL CONNECTIONS SHALL BE MADE AT A MIN TWO LOCATIONS PER
CONNECTION UNLESS OTHERWISE APPROVED.
4.INSTALL 11'-8" X 5'-6" MESH CONSTRUCTION SCRIM PER FENCE PANEL AND/OR
CONSTRUCTION WARNING SIGN 50' OC BASED ON CONSTRUCTION GRAPHIC PLAN.
4
TEMPORARY CONSTRUCTION
CHAINLINK FENCE DETAIL
NTS
3CONSTRUCTION ENTRANCE
NTS
2025-04-15
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1
C3.111
C3.12
LO
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A
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A
V
E
S
BU
R
N
E
T
T
A
V
E
S
10+00 11+00 12+00 12+87.13
18
.
7
'
±
RENTON MARKET
55.0'
22.0'±
EXIST SIDE SEWER,
REFER TO ADD ALT #2
EXIST MH
RIM 35.59
6" IE 31.7 E,N @ CL
REMOVABLE BOLLARD,
REFER TO LS PLAN
TEMPORARY ENCLOSURE,
REFER TO ARCH PLAN
DRIVEWAY ENLARGEMENT
EXIST RENTON
TRANSIT CENTER
EXIST BUILDING, TYP
ADA PARKING
ENLARGEMENT
APPROXIMATE LOCATION OF
EXIST ADA PARKING STALLS.
PROTECT EXIST ADA SIGN
AND STRIPING .
SERVICE VEHICLE
EGRESS, RIGHT TURN
ONLY
VEHICLE INGRESS AND
EGRESS
WORK LIMITS, TYP
UNMARKED
LOADING ZONE
RIGHT-OF-WAY LINE
TYP
REMOVABLE BOLLARD
MOUNTING BASE PLATE,
REFER TO LS PLAN
1
C3.13
SIDE SEWER
ENLARGEMENT
3
C3.20SS LINE 10
EXIST SS CO AND
SIDE SEWER,
REFER TO ADD ALT #2
SS CO,
TYP
3
C4.50
RESTRIPE EXIST
PARKING STALLS.
PROTECT EXIST PARKING
SIGNAGE, UNLESS
OTHERWISE NOTED ON C2.00
RELOCATE EXIST EVENT
CENTER SIGN, REUSE EXIST
POLE
RELOCATE EXIST 2 HR
PARKING SIGN TO EXIST
LIGHT POLE
RELOCATE EXIST EVENT
CENTER PARKING SIGN,
INSTALL NEW POLE.
NOTES:
1.REFER TO C1.00 TO C1.02 FOR GENERAL NOTES, LEGENDS, AND ABBREVIATIONS.
REFER TO C3.00 FOR CIVIL IMPROVEMENT'S LEGEND AND NOTES.
2.CONTRACTOR SHALL CONFIRM POC'S PRIOR TO CONSTRUCTION WHEN CONNECTING TO EXISTING
SYSTEMS AND NOTIFY ENGINEER OF ANY DISCREPANCIES. PRIOR TO CONSTRUCTION, FIELD VERIFY
DOWNSTREAM INVERTS FOR ALL EXISTING AREA DRAINS AND CATCH BASINS WITH PROPOSED UPSTREAM
CONNECTIONS. CONFIRM EXISTING OUTLET INVERTS PROVIDE POSITIVE DRAINAGE FOR ALL UPSTREAM
PIPES.
3.PROJECT ASSUMES THAT ALL CITY EXISTING UTILITY INFRASTRUCTURE IS ADEQUATELY SIZED TO
SUPPORT THE PROJECT.
4.PRIOR TO DEMOLITION, CONTRACTOR SHALL FIELD VERIFY AND LOCATE ALL EXISTING UTILITIES TO REMAIN
WITHIN AND ADJACENT TO LIMIT OF WORK.
5.ALL EXISTING PAVEMENT STRIPING DISTURBED DURING CONSTRUCTION SHALL BE REPLACED IN KIND.
PRODUCTS SHALL BE PER CITY OF RENTON PUBLIC WORKS DEPARTMENT STANDARD PLANS AND
SPECIFICATIONS, AND WSDOT STANDARD PLANS AND SPECIFICATIONS. CONTRACTOR SHALL SUBMIT A
PAVEMENT RESTORATION PLAN INCLUDING, CUTTING AND JOINTING, FOR ALL PAVEMENT BEING
DISTURBED.
6.FULL DEPTH PAVEMENT REPLACEMENT, AND TRENCH RESTORATION AT UTILITY CUTS, SHALL BE PER CITY
OF RENTON STD DETAILS. PAVEMENT SECTION SHALL BE PER CITY OF RENTON STD DETAILS, OR MATCH
EXISTING WHICHEVER IS GREATER. MATCH EXISTING PAVEMENT MATERIAL PER ASSOCIATED STANDARD
DETAILS. TRENCH AND BACKFILL SHALL BE PER CITY OF RENTON RENTON STD. PLAN 220.20. PEDESTRIAN
CONCRETE PAVEMENT SHALL BE PER CITY OF RENTON STD. PLAN 102. VEHICULAR CONCRETE PAVING
SHALL BE PER CITY OF RENTON RENTON STD. PLAN 110, 110.1 AND 111 AND PROJECT DETAILS.
7.PEDESTRIAN CONCRETE, MINIMUM SECTION:
4" CONCRETE
6" CSBC
REFER TO LANDSCAPE FOR CONCRETE SCORING, COLOR, AND FINISHES.
8.THE RENTON MARKET AND PIAZZA PROJECT IS REQUIRED TO MEET STORMWATER REQUIREMENTS PER
THE 2022 CITY OF RENTON SURFACE WATER DESIGN MANUAL (RSWDM).
8.1.FLOW CONTROL: THE PROJECT PROPOSES MORE THAN 5,000 SQUARE FEET OF NEW PLUS REPLACED
IMPERVIOUS SURFACE AND IS LOCATED IN THE PEAK FLOW RATE CONTROL STANDARD AREA. TARGET
SURFACES DO NOT GENERATE MORE THAN A 0.15-CFS INCREASE IN THE EXISTING SITE CONDITIONS
100-YR PEAK FLOW, THEREFORE FLOW CONTROL IS NOT REQUIRED.
8.2.WATER QUALITY: THE PROJECT PROPOSES LESS THAN 5,000 SQUARE FEET OF NEW PLUS REPLACED
IMPERVIOUS SURFACE (PGIS), AND LESS THAN ¾ ACRES OF POLLUTANT GENERATION PERVIOUS
SURFACE (PGPS), THEREFORE WATER QUALITY IS NOT REQUIRED.
8.3.ON-SITE BMPS: THE PROJECT PROPOSES MORE THAN 2,000-SF OF NEW PLUS IMPERVIOUS SURFACE,
THEREFORE ON-SITE STORMWATER MANAGEMENT (OSM) IS REQUIRED. ALL AVAILABLE OSM BMP'S
WERE EVALUATED AND ARE NOT FEASIBLE FOR THE SITE.
8.4.THE PROJECT IS LOCATED IN AN AQUIFER PROTECTION AREA, THEREFORE STORMWATER MITIGATION
FACILITIES SHALL NOT INFILTRATE AND SHALL BE COLLECTED VIA STORMWATER CONVEYANCE AND
DISCHARGE TO THE CITY MAIN.
9.GREASE INTERCEPTOR SIZE AND VAULT PER MECHANICAL.
10.ELECTRICAL SERVICE FOR THE SITE IS PER ELECTRICAL.
11.STORM, SEWER, AND WATER INFRASTRUCTURE SHALL BE PER CITY OF RENTON STANDARDS AND WSDOT
STANDARD SPECIFICATIONS, UNLESS OTHERWISE NOTED. 8" STORM DRAIN SHALL BE PLASTIC PIPE,
UNLESS OTHERWISE NOTED.
12.ALL STORM DRAINAGE WITH 2-FT OR LESS OF COVER SHALL BE ADS N12 OR APPROVED EQUIVALENT.
13.ALL REGULATORY SIGNAGE AND PAVEMENT STRIPING SHALL CONFORM TO CITY OF RENTON AND MUTCD
SPECIFICATIONS.
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
0
1 inch = 20 feet
10'20'40'
ADDITIVE ALTERNATE #2: SIDE SEWER REPLACEMENT
EXISTING SS CO ELEVATION TO BE FIELD VERIFIED. A CCTV INSPECTION OF THE EXISTING SIDE SEWER IS REQUIRED TO
SURVEY CONDITION OF PIPE. A CIPP LINER MAY BE REQUIRED DEPENDING ON THE CONDITION OF THE PIPE. IF EXISTING SS
CO IS AT AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE OUT OF THE SITE (EXISTING SS PIPE MUST BE AT MIN 2.0% OR
APPROVED BY THE CITY) AND ALLOWS FOR THE ONSITE GREASE INTERCEPTOR PIPING TO BE INSTALLED AT A 1.0%
MINIMUM SLOPE, AND EXISTING PIPE IS IN SUFFICIENT CONDITION THEN EXISTING SS MAY BE USED. IF SIDE SEWER
REPLACEMENT IS REQUIRED, NEW PIPE, CLEANOUT, AND PAVEMENT RESTORATION (INCLUDING FULL CONCRETE PANEL
REPLACEMENT), SHALL BE PER COR STANDARDS.
CIVIL IMPROVEMENT PLAN
R-433407
REFER TO SHEET C3.01 FOR CONTINUATION REFER TO SHEET C3.02 FOR CONTINUATION
2025-04-15
•
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•
37.8
37.
6
37
.
4
37
.
2
37
.
0
36
.
8
36
.
6
36.
8
37.
0
37.
2
3
7
.
4
37.
2
37.4
37.6
37.8
37.6
37.4
37.2
37.0
36.8
3
C3.51
1
C3.20
2
C3.20
1
C3.10
37
20+00 21+00
PARCEL
#5696000050
LO
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7
S 3RD ST
8" SD, TYP
17
.
9
'
±
RIGHT-OF-WAY LINE,
TYP
PROP LANDSCAPING,
REFER TO LS PLAN, TYP
PROP SITE SEATING, TYP
REFER TO LS PLANS
CLEAN OUT (CO)
4" IE 35.2 0UT, NE
AD 10 (EXIST)
ADJUST RIM TO FG
PROP LIGHT POLE POC, TYP
REFER TO ELEC PLANS
PROP LIGHT POLE AND
FOOTING, TYP REFER TO
ELEC AND STRUCT PLANS
PROP LIGHTING ROUTING
(2)-1" PVC CONDUIT
(2)-3
4" PVC CONDUIT
REFER TO ELEC PLANS
PROP LIGHTING ROUTING
(2)-3
4" PVC CONDUITS
(2)-1" PVC CONDUITS
REFER TO ELEC PLANS
INTERCEPT EXIST 3/4"
CONDUIT REFER TO
ELEC PLANS
INTERCEPT EXIST 3
4" CONDUIT TO
SERVICE PROP LIGHT
REFER TO ELEC PLANS
PROP ELEC ENCLOSURE
REFER TO ELEC PLANS
MATCH EXIST GRADES, TYP
REFER TO LS PLANS FOR
SOFTSCAPE GRADING, TYP
AD 11
CO
4" IE 35.48 0UT, NW
AD 12
PROP LIGHT POLE, REFER
TO LS AND ELEC PLAN, TYP
CONNECT TO EXIST CB
EXIST RIM 35.58 ±
8" IE 33.6 ± IN,N
EXIST 12" IE 33.6 ± OUT,S
EXIST 12" IE 33.6 ± OUT,E
SDCB 100
AD 20
AD 13
RIM 37.55±
4" IE 35.0 IN,NE
4" IE 35.0 OUT,SE
PROP LIGHTING ROUTING
(1)-3
4" PVC CONDUITS
(2)-1" PVC CONDUITS
REFER TO ELEC PLANS
66" SPU WATER MAIN
52" SPU WATER MAIN
ELECTROLYSIS TEST STATION,
PER CITY OF SEATTLE STD PLAN
360. REROUTE EXIST SPU
ELECTROLYSIS TEST STATIONS
CONDUIT AND WIRING TO PROP
LOCATION. COORDINATE WITH
SPU.
PROTECT EXIST SPU
CATHODIC PROTECTION
RECTIFIER, TYP
SD LINE 10
SD LINE 20
CONTRACTOR SHALL COORDINATE
WITH SPU PRIOR TO AND DURING
ANY CONSTRUCTION WITHIN THE
SPU PARCEL
12" SPU
WATER MAIN
MATCH EXIST GRADES,
TYP
SOUTH ENTRY
ENLARGEMENT
PEDESTRIAN
CONCRETE PAVING,
REFER TO NOTE 7, TYP
1
C3.14
PIAZZA PARK PIAZZA
PARK GRADING
ENLARGEMENT WEST
LIMITS OF WORK,
TYP
1
C3.51
4" FRENCH DRAIN
(FD), TYP
SLOPE @ 0.5% MIN
PROP PERMEABLE SURFACING
AT EXIST TREE, TYP
EXIST CONCRETE
PAVING TO REMAIN, TYP
PROP FLUSH
CONCRETE CURB, TYP
2
C4.50
PROP PERMEABLE
SURFACING AT PROP TREE,
TYP
2
C4.50
PROP VEHICULAR PAVING,
CONCRETE PANEL
REPLACEMENT, TYP.
REFER TO NOTE 6.
PROP FACE OF CONCRETE
TRAFFIC CURB,
PER COR STD PLAN 101
1
C4.50
PARCEL
#5696000055RELOCATE EXIST
WATER DRINKING
FOUNTAIN, LOCATE
PER LS PLAN
CONNECT WATER, AND SS
SERVICE TO EXIST ONSITE
INFRASTRUCTURE, MATCH
EXIST SERVICE SIZES FOR
FOUNTAIN
NOTES:
1.REFER TO C1.00 TO C1.02 FOR GENERAL NOTES, LEGENDS, AND ABBREVIATIONS.
REFER TO C3.00 FOR CIVIL IMPROVEMENT'S LEGEND AND NOTES.
2.CONTRACTOR SHALL CONFIRM POC'S PRIOR TO CONSTRUCTION WHEN CONNECTING TO EXISTING
SYSTEMS AND NOTIFY ENGINEER OF ANY DISCREPANCIES. PRIOR TO CONSTRUCTION, FIELD VERIFY
DOWNSTREAM INVERTS FOR ALL EXISTING AREA DRAINS AND CATCH BASINS WITH PROPOSED UPSTREAM
CONNECTIONS. CONFIRM EXISTING OUTLET INVERTS PROVIDE POSITIVE DRAINAGE FOR ALL UPSTREAM
PIPES.
3.PROJECT ASSUMES THAT ALL CITY EXISTING UTILITY INFRASTRUCTURE IS ADEQUATELY SIZED TO
SUPPORT THE PROJECT.
4.PRIOR TO DEMOLITION, CONTRACTOR SHALL FIELD VERIFY AND LOCATE ALL EXISTING UTILITIES TO REMAIN
WITHIN AND ADJACENT TO LIMIT OF WORK.
5.ALL EXISTING PAVEMENT STRIPING DISTURBED DURING CONSTRUCTION SHALL BE REPLACED IN KIND.
PRODUCTS SHALL BE PER CITY OF RENTON PUBLIC WORKS DEPARTMENT STANDARD PLANS AND
SPECIFICATIONS, AND WSDOT STANDARD PLANS AND SPECIFICATIONS. CONTRACTOR SHALL SUBMIT A
PAVEMENT RESTORATION PLAN INCLUDING, CUTTING AND JOINTING, FOR ALL PAVEMENT BEING
DISTURBED.
6.FULL DEPTH PAVEMENT REPLACEMENT, AND TRENCH RESTORATION AT UTILITY CUTS, SHALL BE PER CITY
OF RENTON STD DETAILS. PAVEMENT SECTION SHALL BE PER CITY OF RENTON STD DETAILS, OR MATCH
EXISTING WHICHEVER IS GREATER. MATCH EXISTING PAVEMENT MATERIAL PER ASSOCIATED STANDARD
DETAILS. TRENCH AND BACKFILL SHALL BE PER CITY OF RENTON RENTON STD. PLAN 220.20. PEDESTRIAN
CONCRETE PAVEMENT SHALL BE PER CITY OF RENTON STD. PLAN 102. VEHICULAR CONCRETE PAVING
SHALL BE PER CITY OF RENTON RENTON STD. PLAN 110, 110.1 AND 111 AND PROJECT DETAILS.
7.PEDESTRIAN CONCRETE, MINIMUM SECTION:
4" CONCRETE
6" CSBC
REFER TO LANDSCAPE FOR CONCRETE SCORING, COLOR, AND FINISHES.
8.THE RENTON MARKET AND PIAZZA PROJECT IS REQUIRED TO MEET STORMWATER REQUIREMENTS PER
THE 2022 CITY OF RENTON SURFACE WATER DESIGN MANUAL (RSWDM).
8.1.FLOW CONTROL: THE PROJECT PROPOSES MORE THAN 5,000 SQUARE FEET OF NEW PLUS REPLACED
IMPERVIOUS SURFACE AND IS LOCATED IN THE PEAK FLOW RATE CONTROL STANDARD AREA. TARGET
SURFACES DO NOT GENERATE MORE THAN A 0.15-CFS INCREASE IN THE EXISTING SITE CONDITIONS
100-YR PEAK FLOW, THEREFORE FLOW CONTROL IS NOT REQUIRED.
8.2.WATER QUALITY: THE PROJECT PROPOSES LESS THAN 5,000 SQUARE FEET OF NEW PLUS REPLACED
IMPERVIOUS SURFACE (PGIS), AND LESS THAN ¾ ACRES OF POLLUTANT GENERATION PERVIOUS
SURFACE (PGPS), THEREFORE WATER QUALITY IS NOT REQUIRED.
8.3.ON-SITE BMPS: THE PROJECT PROPOSES MORE THAN 2,000-SF OF NEW PLUS IMPERVIOUS SURFACE,
THEREFORE ON-SITE STORMWATER MANAGEMENT (OSM) IS REQUIRED. ALL AVAILABLE OSM BMP'S
WERE EVALUATED AND ARE NOT FEASIBLE FOR THE SITE.
8.4.THE PROJECT IS LOCATED IN AN AQUIFER PROTECTION AREA, THEREFORE STORMWATER MITIGATION
FACILITIES SHALL NOT INFILTRATE AND SHALL BE COLLECTED VIA STORMWATER CONVEYANCE AND
DISCHARGE TO THE CITY MAIN.
9.GREASE INTERCEPTOR SIZE AND VAULT PER MECHANICAL.
10.ELECTRICAL SERVICE FOR THE SITE IS PER ELECTRICAL.
11.STORM, SEWER, AND WATER INFRASTRUCTURE SHALL BE PER CITY OF RENTON STANDARDS AND WSDOT
STANDARD SPECIFICATIONS, UNLESS OTHERWISE NOTED. 8" STORM DRAIN SHALL BE PLASTIC PIPE,
UNLESS OTHERWISE NOTED.
12.ALL STORM DRAINAGE WITH 2-FT OR LESS OF COVER SHALL BE ADS N12 OR APPROVED EQUIVALENT.
13.ALL REGULATORY SIGNAGE AND PAVEMENT STRIPING SHALL CONFORM TO CITY OF RENTON AND MUTCD
SPECIFICATIONS.
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
CIVIL IMPROVEMENT PLAN
0
1 inch = 10 feet
5'10'20'
MA
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C3
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2
R-433408
REFER TO SHEET C3.00 FOR CONTINUATION
2025-04-15
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37.6
37.8
38.0
38.2
38.
4 38.2
3
8
.
4
3
8
.
6
38
.
6
38
.
8
39.
0
38.8
38.6
38.8
38.4 38.6 38.8
38.8
38.6
2
C3.15
1
C3.51
PARCEL #5696000055
38
22+00 23+00 23+17.14S 3RD ST
BU
R
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A
V
E
S
EXIST WATER FEATURE,
RE-PURPOSED AS A LANDSCAPE
PLANTER, REFER TO LS PLANS
PIAZZA PARK PIAZZA
PARK GRADING
ENLARGEMENT EAST
ADJUST RIM TO FG
PROP RIM 38.6±
PROP LIGHTING ROUTING
(1)-3
4" PVC CONDUIT
REFER TO ELEC PLANS
PROP LIGHTING ROUTING
(2)-3
4" PVC CONDUITS
(2)-1" PVC CONDUITS
REFER TO ELEC PLANS
INTERCEPT EXIST 3
4" CONDUIT
REFER TO ELEC PLANS
INTERCEPT EXIST 3
4" CONDUIT
REFER TO ELEC PLANS
INTERCEPT EXIST 3
4" CONDUIT
REFER TO ELEC PLANS
PROP ELEC SERVICE POC
CONNECT TO EXIST MARKET SERVICE
REFER TO ELEC PLANS
RIGHT-OF-WAY LINE,
TYP
REFER TO LS PLANS FOR
SOFTSCAPE GRADING, TYP
PROP LIGHTING ROUTING
(1)-3
4" PVC CONDUITS
(2)-1" PVC CONDUITS
REFER TO ELEC PLANS
PROP LIGHT POLE,
REFER TO LS AND
ELEC PLAN, TYP
AD 14
RIM 37.4
4" IE 35.15 OUT,W
4" FRENCH DRAIN
(FD), TYP
SLOPE @ 0.5% MIN
66" SPU WATER MAIN
52" SPU WATER MAIN
PROP LIGHTING ROUTING
(2)-3
4" PVC CONDUITS
(2)-1" PVC CONDUITS
REFER TO ELEC PLANS
1
C3.10
SOUTH ENTRY
ENLARGEMENT
LIMITS OF WORK,
TYP
PROP FLUSH
CONCRETE CURB, TYP
1
C4.50
SPU PARCEL #000720-0188
CONTRACTOR SHALL
COORDINATE WITH SPU PRIOR
TO AND DURING ANY
CONSTRUCTION WITHIN THE
SPU PARCEL
NOTES:
1.REFER TO C1.00 TO C1.02 FOR GENERAL NOTES, LEGENDS, AND ABBREVIATIONS.
REFER TO C3.00 FOR CIVIL IMPROVEMENT'S LEGEND AND NOTES.
2.CONTRACTOR SHALL CONFIRM POC'S PRIOR TO CONSTRUCTION WHEN CONNECTING TO EXISTING
SYSTEMS AND NOTIFY ENGINEER OF ANY DISCREPANCIES. PRIOR TO CONSTRUCTION, FIELD VERIFY
DOWNSTREAM INVERTS FOR ALL EXISTING AREA DRAINS AND CATCH BASINS WITH PROPOSED UPSTREAM
CONNECTIONS. CONFIRM EXISTING OUTLET INVERTS PROVIDE POSITIVE DRAINAGE FOR ALL UPSTREAM
PIPES.
3.PROJECT ASSUMES THAT ALL CITY EXISTING UTILITY INFRASTRUCTURE IS ADEQUATELY SIZED TO
SUPPORT THE PROJECT.
4.PRIOR TO DEMOLITION, CONTRACTOR SHALL FIELD VERIFY AND LOCATE ALL EXISTING UTILITIES TO REMAIN
WITHIN AND ADJACENT TO LIMIT OF WORK.
5.ALL EXISTING PAVEMENT STRIPING DISTURBED DURING CONSTRUCTION SHALL BE REPLACED IN KIND.
PRODUCTS SHALL BE PER CITY OF RENTON PUBLIC WORKS DEPARTMENT STANDARD PLANS AND
SPECIFICATIONS, AND WSDOT STANDARD PLANS AND SPECIFICATIONS. CONTRACTOR SHALL SUBMIT A
PAVEMENT RESTORATION PLAN INCLUDING, CUTTING AND JOINTING, FOR ALL PAVEMENT BEING
DISTURBED.
6.FULL DEPTH PAVEMENT REPLACEMENT, AND TRENCH RESTORATION AT UTILITY CUTS, SHALL BE PER CITY
OF RENTON STD DETAILS. PAVEMENT SECTION SHALL BE PER CITY OF RENTON STD DETAILS, OR MATCH
EXISTING WHICHEVER IS GREATER. MATCH EXISTING PAVEMENT MATERIAL PER ASSOCIATED STANDARD
DETAILS. TRENCH AND BACKFILL SHALL BE PER CITY OF RENTON RENTON STD. PLAN 220.20. PEDESTRIAN
CONCRETE PAVEMENT SHALL BE PER CITY OF RENTON STD. PLAN 102. VEHICULAR CONCRETE PAVING
SHALL BE PER CITY OF RENTON RENTON STD. PLAN 110, 110.1 AND 111 AND PROJECT DETAILS.
7.PEDESTRIAN CONCRETE, MINIMUM SECTION:
4" CONCRETE
6" CSBC
REFER TO LANDSCAPE FOR CONCRETE SCORING, COLOR, AND FINISHES.
8.THE RENTON MARKET AND PIAZZA PROJECT IS REQUIRED TO MEET STORMWATER REQUIREMENTS PER
THE 2022 CITY OF RENTON SURFACE WATER DESIGN MANUAL (RSWDM).
8.1.FLOW CONTROL: THE PROJECT PROPOSES MORE THAN 5,000 SQUARE FEET OF NEW PLUS REPLACED
IMPERVIOUS SURFACE AND IS LOCATED IN THE PEAK FLOW RATE CONTROL STANDARD AREA. TARGET
SURFACES DO NOT GENERATE MORE THAN A 0.15-CFS INCREASE IN THE EXISTING SITE CONDITIONS
100-YR PEAK FLOW, THEREFORE FLOW CONTROL IS NOT REQUIRED.
8.2.WATER QUALITY: THE PROJECT PROPOSES LESS THAN 5,000 SQUARE FEET OF NEW PLUS REPLACED
IMPERVIOUS SURFACE (PGIS), AND LESS THAN ¾ ACRES OF POLLUTANT GENERATION PERVIOUS
SURFACE (PGPS), THEREFORE WATER QUALITY IS NOT REQUIRED.
8.3.ON-SITE BMPS: THE PROJECT PROPOSES MORE THAN 2,000-SF OF NEW PLUS IMPERVIOUS SURFACE,
THEREFORE ON-SITE STORMWATER MANAGEMENT (OSM) IS REQUIRED. ALL AVAILABLE OSM BMP'S
WERE EVALUATED AND ARE NOT FEASIBLE FOR THE SITE.
8.4.THE PROJECT IS LOCATED IN AN AQUIFER PROTECTION AREA, THEREFORE STORMWATER MITIGATION
FACILITIES SHALL NOT INFILTRATE AND SHALL BE COLLECTED VIA STORMWATER CONVEYANCE AND
DISCHARGE TO THE CITY MAIN.
9.GREASE INTERCEPTOR SIZE AND VAULT PER MECHANICAL.
10.ELECTRICAL SERVICE FOR THE SITE IS PER ELECTRICAL.
11.STORM, SEWER, AND WATER INFRASTRUCTURE SHALL BE PER CITY OF RENTON STANDARDS AND WSDOT
STANDARD SPECIFICATIONS, UNLESS OTHERWISE NOTED. 8" STORM DRAIN SHALL BE PLASTIC PIPE,
UNLESS OTHERWISE NOTED.
12.ALL STORM DRAINAGE WITH 2-FT OR LESS OF COVER SHALL BE ADS N12 OR APPROVED EQUIVALENT.
13.ALL REGULATORY SIGNAGE AND PAVEMENT STRIPING SHALL CONFORM TO CITY OF RENTON AND MUTCD
SPECIFICATIONS.
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
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0
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8
2
LU
A
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4
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C2
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CIVIL IMPROVEMENT PLAN
0
1 inch = 10 feet
5'10'20'
RE
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C3
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R-433409
REFER TO SHEET C3.00 FOR CONTINUATION
2025-04-15
2
C3.51
VA
R
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0.
9
%
-
1
.
8
%
VA
R
I
E
S
0.
9
%
-
1
.
8
%
3
C3.51
3
7
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7
4
G
B
1.
8
0
%
37.
7
0
FFE: 37.83
3
7
.
7
3
(
E
X
)
37.43 (E
X
)
37.
5
1
(
E
X
)
37.
7
5
(
E
X
)
37.
6
6
(
E
X
)
37.
6
8
(
E
X
)
37.
8
0
(
E
X
)
3
7
.
8
7
37.
8
4
1.
8
1
%
37.8
0
(
E
X
)
0.
9
7
%
0.31%
37.
9
3
(
E
X
)
37.
7
2
37.
6
1
G
B
0.60%
1.
8
0
%
37.8
0
G
B
37.
9
1
G
B
60 LF 6" SD
24 LF 8" SD @ 0.4% ±
RENTON MARKET
0.75
%
REFER TO ARCH FOR
BUILDING VESTIBULE
AND ENCLOSURE
PEDESTRIAN CONCRETE PAVING,
TYP
GRADE IN PLANAR FASHION
BETWEEN SPOTS PROVIDED,
TYP
MATCH EXIST GRADE AT
EXIST PAVEMENT, TYP
INLINE CATCH BASIN.
CONNECT TO EXIST SD
RIM 37.4±
8" IE OUT 35.13
63 LF 4" TRENCH DRAIN (TD)
SLOPE BOTTOM OF TD @ 0.5%
MIN TOWARDS INLINE CATCH
BASIN
TD RIM 37.7±
IE 36.89
GRADE BREAK,
TYP
OVERHANG EXTENTS
PER ARCH
6" ROOF DRAIN,
SLOPE @ 0.5% MIN
AREA DRAIN (AD)
WITH SOLID LID
REROUTE EXIST 8" SD
RIM 37.6±
8" IE 34.49 ± IN, SE (EX)
8" IE 34.49 ± OUT, W
AREA DRAIN
WITH SOLID LID
CONNECT TO EXIST 8" SD
RIM: 37.6±
6" IE 34.68± IN (N)
6" IE 34.68± IN (E)
8" IE 34.35± IN (S)
8" IE 34.35± OUT (SW,EX)
9 LF 8" SD @ 0.4% ±
DOWNSPOUT CONNECTION
ROOF DRAIN POC
REFER TO ARCH FOR
CONTINUATION, TYP
CLEANOUT (CO), TYP
ADJUST ELEC AS NEEDED,
REPLACE IN KIND, TYP
2 LF 8" SD @ 0.5% MIN
37.
7
1
G
B
37.4
2
G
B
NOTES:
1.REFER TO C1.00 TO C1.02 FOR GENERAL NOTES, LEGENDS, AND ABBREVIATIONS.
2.REFER TO C3.00 FOR CIVIL IMPROVEMENT'S NOTES.
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
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0
2
3
3
TE
D
-
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3
3
4
0
1 inch = 5 feet
2.5'5'10'
1
-
SOUTH ENTRY ENLARGEMENT
ENLARGEMENT PLAN
R-433410
2025-04-15
2
C4.51
BU
R
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BC 37.
6
3
(
E
X
)
TC 38
.
1
6
(
E
X
)
37.70
(
E
X
)
37.70
(
E
X
)
BC 37.
6
7
(
E
X
)
TC 38.
1
6
(
E
X
)
38.3
5
(
E
X
)
38.42
(
E
X
)
7.39%
6.83%
0.
3
1
%
±
0.
0
6
%
±
7.
8
6
%
7.
6
7
%
12+00 2.
1
'
7.
5
'
3.0'
6.
0
'
6.
0
'
22.5' DRIVEWAY PER
CITY OF RENTON
STANDARD PLAN 104.2
PROTECT EXIST
UTILITIES, TYP
INSTALL RIGHT TURN ONLY
SIGN, R3-5R
EXIST
BOLLARD, TYP
MATCH EXIST GRADES,
TYP
RIGHT-OF-WAY,
TYP
REMOVABLE BOLLARDS, REFER TO LS PLAN
LOCATE EXIST UTILITIES PRIOR TO
CONSTRUCTION, NOTIFY ENGINEER OF ANY
CONFLICTS
EQ EQ 2.
0
'
9.1' ±
22
.
5
'
CONCRETE PAD, REFER
TO LS PLANS
NOTES:
1.REFER TO C1.00 TO C1.02 FOR GENERAL NOTES, LEGENDS, AND ABBREVIATIONS.
2.REFER TO C3.00 FOR CIVIL IMPROVEMENT'S NOTES.
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
0
1 inch = 5 feet
2.5'5'10'
1
-
DRIVEWAY ENLARGEMENT
ENLARGEMENT PLAN
R-433411
REMOVABLE BOLLARD MOUNTING
BASE PLATE FOR BOLLARD STORAGE,
REFER TO LS PLAN. LOCATE EXIST
UTILITIES PRIOR TO CONSTRUCTION,
NOTIFY ENGINEER OF ANY
CONFLICTS
2025-04-15
EXIST
BOLLARD, TYP
11+00
1.6
6
%
1.6
6
%
2.
2
3
%
*
2.
0
4
%
*
1.
7
9
%
1.29%
1.59%
1.82%
1.38%
VA
R
I
E
S
0-
2
.
5
%
±
*
VARIES
1.3-1.6
5
%
±
UNMARKED
LOADING
ZONE
PROP TRASH
ENCLOSURE
WITH PLANTERS
REFER TO ARCH
AND LS PLANS
3
7
.
8
2
(
E
X
)
37.9
4
(
E
X
)
37.6
1
(
E
X
)
3
7
.
4
7
(
E
X
)
37
.
7
8
(
E
X
)
38
.
0
7
(
E
X
)
1.35%
APPROXIMATE
LOCATION OF ADA
PARKING PER
9/23/24 SITE VISIT
EXIST LIGHT POLE
AND HH, TYP
VARIES
0.6-1.5%±
VARIES
0.9-3.3%±
9.0'
6.6'
EQ II
6.6'
EQ II
EQ I EQ I
REPLACE ADA
STALL STRIPING
IN KIND, TYP
14
.
0
'
45.0'
6.
0
'
BUILDING ENTRY
BUILDING ENTRY
CROSSWALK,
TYP
1
C4.53
2
C4.53
PROTECT EXIST BIKE LOCKERS
LOCATE ENCLOSURE ADJACENT TO
BIKE LOCKER WITH MIN 6' CLEARANCE
FOR BIKE ACCESS AND OUTSIDE OF
ADA STALLS
RIGHT-OF-WAY
LINE, TYP
NOTES:
1.REFER TO C1.00 TO C1.02 FOR GENERAL NOTES, LEGENDS, AND ABBREVIATIONS.
2.REFER TO C3.00 FOR CIVIL IMPROVEMENT'S NOTES.
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
0
1 inch = 5 feet
2.5'5'10'
1
-
ADA PARKING STALL ENLARGEMENT
ENLARGEMENT PLAN
R-433412
*EXISTING GRADING EXCEEDS MAXIMUM ADA REQUIREMENTS. SLOPES HAVE BEEN INTERPOLATED FROM
SURVEYED SURFACE. PROJECT TO CONFIRM EXISTING SLOPES IN FIELD AND COORDINATE RESOLUTION.
2025-04-15
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C3.20
2
C3.50
LO
G
A
N
A
V
E
S
10+00 11+00
4.0'6" SS @ 1.0% MIN
EXIST SS CO AND SIDE
SEWER,
6" IE ~ 31.76 ±
REFER TO ADD ALT #2
ON SHEET C3.00
EXIST SIDE SEWER
REFER TO ADD ALT #2
ON SHEET C3.00
GREASE INTERCEPTOR (GI) VAULT REFER
TO PLUMB PLAN CIVIL POC
6" IE OUT: 34.22
REPLACE LANDSCAPE,
REFER TO LS PLAN
PEDESTRIAN
CONCRETE PAVING,
TYP
EXIST BUILDING, TYP
SS LINE 10
SSCO, TYP
EX SSMH
NOTES:
1.REFER TO C1.00 TO C1.02 FOR GENERAL NOTES, LEGENDS, AND ABBREVIATIONS.
2.REFER TO C3.00 FOR CIVIL IMPROVEMENT'S NOTES.
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
0
1 inch = 5 feet
2.5'5'10'
1
-
SIDE SEWER ENLARGMENT
ENLARGEMENT PLAN
R-433413
2025-04-15
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37.8
37.6
37
.
4
37
.
2
37
.
0
36
.
8
36
.
6
36.
8
37.
0
37.
2
3
7
.
4
37.2
37.4
37.6
37.8
37.6
37.4
37.2
37.0
36.8
37.41 GB
MATCH EXIST GRADES AT
EXIST PAVEMENT, TYP
37
.
5
±
G
B
(
E
X
)
37.6± G
B
(
E
X
)
37.5±
(
E
X
)
37.0±
(
E
X
)
3
.
7
2
%
0.
7
5
%
0.7
5
%
1.50%
0.6
0
%
3
7
.
0
±
(
E
X
)
36.6
±
(
E
X
)
36.6
±
(
E
X
)
0.
1
5
%
1.19%
1.50%
0.6
8
%
0.
5
0
%
1.0
%
±
(
E
X
)
EXI
S
T
VA
R
I
E
S
±0.
0
%
E
X
I
S
T
V
A
R
I
E
S
±
0
.
7
%
37.6±
(
E
X
)
EX
I
S
T
V
A
R
I
E
S
±0
.
0
%
EXIST
VARIES
±2.7%
10
.
0
0
'
8.50'
37.6±
(
E
X
)
0.
4
8
%
MATCH EXIST GRADES AT
EXIST PAVEMENT, TYP
REFER TO LS PLANS FOR
SOFTSCAPE GRADING, TYP
FLUSH CURB, TYP
REFER TO C3.01 AND C3.02
36.6
±
(
E
X
)
37.5± (EX)
37.
4
±
(
E
X
)
37
.
5
±
G
B
(
E
X
)
0.0%± (EX)
0.8%± (EX)0.7%± (EX)
0.
3
%
±
(
E
X
)
0.
2
4
%
0.80%
0.51%
36
.
8
3
7
.
0
36.
6
3
6
.
8
3
7
.
2
3
7
.
4
37.32 G
B
37.4
37
.
4
37.2
37.4
VA
R
I
E
S
1.
4
%
-
3
.
3
%
VARIES
0.5%-2.0%
36
.
7
8
37.31
37.35 G
B
37.14
36.6
6
G
B
36.6
4
G
B
MATCH EXIST GRADES AT
EXIST PAVEMENT, TYP
37.55±
37
.
4
±
37.3±
36.
7
5
±
36
.
6
±
(
E
X
)
NOTES:
1.REFER TO C1.00 TO C1.02 FOR GENERAL NOTES, LEGENDS, AND ABBREVIATIONS.
2.REFER TO C3.00 FOR CIVIL IMPROVEMENT'S NOTES.
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
ENLARGEMENT PLAN
0
1 inch = 10 feet
5'10'20'
1
C3.01
PIAZZA PARK GRADING ENLARGEMENT WEST
SCALE: 1" = 10'
R-433414
2025-04-15
37.6
37.8
38.0
38.2
38.
4
38.2
3
8
.
4
3
8
.
6
38
.
6
38
.
8
39.
0
38.8
38.4
38.6 38.8
38.8
38.6
MATCH EXIST GRADES AT
EXIST PAVEMENT, TYP
37.7
±
(
E
X
)
38.8±
(
E
X
)
38.
8
±
(
E
X
)
37.
9
9
G
B
38.5±
G
B
(
E
X
)
38.6±
(
E
X
)
38.22
G
B
38.
6
2
38.9±
(
E
X
)
38.9±
(
E
X
)
38.
6
2
G
B
38.07 G
B
38.48
G
B
38.26
G
B
38.
5
8
G
B
0.
7
6
%
0.89
%
1.33%
1.
7
1
%
4.72%
3.8
1
%
2.13%
0.
0
2
%
1.27%
1.55%
0.2
9
%
2.
5
9
%
1.48%
1.78
%
2.07%
0.
7
%
±
(
E
X
)
1.
0
%
±
(
E
X
)
38.8±
(
E
X
)
37.
4
±
(
E
X
)
37.4
±
(
E
X
)
3
7
.
4
±
G
B
(
E
X
)
2.
0
5
%
EXIST
VARIES
±2.3%
EX
I
S
T
VA
R
I
E
S
±1
.
1
%
E
X
I
S
T
V
A
R
I
E
S
±
2
.
1
%
0.
2
%
±
(
E
X
)
38.5± (EX
)
3
.
3
3
%
37.
3
±
(
E
X
)
37.
8
±
(
E
X
)
37.8± (EX)
37.5± (EX)
37.5± (EX
)
2.
3
6
%
REFER TO LS PLANS FOR
SOFTSCAPE GRADING, TYP
FLUSH CURB, TYP
REFER TO C3.01 AND C3.02
37
.
8
±
(
E
X
)
37.8
±
(
E
X
)
37.8
±
(
E
X
)
37.9±
G
B
(
E
X
)
37.95
38.00 G
B
0.
7
5
%
1.
5
5
%
38.
0
0
EXIST
VARIES
±1.8%
38.8
38.0
37.6
37.8
38
.
2
38
.
4
38
.
6
38
.
8
37.6
8.
8
0
'
38.
6
±
37.
4
±
NOTES:
1.REFER TO C1.00 TO C1.02 FOR GENERAL NOTES, LEGENDS, AND ABBREVIATIONS.
2.REFER TO C3.00 FOR CIVIL IMPROVEMENT'S NOTES.
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
ENLARGEMENT PLAN
1
C3.02
PIAZZA PARK GRADING ENLARGEMENT EAST
SCALE: 1" = 5'
0
1 inch = 5 feet
2.5'5'10'
R-433415
2025-04-15
20
30
40
50
20
30
40
50
0+00 0+50 1+00 1+50
20
30
40
50
20
30
40
50
12" IE OUT=33.60 (S)
8" IE IN=33.60± (N)
EXIST SDCB
RIM=35.58
13 LF 8" SD @ 0.65%
8" IE OUT=33.68 (S)
8" IE IN=33.68 (E)
SDCB 100, TYPE 1
RIM=35.59
8" IE OUT=34.29 (W)
8" IE IN=34.29 (S)
AD 10
RIM=37.47
39 LF 8" SD @ 0.65%
8" IE OUT=34.55 (N)
6" IE IN=34.55 (NE)
AD 11
RIM=37.30
27 LF 6" SD @ 1.00%
6" IE OUT=34.82 (SW)
AD 12
RIM=37.40
0+00
8" IE OUT=34.27 (N)
AD 20
RIM=36.75
94 LF 8" SD @ 0.65%
20
30
40
50
20
30
40
50
0+00 0+50 1+00 1+50
6" IE OUT=31.76± (W), EX
6" IE IN=31.76± (N)
EXIST SSCO
RIM=36.19
6" IE=31.91 (S)
SSCO
RIM=36.23
85 LF 6" SS @ 1.25%
1
C3.01
SD PROFILE 10
SCALE: H: 1"=10' V: 1"=10'
2
C3.01
SD PROFILE 20
SCALE: H: 1"=10' V: 1"=10'
3
C3.00
SS PROFILE 10
SCALE: H: 1"=10' V: 1"=10'
EXIST POWER
ASSUMED DEPTH
EXIST POWER AND COMM
ASSUMED DEPTH
BUILDING POC
REFER TO
PLUMB PLAN
GI VAULT,
REFER TO
PLUMB PLAN
6" IE=34.2211 LF 6" SS @ 1.25%
EX 4" W
EX 1.5" W
EX 1" IRR
PROP GRADE, TYP
EXIST GRADE, TYP
PROP GRADE, TYP
EXIST GRADE, TYP
MATCH EXIST GRADE, TYP
EXIST WATER ASSUMED DEPTH,
ADJUSTMENT OF WATER AND SS MAY BE
NEEDED, COORDINATE WITH ENGINEER,
REFER TO NOTE 4
EXIST SS
8" IE=31.4±
EXIST SD
6" IE=32.2±
EXIST MARKET
BLDG
6" SS
@ 1.0% MIN
REFER TO PLAN FOR
LANDSCAPE FD
31 LF 8" SD @ 1.00%
6" IE=33.16 (E)
1 LF 6" SS @ 89.07%
NOTES:
1.REFER TO C1.00 TO C1.02 FOR GENERAL NOTES, LEGENDS, AND ABBREVIATIONS.
2.REFER TO C3.00 FOR CIVIL IMPROVEMENT'S NOTES.
3.INSTALL ETHAFOAM AT CROSSING WITH LESS THAN 12" OF CLEARANCE. REFER TO
DETAIL 4/C3.51.
4.CONTRACTOR TO LOCATE EXISTING UTILITIES PRIOR TO INSTALLING PIPES. NOTIFY
ENGINEER OF DISCREPANCIES AND COORDINATE CONFLICTS WITH DESIGN TEAM.
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
STORM & SEWER PROFILES
R-433416
2025-04-15
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
1TYPICAL TRENCH AND BACKFILL
NTS
2CLEANOUT FOR SANITARY SEWER SERVICE
NTS
3PIPE BEDDING FOR SANITARY SEWERS
NTS
CIVIL IMPROVEMENT DETAILS
R-433417
2025-04-15
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
CIVIL IMPROVEMENT DETAILS
6"
VARIES
(6" MIN)
6"
12" MIN
PLANTING SOIL,
REFER TO LS PLANS
GRAVEL BACKFILL
FOR DRAINS
SLOTTED PIPE
@ 0.5% MIN
SIZE PER PLAN
TYPICAL FRENCH DRAIN IN LANDSCAPE AREA
FINISH GRADE
PER PLAN
1FRENCH DRAIN
NTS 4" BELOW GRADE
(TYP)
PLUG OR
PIPE EXTENSION
HARDSCAPE
CLEANOUT
SOFTSCAPE CLEANOUT
HARDSCAPE AREA
45° BEND
CLEANOUT NOTES:
1.CLEANOUT SIZE SHALL BE 4-INCH FOR ALL PIPE SIZES IN HARDSCAPE AREAS. PROVIDE PIPE
REDUCER OR 4-INCH BRANCH ON WYE AS APPLICABLE.
2.SHALLOW CLEANOUTS AND CLEANOUTS IN SOFTSCAPE AREAS SHALL BE SIZED TO MATCH PIPE
SIZE FOR PIPES EQUAL TO OR LESS THAN 6-INCHES. PIPES LARGER THAN 6-INCHES SHALL USE
6-INCH CLEANOUT WITH PIPE REDUCER OR 6-INCH BRANCH ON WYE AS APPLICABLE
PIPE AND SIZE
PER PLAN
WYE, REFER TO
CLEANOUT NOTE 1
SOFTSCAPE CLEANOUT,
REFER TO CLEANOUT NOTE 2
PIPE AND SIZE
PER CLEANOUT
NOTE 2
4" PIPE
HARDSCAPE PER
PLAN
PLUG OR
PIPE EXTENSION
PIPE AND SIZE
PER PLAN
WYE, REFER TO
CLEANOUT NOTE 2
45° BEND
3STORM DRAIN CLEANOUT
NTS
R-433418
TRENCH DRAIN
PER PLAN
PAVEMENT PER
LANDSCAPING, TYP
#4 NOSING BAR, TYP
1
1
6"
6"
6"
EXPANSION JOINT, TYP
EQ
EQ
#4 BAR, 12" O.C., TYP
EQEQ
2TRENCH DRAIN
NTS
UPPER UTILITY
LOWER UTILITY
0.5"
MIN
LESS THAN 12"
CLEARANCE
PACK GAP BETWEEN
UTILITIES AT CROSSING W/ 6"
THICK POLYETHYLENE
PLASTIC FOAM PAD
4ETHAFOAM INSTALLATION DETAIL
NTS
2025-04-15
4' WHITE PAINTED STRIPE
CURB FACE/BACK OF STALL
18
.
0
'
9.0'
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
LANDSCAPE, REFER
TO LS PLANS, TYP
NOTES:
1.CONCRETE CURB SHALL BE CLASS 3000 CEMENT CONCRETE.
2.CURBS SHALL HAVE THRU-JOINTS AT 10 FT O.C.
6"
R=1/2"R=1/2"
1FLUSH CURB DETAIL
NTS
PAVING DETAIL
2-4" PERMEABLE SURFACING
BASE COURSE
REFER TO LS PLANS FOR DETAILING OF PAVEMENT
RELATIONSHIP TO TRUNK AND FLARE.
1" OF LOOSE 3/8" RUBBER GRANULE WITH NO
BINDER IN AN 18" DIAMETER CIRCLE AROUND TREE
TRUNK.
2" PERMEABLE SURFACING
WEARING COURSE
GEO-GRID
GEOTEXTILE FABRIC
EXISTING TREE
2" PERMEABLE SURFACING
WEARING COURSE
HARDSCAPE PER PLAN,
TYP
2PERMEABLE PAVING TYPICAL SECTION
NTS
PRIME EDGES PER MANUFACTURES
RECOMMENDATIONS, TYP
HARDSCAPE PER PLAN,
TYP
PRIME EDGES PER MANUFACTURES
RECOMMENDATIONS, TYP
2-4" PERMEABLE SURFACING
BASE COURSE
REFER TO LS PLANS FOR SOIL
CELLS, SUBBASE, AND
LANDSCAPE SECTION
TREE PER
LANDSCAPE PLANS
NOTES:
1.PERMEABLE SURFACING SHALL BE FLEXI-PAVE POROUS FLEXIBLE PAVING OR APPROVED
EQUIVALENT. INSTALL PER MANUFACTURES SPECIFICATIONS.
2.COORDINATE AND CONFIRM ALL WORK ASSOCIATED WITH EXISTING AND PROPOSED TREES
WITH LANDSCAPE ARCHITECT. FOR EXISTING TREES, COORDINATE PAVEMENT REMOVAL,
PREPARATION, AND PAVEMENT PLACEMENT AROUND TRUNK AND FLARE WITH ARBORIST TO
PROTECT AND PREVENT DAMAGE TREES.
AT EXISTING TREES AT PROPOSED TREES
1'
-
4
"
1" TYP
8"
REFER TO LS PLANS FOR DETAILING OF
PAVEMENT RELATIONSHIP TO TRUNK AND FLARE.
1/2" POLYETHYLENE FOAM EXPANSION JOINT
MATERIAL WRAPPED AROUND TREE TRUNK.
REFER TO LS PLANS FOR DETAILING OF
PAVEMENT RELATIONSHIP TO TRUNK AND FLARE.
1/2" POLYETHYLENE FOAM EXPANSION JOINT
MATERIAL WRAPPED AROUND TREE TRUNK.
REFER TO LS PLANS FOR DETAILING OF PAVEMENT
RELATIONSHIP TO TRUNK AND FLARE.
1" OF LOOSE 3/8" RUBBER GRANULE WITH NO
BINDER IN AN 18" DIAMETER CIRCLE AROUND TREE
TRUNK.
R-433419
3STANDARD PARKING STALL
NTS
2025-04-15
2CEMENT CONCRETE DRIVEWAY NOTES
NTS
3CEMENT CONCRETE CURBS
NTS
PAVING DETAILCall 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
R-433420
1CEMENT CONCRETE SIDEWALK
NTS
2025-04-15
2TYPICAL LONGITUDINAL PATCH
NTS
3TYPICAL CONCRETE PATCH
NTS
PAVING DETAILCall 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
R-433421
1TYPICAL TRANSVERSE PATCH
NTS
2025-04-15
Call 811
two business days
before you dig
R
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
CITY OF
RENTON
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
PR
2
4
-
0
0
0
0
8
2
LU
A
2
4
-
0
0
0
3
6
4
C2
5
0
0
0
2
3
3
TE
D
-
4
0
-
4
3
3
4
PAVING DETAIL
R-433422
2INTERSECTION CROSSWALK
NTS
1MID-BLOCK CROSSWALK
NTS
2025-04-15
Renton Market and Piazza – City of Renton
Appendix E
Appendix E
Flow Control
• Flow Control Application Map
• RSWDM-Peak Rate Flow Control Standard Area Exceptions
• WWHM Calculations – Existing vs Proposed Conditions
36,112
3009
WGS_1984_Web_Mercator_Auxiliary_Sphere
Map Title
Notes
None
Legend
2046 0 1023 2046Feet
All data, information, and maps are provided "as is" without warranty or any representation of accuracy, timeliness of
completeness. The burden for determining accuracy, completeness, timeliness, merchantability and fitness for or the
appropriateness for use rests solely on the user.
Pipe
Public Pipe
Private Pipe
Public Culvert
Private Culvert
Public Roofdrain
Private Roofdrain
Flow Control Application
Peak Rate (Existing)
Flow Control Duration (Existing)
Flow Control Duration (Forested)
Flood Problem Flow
Water Main
Wastewater Gravity Main
Renton
Private
Citations
PROJECT SITE
COR GIS Map - Flow Control Application
SECTION 1.2 CORE REQUIREMENTS
6/22/2022 2022 City of Renton Surface Water Design Manual
1-40
flow. This level of control is also intended to prevent creation of new conveyance system nuisance
problems as described in Section 1.2.2.1.
Effectiveness in Addressing Downstream Drainage Problems
While the Peak Rate Flow Control Standard provides reasonable protection from many
development-induced conveyance problems (up to the 100-year event), it does not prevent increases in
runoff volumes or flow durations that tend to aggravate the three types of downstream drainage
problems described in Section 1.2.2.1. Consequently, if one or more of these problems are identified
through offsite analysis per Core Requirement #2, additional onsite flow control and/or offsite
improvements will likely be required (see “Drainage Problem-Specific Mitigation Requirements” in
Section 1.2.2.2).
Target Surfaces
Facilities in Peak Rate Flow Control Standard Areas must mitigate (either directly or in effect) the
runoff from the following target surfaces within the threshold discharge area for which the facility is
required:
1. New impervious surface that is not fully dispersed per the criteria in Section 1.2.3.2.C as specified in
Appendix C. For individual lots within residential subdivision projects, the extent of new impervious
surface shall be assumed as specified in Chapter 3. Note, any new impervious surface such as a
bridge or boardwalk that spans the ordinary high water of a stream, pond, or lake may be excluded as
a target surface if the runoff from such span is conveyed to the ordinary high water area in
accordance with Criteria (b), (c), (d), and (e) of the “Direct Discharge Exemption“ (p 1-39).
2. New pervious surface that is not fully dispersed as specified in Appendix C. For individual lots
within residential subdivision projects, the extent of new pervious surface shall be assumed to be the
entire lot area, except the assumed impervious portion and any portion in which native conditions are
preserved by covenant, tract, or easement. In addition, the new pervious surface on individual lots
shall be assumed to be 100% grass.
Exceptions
The following exceptions apply only in Peak Rate Flow Control Standard Areas:
1. The facility requirement in Peak Rate Flow Control Standard Areas is waived for any threshold
discharge area in which the target surfaces subject to this requirement will generate no more than a
0.15-cfs increase (when modeled using 15 minute time steps) in the existing site conditions 100 -year
peak flow (modeled using same time step unit (e.g., 15 -minute) used to calculate the developed flow).
Note: for the purposes of this calculation, target surfaces served by on-site BMPs per Appendix C
may be modeled in accordance with the on-site BMP sizing credits in Core Requirement #9,
Table 1.2.9.A.
2. The facility requirement in Peak Rate Flow Control Standard Areas may be waived for any
threshold discharge area of a redevelopment project in which all of the following criteria are met:
a) The target surfaces subject to the Peak Rate Flow Control Standard Areas facility requirement
will generate no more than a 0.15-cfs increase (when modeled using 15 -minute time steps) in the
existing site conditions 100 -year peak flow (modeled using same time step unit (e.g., 15 -minute)
used to calculate the developed flow) at any natural discharge location from the project site
(note: for the purposes of this calculation, target surfaces served by on-site BMPs per
Appendix C may be modeled in accordance with the on-site BMP sizing credits in Core
Requirement #9, Table 1.2.9.A, AND
b) The increased runoff from target surfaces will not significantly impact a critical area, severe
flooding problem, or severe erosion problem.
RSWDM Peak Rate Flow Control
Standard Area Exceptions
—————————————————————————————————
MGS FLOOD
PROJECT REPORT
Program Version: MGSFlood 4.64
Program License Number: 200410007
Project Simulation Performed on: 03/17/2025 2:09 PM
Report Generation Date: 03/17/2025 2:09 PM
—————————————————————————————————
Input File Name: Market&Piazza_MGSFlood.fld
Project Name: Renton Piazza
Analysis Title: Flow Control Rates
Comments: MS
———————————————— PRECIPITATION INPUT ————————————————
Computational Time Step (Minutes): 15
Extended Precipitation Time Series Selected
Full Period of Record Available used for Routing
Climatic Region Number: 15
Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097
Evaporation Station : 961040 Puget East 40 in MAP
Evaporation Scale Factor : 0.750
HSPF Parameter Region Number: 1
HSPF Parameter Region Name : Ecology Default
********** Default HSPF Parameters Used (Not Modified by User) ***************
********************** WATERSHED DEFINITION ***********************
Predevelopment/Post Development Tributary Area Summary
Predeveloped Post Developed
Total Subbasin Area (acres) 0.452 0.452
Area of Links that Include Precip/Evap (acres) 0.000 0.000
Total (acres) 0.452 0.452
----------------------SCENARIO: PREDEVELOPED
Number of Subbasins: 1
---------- Subbasin : Subbasin 1 ----------
-------Area (Acres) --------
C, Lawn, Flat 0.227
SIDEWALKS/FLAT 0.225
Market & Piazza Full Site
Existing Conditions vs Proposed Conditions
Existing Conditions
----------------------------------------------
Subbasin Total 0.452
----------------------SCENARIO: POSTDEVELOPED
Number of Subbasins: 1
---------- Subbasin : Subbasin 1 ----------
-------Area (Acres) --------
C, Lawn, Flat 0.203
SIDEWALKS/FLAT 0.249
----------------------------------------------
Subbasin Total 0.452
************************* LINK DATA *******************************
----------------------SCENARIO: PREDEVELOPED
Number of Links: 0
************************* LINK DATA *******************************
----------------------SCENARIO: POSTDEVELOPED
Number of Links: 0
**********************FLOOD FREQUENCY AND DURATION STATISTICS*******************
----------------------SCENARIO: PREDEVELOPED
Number of Subbasins: 1
Number of Links: 0
----------------------SCENARIO: POSTDEVELOPED
Number of Subbasins: 1
Number of Links: 0
***********Groundwater Recharge Summary *************
Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures
Total Predeveloped Recharge During Simulation
Model Element Recharge Amount (ac-ft)
-----------------------------------------------------------------------------------------------
Subbasin: Subbasin 1 27.759
_____________________________________
Total: 27.759
Total Post Developed Recharge During Simulation
Model Element Recharge Amount (ac-ft)
-----------------------------------------------------------------------------------------------
Subbasin: Subbasin 1 24.824
_____________________________________
Total: 24.824
Market & Piazza Full Site
Existing Conditions vs Proposed Conditions
Proposed Conditions
Total Predevelopment Recharge is Greater than Post Developed
Average Recharge Per Year, (Number of Years= 158)
Predeveloped: 0.176 ac-ft/year, Post Developed: 0.157 ac-ft/year
***********Water Quality Facility Data *************
----------------------SCENARIO: PREDEVELOPED
Number of Links: 0
----------------------SCENARIO: POSTDEVELOPED
Number of Links: 0
***********Compliance Point Results *************
Scenario Predeveloped Compliance Subbasin: Subbasin 1
Scenario Postdeveloped Compliance Subbasin: Subbasin 1
*** Point of Compliance Flow Frequency Data ***
Recurrence Interval Computed Using Gringorten Plotting Position
Predevelopment Runoff Postdevelopment Runoff
Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs)
----------------------------------------------------------------------------------------------------------------------
2-Year 0.105 2-Year 0.112
5-Year 0.137 5-Year 0.145
10-Year 0.170 10-Year 0.179
25-Year 0.230 25-Year 0.246
50-Year 0.283 50-Year 0.295
100-Year 0.356 100-Year 0.372
200-Year 0.359 200-Year 0.378
500-Year 0.362 500-Year 0.385
** Record too Short to Compute Peak Discharge for These Recurrence Intervals
Flow rate increase:
2-year: 0.007
10-year: 0.009
100-year: 0.016 ~ 0.02cfs
Market & Piazza Full Site
Existing Conditions vs Proposed Conditions
Renton Market and Piazza – City of Renton
Appendix F
Appendix F
Conveyance Calculations
• Basin Map
• Rational Method
• Flow Master Pipe Capacity Calculations
• 25-yr, 100-yr Isopluvial Maps
• Rational Method Coefficients
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TRANSIT CENTER
RENTON PAVILION
EVENT CENTER
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LEGEND - RENTON MARKET SITE
SURFACE AREA (SF)
TRENCH DRAIN - NPGIS 5,720
TOTAL BASIN AREA 5,720-SF
0.13-AC
BASIN BOUNDARY
0
1 inch = 20 feet
10'20'40'
RENTON MARKET & PIAZZA
TRENCH DRAIN BASIN
AREA
MARCH 2025APRIL 2025
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RENTON PAVILION
EVENT CENTER
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LEGEND - RENTON PAVILION SITE
SURFACE AREA (SF)
EXIST 8-INCH SD - NPGIS 9,101
EXISTING CONTRIBUTING ROOF AREA - NPGIS 3,500
PROPOSED VESTIBULE CANOPY - NPGIS 1,200
LANDSCAPE AREA - PGPS 3,053
TOTAL BASIN AREA 16,854-SF
0.39-AC
BASIN BOUNDARY
0
1 inch = 20 feet
10'20'40'
RENTON MARKET & PIAZZA
EXISTING 8-INCH STORM
DRAIN PIPE BASIN AREA
MARCH 2025APRIL 2025
KPFF Consulting Engineers, Inc
Renton Market
KPFF 2300622
April 2025
Drainage Calculations - Runoff Calculation for Project Site
Basin Name:Trench Drain and South Entry Vestibule Inline CB
Basin Description:
Assumptions & Constants
Pr 25yr =3.4 in. ( RSWDM Figure 3.2.1.D 25-yr/24-hr Isopluvial Map)
ar 25yr =2.66 (for 25-year event per RSWDM Table 3.2.1.B)
br 25yr =0.65 (for 25-year event per RSWDM Table 3.2.1.B)
Tc =5 minutes (minimum Tc per RSWDM pg. 3-12)
C impervious =0.90 (per RSWDM Table 3.2.1.A for Pavement and Roofs)
C pervious =0.25 (per RSWDM Table 3.2.1.A for Lawns)
Runoff Calculations
Area, impervious =5,720 sf
Area, impervious =0.13 ac
Area, pervious =0 sf
Area, pervious =0.00 ac
Area, total =0.13 ac
C, average =0.90
i 25-yr =0.93
I25-yr =3.18 in/hr
Total Flow, Q 25yr =0.38 cfs
Description: 25yr Rational Method runoff calculations
Total plaza area, existing and proposed paving contributing to Inline CB
Renton Market RM Calcs.xls | TD Full Plaza 1 of 2 4/15/2025 | 10:52 AM
KPFF Consulting Engineers, Inc
Renton Market
KPFF 2300622
April 2025
Drainage Calculations - Runoff Calculation for Project Site
Basin Name:Proposed 8" SD
Basin Description:
Assumptions & Constants
Pr 25yr =3.4 in. ( RSWDM Figure 3.2.1.D 25-yr/24-hr Isopluvial Map)
ar 25yr =2.66 (for 25-year event per RSWDM Table 3.2.1.B)
br 25yr =0.65 (for 25-year event per RSWDM Table 3.2.1.B)
Tc =5 minutes (minimum Tc per RSWDM pg. 3-12)
C impervious =0.90 (per RSWDM Table 3.2.1.A for Pavement and Roofs)
C pervious =0.25 (per RSWDM Table 3.2.1.A for Lawns)
Runoff Calculations
Area, impervious =13,801 sf
Area, impervious =0.32 ac
Area, pervious =3,053 sf
Area, pervious =0.07 ac
Area, total =0.39 ac
C, average =0.78
i 25-yr =0.93
I25-yr =3.18 in/hr
Total Flow, Q 25yr =0.96 cfs
Description: 25yr Rational Method runoff calculations
Area Contributing to Proposed 8" SD
Renton Market RM Calcs.xls | Proposed 8" 2 of 2 4/15/2025 | 10:52 AM
4" Trench Drain Minium Depth
Project Description
Manning
FormulaFriction Method
Normal DepthSolve For
Input Data
0.011Roughness Coefficient
%0.500Channel Slope
in9.8Constructed Depth
in4.00Constructed Top Width
cfs0.38Discharge
Results
in9.7Normal Depth
ft²0.2Flow Area
ft1.7Wetted Perimeter
in1.3Hydraulic Radius
in3.96Top Width
in6.9Critical Depth
%1.711Critical Slope
ft/s2.14Velocity
ft0.07Velocity Head
ft0.88Specific Energy
0.516Froude Number
SubcriticalFlow Type
GVF Input Data
in0.0Downstream Depth
ft0.0Length
0Number Of Steps
GVF Output Data
in0.0Upstream Depth
N/AProfile Description
ft0.00Profile Headloss
ft/sInfinityDownstream Velocity
ft/sInfinityUpstream Velocity
in9.7Normal Depth
in6.9Critical Depth
%0.500Channel Slope
%1.711Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
9/20/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterTD FM.fm8
Trench Drain Basin 25yr flow: 0.38 cfs
Trench drain min depth is 9.8",
Therefore OK
Proposed 8" SD Reroute
Project Description
Manning
FormulaFriction Method
DischargeSolve For
Input Data
0.010Roughness Coefficient
%0.400Channel Slope
in8.0Normal Depth
in8.0Diameter
Results
cfs0.99Discharge
ft²0.3Flow Area
ft2.1Wetted Perimeter
in2.0Hydraulic Radius
in0.00Top Width
in5.7Critical Depth
%100.0Percent Full
%0.551Critical Slope
ft/s2.85Velocity
ft0.13Velocity Head
ft0.79Specific Energy
(N/A)Froude Number
cfs1.07Maximum Discharge
cfs0.99Discharge Full
%0.400Slope Full
UndefinedFlow Type
GVF Input Data
in0.0Downstream Depth
ft0.0Length
0Number Of Steps
GVF Output Data
in0.0Upstream Depth
N/AProfile Description
ft0.00Profile Headloss
%0.0Average End Depth Over Rise
%100.0Normal Depth Over Rise
ft/sInfinityDownstream Velocity
ft/sInfinityUpstream Velocity
in8.0Normal Depth
in5.7Critical Depth
%0.400Channel Slope
%0.551Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
10/10/2024
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterTD FM.fm8
8" SD Reroute Basin 25yr flow: 0.96 cfs
Therefore Ok
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S 3RD ST
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AD 10 (EXIST)
AD 11
AD 12
CB 100, TYPE 1
AD 20
LEGEND - RENTON PIAZZA SITE
SD STRUCTURE
IMPERVIOUS
AREA (SF)
PERVIOUS AREA
(SF)
AD 12 0 3,277
AD 11 2,063 233
AD 10 1,199 0
AD 20 2,662 3,317
TOTAL ON-SITE AREA 2,895 7,718
LIMITS OF WORK
RENTON PIAZZA
BASIN EXHIBIT
MARCH 2025
0
1 inch = 10 feet
5'10'20'
APRIL 2025
KPFF Consulting Engineers, Inc
Renton Piazza
KPFF 2300622
April 2025
Drainage Calculations - Runoff Calculation for Project Site
Basin Name:Catch Basin 100
Basin Description:
Assumptions & Constants
Pr 25yr =3.4 in. ( RSWDM Figure 3.2.1.D 25-yr/24-hr Isopluvial Map)
ar 25yr =2.66 (for 25-year event per RSWDM Table 3.2.1.B)
br 25yr =0.65 (for 25-year event per RSWDM Table 3.2.1.B)
Tc =5 minutes (minimum Tc per RSWDM pg. 3-12)
C impervious =0.90 (per RSWDM Table 3.2.1.A for Pavement and Roofs)
C pervious =0.25 (per RSWDM Table 3.2.1.A for Lawns)
Runoff Calculations
Area, impervious =7,987 sf
Area, impervious =0.18 ac
Area, pervious =16,891 sf
Area, pervious =0.39 ac
Area, total =0.57 ac
C, average =0.46
i 25-yr =0.93
I25-yr =3.18 in/hr
Total Flow, Q 25yr =0.83 cfs
Description: 25yr Rational Method runoff calculations
Total piazza area, existing and proposed paving contributing to CB-100
Renton Piazza RM Calcs.xls | CB-100 1 of 1 4/15/2025 | 10:56 AM
CB-100
Project Description
Manning
FormulaFriction Method
Full Flow
CapacitySolve For
Input Data
0.012Roughness Coefficient
%0.650Channel Slope
in8.0Normal Depth
in8.0Diameter
cfs1.06Discharge
Results
cfs1.06Discharge
in8.0Normal Depth
ft²0.3Flow Area
ft2.1Wetted Perimeter
in2.0Hydraulic Radius
ft0.00Top Width
in5.8Critical Depth
%100.0Percent Full
%0.830Critical Slope
ft/s3.02Velocity
ft0.14Velocity Head
ft0.81Specific Energy
(N/A)Froude Number
cfs1.14Maximum Discharge
cfs1.06Discharge Full
%0.650Slope Full
SubcriticalFlow Type
GVF Input Data
in0.0Downstream Depth
ft0.0Length
0Number Of Steps
GVF Output Data
in0.0Upstream Depth
N/AProfile Description
ft0.00Profile Headloss
%0.0Average End Depth Over Rise
%100.0Normal Depth Over Rise
ft/sInfinityDownstream Velocity
ft/sInfinityUpstream Velocity
in8.0Normal Depth
in5.8Critical Depth
%0.650Channel Slope
%0.830Critical Slope
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
2/13/2025
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterPiazza FM.fm8
Pipe Capacity: 1.06-cfs > 25-yr flow rate: 0.83-cfs
Therefore ok
SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS
6/22/2022 2022 City of Renton Surface Water Design Manual
3-16
FIGURE 3.2.1.C 25-YEAR 24-HOUR ISOPLUVIALS
SITE
25 yr 24hr:
3.4 in
3.2.1 RATIONAL METHOD
2022 City of Renton Surface Water Design Manual 6/22/2022
3-17
FIGURE 3.2.1.D 100-YEAR 24-HOUR ISOPLUVIALS
SITE
100 yr 24hr:
3.9 in
Renton Market and Piazza – City of Renton
Appendix G
Appendix G
Bond Quantities
1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200
Date Prepared:
Name:
PE Registration No:
Firm Name:
Firm Address:
Phone No.
Email Address:
Project Name: Project Owner:
CED Plan # (LUA): Phone:
CED Permit # (C): Address:
Site Address:
Street Intersection: Addt'l Project Owner:
Parcel #(s): Phone:
Address:
Clearing and grading greater than or equal to 5,000 board feet of timber?
Yes/No:NO Water Service Provided by:
If Yes, Provide Forest Practice Permit #:Sewer Service Provided by:
Total Estimated Construction Costs E
A + B + C + D 243,480.85$
Estimated Civil Construction Permit - Construction Costs2
Stormwater (Drainage)C 65,641.74$
As outlined in City Ordinance No. 4345, 50% of the plan review and inspection fees are to be paid at Permit Submittal. The balance is due at Permit Issuance.
Significant changes or additional review cycles (beyond 3 cycles) during the review process may result in adjustments to the final review fees.
Roadway (Erosion Control + Transportation)D 150,595.02$
Water A -$
Wastewater (Sanitary Sewer)B 27,244.10$
Abbreviated Legal
Description:
MOTOR LINE ADD TO RENTON 2-3 & 16-17-18 LESS ST
233 Burnett Ave S, Renton, WA 98057
1055 S Grady Way
Burnett Ave S/S 3rd St
425.430.6400
4/16/2025
Prepared by:
FOR APPROVALProject Phase 1
jenifer.clapham@kpff.com
Jenifer Clapham
40799
KPFF Consulting Engineers
1601 5th Ave, Suite 1600, Seattle, WA 98101
206.926.0549
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
PROJECT INFORMATION
CITY OF RENTON
CITY OF RENTON
1 Select the current project status/phase from the following options:
For Approval - Preliminary Data Enclosed, pending approval from the City;
For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City;
Project Closeout - Final Costs and Quantities Enclosed for Project Close-out Submittal
Engineer Stamp Required
(all cost estimates must have original wet stamp and signature)
Clearing and Grading Utility Providers
N/A
Project Location and Description Project Owner Information
Renton Market and Piazza
Renton, WA 98057
5696000055, 5696000065, 5696000120,0007200188, and 5696000050
City of Renton
Page 2 of 15
Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION
Version 4/1/2024
Printed 4/15/2025
2025-04-15
10.3%2 All prices include labor, equipment, materials, overhead, profit, and taxes. City of Renton Sales Tax is:
Page 3 of 15
Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION
Version 4/1/2024
Printed 4/15/2025
CED Permit #:
Unit
Reference #Price Unit Quantity Cost
Backfill & compaction-embankment ESC-1 7.50$ CY
Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 90.00$ Each
Catch Basin Protection ESC-3 145.00$ Each 15 2,175.00
Crushed surfacing 1 1/4" minus ESC-4 WSDOT 9-03.9(3)110.00$ CY
Ditching ESC-5 10.50$ CY
Excavation-bulk ESC-6 2.30$ CY
Fence, silt ESC-7 SWDM 5.4.3.1 5.00$ LF
Fence, Temporary (NGPE)ESC-8 1.75$ LF 986 1,725.50
Geotextile Fabric ESC-9 3.00$ SY
Hay Bale Silt Trap ESC-10 0.60$ Each
Hydroseeding ESC-11 SWDM 5.4.2.4 0.90$ SY
Interceptor Swale / Dike ESC-12 1.15$ LF
Jute Mesh ESC-13 SWDM 5.4.2.2 4.00$ SY
Level Spreader ESC-14 2.00$ LF
Mulch, by hand, straw, 3" deep ESC-15 SWDM 5.4.2.1 2.90$ SY
Mulch, by machine, straw, 2" deep ESC-16 SWDM 5.4.2.1 2.30$ SY
Piping, temporary, CPP, 6"ESC-17 13.75$ LF
Piping, temporary, CPP, 8"ESC-18 16.00$ LF
Piping, temporary, CPP, 12"ESC-19 20.50$ LF
Plastic covering, 6mm thick, sandbagged ESC-20 SWDM 5.4.2.3 4.60$ SY
Rip Rap, machine placed; slopes ESC-21 WSDOT 9-13.1(2)51.00$ CY
Rock Construction Entrance, 50'x15'x1'ESC-22 SWDM 5.4.4.1 2,050.00$ Each 1 2,050.00
Rock Construction Entrance, 100'x15'x1'ESC-23 SWDM 5.4.4.1 3,675.00$ Each
Sediment pond riser assembly ESC-24 SWDM 5.4.5.2 2,525.00$ Each
Sediment trap, 5' high berm ESC-25 SWDM 5.4.5.1 22.00$ LF
Sed. trap, 5' high, riprapped spillway berm section ESC-26 SWDM 5.4.5.1 80.00$ LF
Seeding, by hand ESC-27 SWDM 5.4.2.4 1.15$ SY
Sodding, 1" deep, level ground ESC-28 SWDM 5.4.2.5 9.20$ SY
Sodding, 1" deep, sloped ground ESC-29 SWDM 5.4.2.5 11.50$ SY
TESC Supervisor ESC-30 125.00$ HR
Water truck, dust control ESC-31 SWDM 5.4.7 160.00$ HR
Unit
Reference #Price Unit Quantity Cost
SWDM D.2.1.2.5 4.00$ LF 1,276 5,104.00
EROSION/SEDIMENT SUBTOTAL:11,054.50
SALES TAX @ 10.3%1,138.61
EROSION/SEDIMENT TOTAL:12,193.11
(A)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR EROSION & SEDIMENT CONTROL
Description No.
(A)
Straw Wattle
WRITE-IN-ITEMS
Page 4 of 15
Ref 8-H Bond Quantity Worksheet SECTION II.a EROSION_CONTROL
Version: 4/01/2024
Printed 4/15/2025
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
GENERAL ITEMS
Backfill & Compaction- embankment GI-1 7.00$ CY
Backfill & Compaction- trench GI-2 10.25$ CY 32 328.00 107 1,096.75
Clear/Remove Brush, by hand (SY)GI-3 1.15$ SY 68 78.20 1108 1,274.20
Bollards - fixed GI-4 275.00$ Each
Bollards - removable GI-5 520.00$ Each 2 1,040.00
Clearing/Grubbing/Tree Removal GI-6 11,475.00$ Acre
Excavation - bulk GI-7 2.30$ CY
Excavation - Trench GI-8 5.75$ CY 32 184.00 107 615.25
Fencing, cedar, 6' high GI-9 23.00$ LF
Fencing, chain link, 4'GI-10 44.00$ LF
Fencing, chain link, vinyl coated, 6' high GI-11 23.00$ LF
Fencing, chain link, gate, vinyl coated, 20' GI-12 1,600.00$ Each
Fill & compact - common barrow GI-13 28.75$ CY
Fill & compact - gravel base GI-14 31.00$ CY
Fill & compact - screened topsoil GI-15 44.75$ CY
Gabion, 12" deep, stone filled mesh GI-16 74.50$ SY
Gabion, 18" deep, stone filled mesh GI-17 103.25$ SY
Gabion, 36" deep, stone filled mesh GI-18 172.00$ SY
Grading, fine, by hand GI-19 2.90$ SY
Grading, fine, with grader GI-20 2.30$ SY 68 156.40 1,108 2,548.40
Monuments, 3' Long GI-21 1,025.00$ Each
Sensitive Areas Sign GI-22 8.00$ Each
Sodding, 1" deep, sloped ground GI-23 9.25$ SY 995 9,203.75
Surveying, line & grade GI-24 975.00$ Day
Surveying, lot location/lines GI-25 2,050.00$ Acre
Topsoil Type A (imported)GI-26 32.75$ CY
Traffic control crew ( 2 flaggers )GI-27 137.75$ HR
Trail, 4" chipped wood GI-28 9.15$ SY
Trail, 4" crushed cinder GI-29 10.25$ SY
Trail, 4" top course GI-30 13.75$ SY
Conduit, 2"GI-31 5.75$ LF
Wall, retaining, concrete GI-32 63.00$ SF
Wall, rockery GI-33 17.25$ SF
SUBTOTAL THIS PAGE:262.20 484.40 15,778.35
(B)(C)(D)(E)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR STREET AND SITE IMPROVEMENTS
Quantity Remaining
(Bond Reduction)
(B) (C)
Page 5 of 15
Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION
Version: 4/1/2024
Printed 4/15/2025
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR STREET AND SITE IMPROVEMENTS
Quantity Remaining
(Bond Reduction)
(B) (C)
ROAD IMPROVEMENT/PAVEMENT/SURFACING
AC Grinding, 4' wide machine < 1000sy RI-1 34.50$ SY
AC Grinding, 4' wide machine 1000-2000sy RI-2 18.25$ SY
AC Grinding, 4' wide machine > 2000sy RI-3 11.50$ SY
AC Removal/Disposal RI-4 40.00$ SY
Barricade, Type III ( Permanent )RI-5 64.25$ LF
Guard Rail RI-6 34.50$ LF
Curb & Gutter, rolled RI-7 19.50$ LF 40 780.00
Curb & Gutter, vertical RI-8 14.25$ LF 5 71.25 300 4,275.00
Curb and Gutter, demolition and disposal RI-9 20.50$ LF 45 922.50
Curb, extruded asphalt RI-10 6.25$ LF
Curb, extruded concrete RI-11 8.00$ LF
Sawcut, asphalt, 3" depth RI-12 3.00$ LF
Sawcut, concrete, per 1" depth RI-13 5.00$ LF 270 1,350.00 1,025 5,125.00
Sealant, asphalt RI-14 2.25$ LF
Shoulder, gravel, 4" thick RI-15 17.25$ SY
Sidewalk, 4" thick RI-16 43.50$ SY 20 870.00 1,108 48,198.00
Sidewalk, 4" thick, demolition and disposal RI-17 37.00$ SY 20 740.00 1,108 40,996.00
Sidewalk, 5" thick RI-18 47.00$ SY
Sidewalk, 5" thick, demolition and disposal RI-19 46.00$ SY
Sign, Handicap RI-20 97.00$ Each
Striping, per stall RI-21 8.00$ Each
Striping, thermoplastic, ( for crosswalk )RI-22 3.50$ SF
Striping, 4" reflectorized line RI-23 0.55$ LF
Additional 2.5" Crushed Surfacing RI-24 4.15$ SY
HMA 1/2" Overlay 1.5" RI-25 16.00$ SY
HMA 1/2" Overlay 2"RI-26 20.75$ SY
HMA Road, 2", 4" rock, First 2500 SY RI-27 32.25$ SY
HMA Road, 2", 4" rock, Qty. over 2500SY RI-28 24.00$ SY
HMA Road, 4", 6" rock, First 2500 SY RI-29 51.75$ SY
HMA Road, 4", 6" rock, Qty. over 2500 SY RI-30 42.50$ SY
HMA Road, 4", 4.5" ATB RI-31 43.50$ SY
Gravel Road, 4" rock, First 2500 SY RI-32 17.25$ SY
Gravel Road, 4" rock, Qty. over 2500 SY RI-33 11.50$ SY
Thickened Edge RI-34 10.00$ LF
SUBTOTAL THIS PAGE:3,012.50 1,721.25 98,594.00
(B)(C)(D)(E)
Page 6 of 15
Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION
Version: 4/1/2024
Printed 4/15/2025
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR STREET AND SITE IMPROVEMENTS
Quantity Remaining
(Bond Reduction)
(B) (C)
PARKING LOT SURFACING No.
2" AC, 2" top course rock & 4" borrow PL-1 24.00$ SY
2" AC, 1.5" top course & 2.5" base course PL-2 32.00$ SY
4" select borrow PL-3 5.75$ SY
1.5" top course rock & 2.5" base course PL-4 16.00$ SY
SUBTOTAL PARKING LOT SURFACING:
(B)(C)(D)(E)
LANDSCAPING & VEGETATION No.
Street Trees LA-1
Median Landscaping LA-2
Right-of-Way Landscaping LA-3
Wetland Landscaping LA-4
SUBTOTAL LANDSCAPING & VEGETATION:
(B)(C)(D)(E)
TRAFFIC & LIGHTING No.
Signs TR-1
Street Light System ( # of Poles)TR-2
Traffic Signal TR-3
Traffic Signal Modification TR-4
SUBTOTAL TRAFFIC & LIGHTING:
(B)(C)(D)(E)
WRITE-IN-ITEMS
Vehicular Concrete Pavement 75.00$ SY 75 5,625.00
SUBTOTAL WRITE-IN ITEMS:5,625.00
STREET AND SITE IMPROVEMENTS SUBTOTAL:3,274.70 7,830.65 114,372.35
SALES TAX @ 10.3%337.29 806.56 11,780.35
STREET AND SITE IMPROVEMENTS TOTAL:3,611.99 8,637.21 126,152.70
(B)(C)(D)(E)
Page 7 of 15
Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION
Version: 4/1/2024
Printed 4/15/2025
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
DRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.)
Access Road, R/D D-1 30.00$ SY
* (CBs include frame and lid)
Beehive D-2 103.00$ Each
Through-curb Inlet Framework D-3 460.00$ Each
CB Type I D-4 1,725.00$ Each 1 1,725.00
CB Type IL D-5 2,000.00$ Each
CB Type II, 48" diameter D-6 3,500.00$ Each
for additional depth over 4' D-7 550.00$ FT
CB Type II, 54" diameter D-8 4,075.00$ Each
for additional depth over 4'D-9 570.00$ FT
CB Type II, 60" diameter D-10 4,225.00$ Each
for additional depth over 4'D-11 690.00$ FT
CB Type II, 72" diameter D-12 6,900.00$ Each
for additional depth over 4'D-13 975.00$ FT
CB Type II, 96" diameter D-14 16,000.00$ Each
for additional depth over 4'D-15 1,050.00$ FT
Trash Rack, 12"D-16 400.00$ Each
Trash Rack, 15"D-17 470.00$ Each
Trash Rack, 18"D-18 550.00$ Each
Trash Rack, 21"D-19 630.00$ Each
Cleanout, PVC, 4"D-20 170.00$ Each 4 680.00
Cleanout, PVC, 6"D-21 195.00$ Each
Cleanout, PVC, 8"D-22 230.00$ Each
Culvert, PVC, 4" D-23 11.50$ LF
Culvert, PVC, 6" D-24 15.00$ LF 145 2,175.00
Culvert, PVC, 8" D-25 17.00$ LF 75 1,275.00
Culvert, PVC, 12" D-26 26.00$ LF
Culvert, PVC, 15" D-27 40.00$ LF
Culvert, PVC, 18" D-28 47.00$ LF
Culvert, PVC, 24"D-29 65.00$ LF
Culvert, PVC, 30" D-30 90.00$ LF
Culvert, PVC, 36" D-31 150.00$ LF
Culvert, CMP, 8"D-32 22.00$ LF
Culvert, CMP, 12"D-33 33.00$ LF
SUBTOTAL THIS PAGE:1,725.00 4,130.00
(B)(C)(D)(E)
Quantity Remaining
(Bond Reduction)
(B)(C)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
Page 8 of 15
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Version: 4/1/2024
Printed 4/15/2025
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Quantity Remaining
(Bond Reduction)
(B)(C)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
DRAINAGE (Continued)
Culvert, CMP, 15"D-34 40.00$ LF
Culvert, CMP, 18"D-35 47.00$ LF
Culvert, CMP, 24"D-36 64.00$ LF
Culvert, CMP, 30"D-37 90.00$ LF
Culvert, CMP, 36"D-38 150.00$ LF
Culvert, CMP, 48"D-39 218.00$ LF
Culvert, CMP, 60"D-40 310.00$ LF
Culvert, CMP, 72"D-41 400.00$ LF
Culvert, Concrete, 8"D-42 48.00$ LF
Culvert, Concrete, 12"D-43 55.00$ LF
Culvert, Concrete, 15"D-44 89.00$ LF
Culvert, Concrete, 18"D-45 100.00$ LF
Culvert, Concrete, 24"D-46 120.00$ LF
Culvert, Concrete, 30"D-47 145.00$ LF
Culvert, Concrete, 36"D-48 175.00$ LF
Culvert, Concrete, 42"D-49 200.00$ LF
Culvert, Concrete, 48"D-50 235.00$ LF
Culvert, CPE Triple Wall, 6" D-51 16.00$ LF
Culvert, CPE Triple Wall, 8" D-52 18.00$ LF
Culvert, CPE Triple Wall, 12" D-53 27.00$ LF
Culvert, CPE Triple Wall, 15" D-54 40.00$ LF
Culvert, CPE Triple Wall, 18" D-55 47.00$ LF
Culvert, CPE Triple Wall, 24" D-56 64.00$ LF
Culvert, CPE Triple Wall, 30" D-57 90.00$ LF
Culvert, CPE Triple Wall, 36" D-58 149.00$ LF
Culvert, LCPE, 6"D-59 69.00$ LF
Culvert, LCPE, 8"D-60 83.00$ LF
Culvert, LCPE, 12"D-61 96.00$ LF
Culvert, LCPE, 15"D-62 110.00$ LF
Culvert, LCPE, 18"D-63 124.00$ LF
Culvert, LCPE, 24"D-64 138.00$ LF
Culvert, LCPE, 30"D-65 151.00$ LF
Culvert, LCPE, 36"D-66 165.00$ LF
Culvert, LCPE, 48"D-67 179.00$ LF
Culvert, LCPE, 54"D-68 193.00$ LF
SUBTOTAL THIS PAGE:
(B)(C)(D)(E)
Page 9 of 15
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Version: 4/1/2024
Printed 4/15/2025
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Quantity Remaining
(Bond Reduction)
(B)(C)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
DRAINAGE (Continued)
Culvert, LCPE, 60"D-69 206.00$ LF
Culvert, LCPE, 72"D-70 220.00$ LF
Culvert, HDPE, 6"D-71 48.00$ LF
Culvert, HDPE, 8"D-72 60.00$ LF
Culvert, HDPE, 12"D-73 85.00$ LF
Culvert, HDPE, 15"D-74 122.00$ LF
Culvert, HDPE, 18"D-75 158.00$ LF
Culvert, HDPE, 24"D-76 254.00$ LF
Culvert, HDPE, 30"D-77 317.00$ LF
Culvert, HDPE, 36"D-78 380.00$ LF
Culvert, HDPE, 48"D-79 443.00$ LF
Culvert, HDPE, 54"D-80 506.00$ LF
Culvert, HDPE, 60"D-81 570.00$ LF
Culvert, HDPE, 72"D-82 632.00$ LF
Pipe, Polypropylene, 6"D-83 96.00$ LF
Pipe, Polypropylene, 8"D-84 100.00$ LF
Pipe, Polypropylene, 12"D-85 100.00$ LF
Pipe, Polypropylene, 15"D-86 103.00$ LF
Pipe, Polypropylene, 18"D-87 106.00$ LF
Pipe, Polypropylene, 24"D-88 119.00$ LF
Pipe, Polypropylene, 30"D-89 136.00$ LF
Pipe, Polypropylene, 36"D-90 185.00$ LF
Pipe, Polypropylene, 48"D-91 260.00$ LF
Pipe, Polypropylene, 54"D-92 381.00$ LF
Pipe, Polypropylene, 60"D-93 504.00$ LF
Pipe, Polypropylene, 72"D-94 625.00$ LF
Culvert, DI, 6"D-95 70.00$ LF
Culvert, DI, 8"D-96 101.00$ LF 12 1,212.00 95 9,595.00
Culvert, DI, 12"D-97 121.00$ LF
Culvert, DI, 15"D-98 148.00$ LF
Culvert, DI, 18"D-99 175.00$ LF
Culvert, DI, 24"D-100 200.00$ LF
Culvert, DI, 30"D-101 227.00$ LF
Culvert, DI, 36"D-102 252.00$ LF
Culvert, DI, 48"D-103 279.00$ LF
Culvert, DI, 54"D-104 305.00$ LF
Culvert, DI, 60"D-105 331.00$ LF
Culvert, DI, 72"D-106 357.00$ LF
SUBTOTAL THIS PAGE:1,212.00 9,595.00
(B)(C)(D)(E)
Page 10 of 15
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Version: 4/1/2024
Printed 4/15/2025
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Quantity Remaining
(Bond Reduction)
(B)(C)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
Specialty Drainage Items
Ditching SD-1 10.90$ CY
Flow Dispersal Trench (1,436 base+)SD-3 32.00$ LF
French Drain (3' depth)SD-4 30.00$ LF 130 3,900.00
Geotextile, laid in trench, polypropylene SD-5 3.40$ SY
Mid-tank Access Riser, 48" dia, 6' deep SD-6 2,300.00$ Each
Pond Overflow Spillway SD-7 18.25$ SY
Restrictor/Oil Separator, 12"SD-8 1,320.00$ Each
Restrictor/Oil Separator, 15"SD-9 1,550.00$ Each
Restrictor/Oil Separator, 18"SD-10 1,950.00$ Each
Riprap, placed SD-11 48.20$ CY
Tank End Reducer (36" diameter)SD-12 1,375.00$ Each
Infiltration pond testing SD-13 143.00$ HR
Permeable Pavement SD-14 45.00$ 100 4,500.00
Permeable Concrete Sidewalk SD-15
Culvert, Box __ ft x __ ft SD-16
SUBTOTAL SPECIALTY DRAINAGE ITEMS:8,400.00
(B)(C)(D)(E)
STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)
Detention Pond SF-1 Each
Detention Tank SF-2 Each
Detention Vault SF-3 Each
Infiltration Pond SF-4 Each
Infiltration Tank SF-5 Each
Infiltration Vault SF-6 Each
Infiltration Trenches SF-7 Each
Basic Biofiltration Swale SF-8 Each
Wet Biofiltration Swale SF-9 Each
Wetpond SF-10 Each
Wetvault SF-11 Each
Sand Filter SF-12 Each
Sand Filter Vault SF-13 Each
Linear Sand Filter SF-14 Each
Proprietary Facility SF-15 Each
Bioretention Facility SF-16 Each
SUBTOTAL STORMWATER FACILITIES:
(B)(C)(D)(E)
Page 11 of 15
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Version: 4/1/2024
Printed 4/15/2025
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Quantity Remaining
(Bond Reduction)
(B)(C)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
WRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)
Area Drain WI-1 2,000.00$ Each 9 18,000.00
TrenchDrain WI-2 250.00$ LF 63 15,750.00
In-line Catch Basin WI-3 700.00$ Each 1 700.00
WI-4
WI-5
WI-6
WI-7
WI-8
WI-9
WI-10
WI-11
WI-12
WI-13
WI-14
WI-15
SUBTOTAL WRITE-IN ITEMS:34,450.00
DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:1,212.00 1,725.00 56,575.00
SALES TAX @ 10.3%124.84 177.68 5,827.23
DRAINAGE AND STORMWATER FACILITIES TOTAL:1,336.84 1,902.68 62,402.23
(B) (C) (D) (E)
Page 12 of 15
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Version: 4/1/2024
Printed 4/15/2025
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Connection to Existing Watermain W-1 3,400.00$ Each
Ductile Iron Watermain, CL 52, 4 Inch Diameter W-2 58.00$ LF
Ductile Iron Watermain, CL 52, 6 Inch Diameter W-3 65.00$ LF
Ductile Iron Watermain, CL 52, 8 Inch Diameter W-4 75.00$ LF
Ductile Iron Watermain, CL 52, 10 Inch Diameter W-5 80.00$ LF
Ductile Iron Watermain, CL 52, 12 Inch Diameter W-6 145.00$ LF
Gate Valve, 4 inch Diameter W-7 1,225.00$ Each
Gate Valve, 6 inch Diameter W-8 1,350.00$ Each
Gate Valve, 8 Inch Diameter W-9 1,550.00$ Each
Gate Valve, 10 Inch Diameter W-10 2,100.00$ Each
Gate Valve, 12 Inch Diameter W-11 2,500.00$ Each
Fire Hydrant Assembly W-12 5,000.00$ Each
Permanent Blow-Off Assembly W-13 1,950.00$ Each
Air-Vac Assembly, 2-Inch Diameter W-14 3,050.00$ Each
Air-Vac Assembly, 1-Inch Diameter W-15 1,725.00$ Each
Compound Meter Assembly 3-inch Diameter W-16 9,200.00$ Each
Compound Meter Assembly 4-inch Diameter W-17 10,500.00$ Each
Compound Meter Assembly 6-inch Diameter W-18 11,500.00$ Each
Pressure Reducing Valve Station 8-inch to 10-inch W-19 23,000.00$ Each
WATER SUBTOTAL:
SALES TAX @ 10.3%
WATER TOTAL:
(B) (C) (D) (E)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR WATER
Quantity Remaining
(Bond Reduction)
(B)(C)
Page 13 of 15
Ref 8-H Bond Quantity Worksheet SECTION II.d WATER
Version: 4/1/2024
Printed 4/15/2025
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Clean Outs SS-1 1,150.00$ Each 2 2,300.00
Grease Interceptor, 500 gallon SS-2 9,200.00$ Each 1 9,200.00
Grease Interceptor, 1000 gallon SS-3 11,500.00$ Each
Grease Interceptor, 1500 gallon SS-4 17,200.00$ Each
Side Sewer Pipe, PVC. 4 Inch Diameter SS-5 92.00$ LF
Side Sewer Pipe, PVC. 6 Inch Diameter SS-6 110.00$ LF 120 13,200.00
Sewer Pipe, PVC, 8 inch Diameter SS-7 120.00$ LF
Sewer Pipe, PVC, 12 Inch Diameter SS-8 144.00$ LF
Sewer Pipe, DI, 8 inch Diameter SS-9 130.00$ LF
Sewer Pipe, DI, 12 Inch Diameter SS-10 150.00$ LF
Manhole, 48 Inch Diameter SS-11 6,900.00$ Each
Manhole, 54 Inch Diameter SS-13 6,800.00$ Each
Manhole, 60 Inch Diameter SS-15 7,600.00$ Each
Manhole, 72 Inch Diameter SS-17 10,600.00$ Each
Manhole, 96 Inch Diameter SS-19 16,000.00$ Each
Pipe, C-900, 12 Inch Diameter SS-21 205.00$ LF
Outside Drop SS-24 1,700.00$ LS
Inside Drop SS-25 1,150.00$ LS
Sewer Pipe, PVC, ____ Inch Diameter SS-26
Lift Station (Entire System)SS-27 LS
SANITARY SEWER SUBTOTAL:24,700.00
SALES TAX @ 10.3%2,544.10
SANITARY SEWER TOTAL:27,244.10
(B) (C) (D) (E)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR SANITARY SEWER
Quantity Remaining
(Bond Reduction)
(B)(C)
Page 14 of 15
Ref 8-H Bond Quantity Worksheet SECTION II.e SANITARY SEWER
Version: 4/1/2024
Printed 4/15/2025
1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200
Date:
Name:Project Name:
PE Registration No:CED Plan # (LUA):
Firm Name:CED Permit # (C):
Firm Address:Site Address:
Phone No.Parcel #(s):
Email Address:Project Phase:
Site Restoration/Erosion Sediment Control Subtotal (a)
Existing Right-of-Way Improvements Subtotal (b) (b)3,611.99$
Future Public Improvements Subtotal (c)8,637.21$
Stormwater & Drainage Facilities (Public & Private) Subtotal (d) (d)65,641.74$
(e)
(f)
Site Restoration
Existing Right-of-Way and Storm Drainage Improvements
Maintenance Bond 15,578.19$
Bond Reduction 2
Construction Permit Bond Amount 3
Minimum Bond Amount is $10,000.00
1 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.
2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% will
cover all remaining items to be constructed.
3 Required Bond Amounts are subject to review and modification by Development Engineering.
* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.
** Note: All prices include labor, equipment, materials, overhead, profit, and taxes.
EST1
((b) + (c) + (d)) x 20%
-$
MAINTENANCE BOND */**
(after final acceptance of construction)
12,193.11$
3,611.99$
71,059.73$
12,193.11$
-$
65,641.74$
-$
83,252.84$
P
(a) x 100%
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
BOND CALCULATIONS
4/16/2025
Jenifer Clapham
40799
KPFF Consulting Engineers
R
((b x 150%) + (d x 100%))
S
(e) x 150% + (f) x 100%
Bond Reduction: Existing Right-of-Way Improvements (Quantity
Remaining)2
Bond Reduction: Stormwater & Drainage Facilities (Quantity
Remaining)2
T
(P +R - S)
Prepared by:Project Information
CONSTRUCTION BOND AMOUNT */**
(prior to permit issuance)
206.926.0549
jenifer.clapham@kpff.com
Renton Market and Piazza
233 Burnett Ave S, Renton, WA 98057
5696000055, 5696000065, 5696000120,0007200188, and 5696000050
FOR APPROVAL
1601 5th Ave, Suite 1600, Seattle, WA 98101
Page 15 of 15
Ref 8-H Bond Quantity Worksheet SECTION III. BOND WORKSHEET
Version: 4/1/2024
Printed 4/15/2025
Renton Market and Piazza – City of Renton
Appendix H
Appendix H
Operations and Maintenance Manual
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
6/22/2022 2022 City of Renton Surface Water Design Manual
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NO. 5 – CATCH BASINS AND MANHOLES
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITION WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Structure Sediment
accumulation
Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert
of the lowest pipe into or out of the catch
basin or is within 6 inches of the invert of
the lowest pipe into or out of the catch
basin.
Sump of catch basin contains no sediment.
Trash and debris Trash or debris of more than ½ cubic foot
which is located immediately in front of the
catch basin opening or is blocking capacity
of the catch basin by more than 10%.
No Trash or debris blocking or potentially
blocking entrance to catch basin.
Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of
basin to invert the lowest pipe into or out of
the basin.
No trash or debris in the catch basin.
Dead animals or vegetation that could
generate odors that could cause
complaints or dangerous gases (e.g.,
methane).
No dead animals or vegetation present
within catch basin.
Deposits of garbage exceeding 1 cubic
foot in volume.
No condition present which would attract or
support the breeding of insects or rodents.
Damage to frame
and/or top slab
Corner of frame extends more than ¾ inch
past curb face into the street (If
applicable).
Frame is even with curb.
Top slab has holes larger than 2 square
inches or cracks wider than ¼ inch.
Top slab is free of holes and cracks.
Frame not sitting flush on top slab, i.e.,
separation of more than ¾ inch of the
frame from the top slab.
Frame is sitting flush on top slab.
Cracks in walls or
bottom
Cracks wider than ½ inch and longer than
3 feet, any evidence of soil particles
entering catch basin through cracks, or
maintenance person judges that catch
basin is unsound.
Catch basin is sealed and is structurally
sound.
Cracks wider than ½ inch and longer than
1 foot at the joint of any inlet/outlet pipe or
any evidence of soil particles entering
catch basin through cracks.
No cracks more than 1/4 inch wide at the
joint of inlet/outlet pipe.
Settlement/
misalignment
Catch basin has settled more than 1 inch
or has rotated more than 2 inches out of
alignment.
Basin replaced or repaired to design
standards.
Damaged pipe joints Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil
entering the catch basin at the joint of the
inlet/outlet pipes.
No cracks more than ¼-inch wide at the
joint of inlet/outlet pipes.
Contaminants and
pollution
Any evidence of contaminants or pollution
such as oil, gasoline, concrete slurries or
paint.
Materials removed and disposed of
according to applicable regulations. Source control BMPs implemented if appropriate.
No contaminants present other than a
surface oil film.
Inlet/Outlet Pipe Sediment
accumulation
Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris Trash and debris accumulated in
inlet/outlet pipes (includes floatables and
non-floatables).
No trash or debris in pipes.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
2022 City of Renton Surface Water Design Manual 6/22/2022
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NO. 5 – CATCH BASINS AND MANHOLES
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITION WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Inlet/Outlet Pipe
(cont.)
Damaged inlet/outlet
pipe
Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil
entering at the joints of the inlet/outlet
pipes.
No cracks more than ¼-inch wide at the
joint of the inlet/outlet pipe.
Metal Grates
(Catch Basins)
Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards.
Trash and debris Trash and debris that is blocking more
than 20% of grate surface. Grate free of trash and debris.
Damaged or missing
grate
Grate missing or broken member(s) of the
grate. Any open structure requires
urgent maintenance.
Grate is in place and meets design
standards.
Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in
place. Any open structure requires
urgent maintenance.
Cover/lid protects opening to structure.
Locking mechanism
not working
Mechanism cannot be opened by one
maintenance person with proper tools.
Bolts cannot be seated. Self-locking
cover/lid does not work.
Mechanism opens with proper tools.
Cover/lid difficult to
remove
One maintenance person cannot remove
cover/lid after applying 80 lbs. of lift.
Cover/lid can be removed and reinstalled
by one maintenance person.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
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NO. 6 – CONVEYANCE PIPES AND DITCHES
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Pipes Sediment & debris
accumulation
Accumulated sediment or debris that
exceeds 20% of the diameter of the pipe.
Water flows freely through pipes.
Vegetation/root
growth in pipe
Vegetation/roots that reduce free
movement of water through pipes.
Water flows freely through pipes.
Contaminants and
pollution
Any evidence of contaminants or pollution
such as oil, gasoline, concrete slurries or
paint.
Materials removed and disposed of
according to applicable regulations. Source
control BMPs implemented if appropriate.
No contaminants present other than a
surface oil film.
Damage to protective
coating or corrosion
Protective coating is damaged; rust or
corrosion is weakening the structural
integrity of any part of pipe.
Pipe repaired or replaced.
Damaged pipes Any dent that decreases the cross section
area of pipe by more than 20% or is
determined to have weakened structural
integrity of the pipe.
Pipe repaired or replaced.
Ditches Trash and debris Trash and debris exceeds 1 cubic foot per
1,000 square feet of ditch and slopes.
Trash and debris cleared from ditches.
Sediment
accumulation
Accumulated sediment that exceeds 20%
of the design depth.
Ditch cleaned/flushed of all sediment and
debris so that it matches design.
Noxious weeds Any noxious or nuisance vegetation which
may constitute a hazard to City personnel
or the public.
Noxious and nuisance vegetation removed
according to applicable regulations. No
danger of noxious vegetation where City
personnel or the public might normally be.
Contaminants and
pollution
Any evidence of contaminants or pollution
such as oil, gasoline, concrete slurries or
paint.
Materials removed and disposed of
according to applicable regulations. Source control BMPs implemented if appropriate.
No contaminants present other than a
surface oil film.
Excessive vegetation
growth
Vegetation that reduces free movement of
water through ditches.
Water flows freely through ditches.
Erosion damage to
slopes
Any erosion observed on a ditch slope. Slopes are not eroding.
Rock lining out of
place or missing (If
applicable)
One layer or less of rock exists above
native soil area 5 square feet or more, any
exposed native soil.
Replace rocks to design standards.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
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NO. 10 – GATES/BOLLARDS/ACCESS BARRIERS
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Chain Link Fencing
Gate
Damaged or missing
members
Missing gate. Gates in place.
Broken or missing hinges such that gate
cannot be easily opened and closed by a
maintenance person.
Hinges intact and lubed. Gate is working
freely.
Gate is out of plumb more than 6 inches
and more than 1 foot out of design
alignment.
Gate is aligned and vertical.
Missing stretcher bar, stretcher bands, and
ties.
Stretcher bar, bands, and ties in place.
Locking mechanism
does not lock gate
Locking device missing, non-functioning or
does not link to all parts.
Locking mechanism prevents opening of
gate.
Openings in fabric Openings in fabric are such that an 8-inch
diameter ball could fit through.
Fabric mesh openings within 50% of grid
size.
Bar Gate Damaged or missing
cross bar
Cross bar does not swing open or closed,
is missing or is bent to where it does not
prevent vehicle access.
Cross bar swings fully open and closed
and prevents vehicle access.
Locking mechanism
does not lock gate
Locking device missing, non-functioning or
does not link to all parts.
Locking mechanism prevents opening of
gate.
Support post
damaged
Support post does not hold cross bar up. Cross bar held up preventing vehicle
access into facility.
Bollards Damaged or missing
bollards
Bollard broken, missing, does not fit into
support hole or hinge broken or missing.
No access for motorized vehicles to get
into facility.
Bollards do not lock Locking assembly or lock missing or
cannot be attached to lock bollard in place.
No access for motorized vehicles to get
into facility.
Boulders Dislodged boulders Boulders not located to prevent motorized
vehicle access.
No access for motorized vehicles to get
into facility.
Evidence of vehicles
circumventing
boulders
Motorized vehicles going around or
between boulders.
No access for motorized vehicles to get
into facility.
Renton Market and Piazza – City of Renton
Appendix I
Appendix I
Geotech Report
associated
earth sciences
incorporated
Associated Earth Sciences, Inc.
www.aesgeo.com
Kirkland | Mount Vernon | Tacoma
Subsurface Exploration, Geologic Hazards, and
Geotechnical Engineering Report
CITY OF RENTON PAVILION
Renton, Washington
Prepared For:
CITY OF RENTON
Project No. 20240102E001
October 31, 2024
Kirkland | Tacoma | Mount Vernon
425‐827‐7701 | www.aesgeo.com
October 31, 2024
Project No. 20240102E001
City of Renton
1055 South Grady Way
Renton, Washington 98057
Attention: Ms. Debbie Boodell
Subject: Subsurface Exploration, Geologic Hazards, and
Geotechnical Engineering Report
City of Renton Pavilion
233 Burnett Avenue South
Renton, Washington
Dear Ms. Boodell:
We are pleased to present the enclosed copy of our geotechnical report. This report summarizes
the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies
and offers geotechnical recommendations for the design of the proposed project.
We have enjoyed working with you on this study and are confident that the recommendations
presented in this report will aid in the successful completion of your project. Please contact me
if you have any questions or if we can be of additional help to you.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
______________________________
Jeffrey P. Laub, P.E., L.G., L.E.G.
Associate Engineer/Geologist
JPL/jh – 20240102E001‐002
SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS, AND
GEOTECHNICAL ENGINEERING REPORT
CITY OF RENTON PAVILION
Renton, Washington
Prepared for:
City of Renton
1055 South Grady Way
Renton, Washington 98057
Prepared by:
Associated Earth Sciences, Inc.
911 5th Avenue
Kirkland, Washington 98033
425‐827‐7701
October 31, 2024
Project No. 20240102E001
Subsurface Exploration, Geologic Hazard,
City of Renton Pavilion and Geotechnical Engineering Report
Renton, Washington Project and Site Conditions
October 31, 2024 ASSOCIATED EARTH SCIENCES, INC.
KAM/jh ‐ 20240102E001‐002 Page 1
I.PROJECT AND SITE CONDITIONS
1.0 INTRODUCTION
This report presents the results of Associated Earth Sciences, Inc.’s (AESI’s) subsurface
exploration, geologic hazard, and geotechnical engineering study for the proposed
improvements to the City of Renton Pavilion, located at 233 Burnett Avenue South in Renton,
Washington (King County Parcel No. 5696000055). The site location is shown on the “Vicinity
Map,” Figure 1. The approximate locations of explorations completed for this study are shown
on the “Existing Site and Exploration Plan,” Figure 2 and the “Site and Exploration Plan,” Figure 3.
Interpretive exploration logs of the subsurface explorations completed to date at the site are
included in Appendix A.
1.1 Purpose and Scope
The purpose of this study was to provide subsurface soil and groundwater data to be utilized in
the design of the above‐referenced project. Our study included reviewing available geologic
literature and previous explorations nearby, drilling three exploration borings, and performing
geologic studies to assess the type, thickness, distribution, and physical properties of the
subsurface soils and shallow groundwater. Geotechnical engineering studies were completed to
determine site preparation and structural fill recommendations, types of suitable foundations,
anticipated foundation settlements, appropriate floor slab support, drainage considerations,
pavement design, and to provide an opinion regarding stormwater infiltration feasibility. This
report summarizes our current fieldwork and offers recommendations based on our present
understanding of the project. We recommend that we be allowed to review our
recommendations and revise them, if needed, when a project design has been finalized.
1.2 Authorization
Our work was performed in general accordance with our scope of work dated May 2, 2024 and
authorized by means of City of Renton agreement CAG‐24‐258 signed August 14, 2024. This
report has been prepared for the exclusive use of the City of Renton and their agents, for specific
application to this project. Within the limitations of scope, schedule, and budget, our services
have been performed in accordance with generally accepted geotechnical engineering and
engineering geology practices in effect in this area at the time our report was prepared. No other
warranty, express or implied, is made.
Subsurface Exploration, Geologic Hazard,
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Renton, Washington Project and Site Conditions
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2.0 PROJECT AND SITE DESCRIPTION
The subject site is that of the existing pavilion building at 233 Burnett Avenue South in Renton,
Washington. The site encompasses approximately 0.9 acres and is currently occupied by the
approximately 15,000‐gross‐square‐foot pavilion building, associated paved driveway and
parking to the north, and landscaped Piazza Park to the south (Figure 2). The pavilion building
was originally built in 1948 and last renovated in 2010.
Based on review of the provided site survey by KPG PSOMAS (dated 08/13/2024), the site
topography is relatively flat and gently descends toward the northwest, from an approximate
elevation of 39 feet near the stone fountain at the southeast corner of the site, to an approximate
elevation of 36 feet at the northwestern property boundary adjacent to Logan Avenue South.
We understand that that the currently‐proposed project includes a renovation of the pavilion
building, including the addition of a vestibule and canopy to the southern (market) entrance of
the building and improvements to the interior of the building which will include pouring new
floor slab portions, the addition of a trash enclosure in the northern parking lot, and updates to
existing landscaping and hardscaping elements (Figure 3). We understand that final grades will
be close to existing grades without the need for large cuts/fills or retaining structures.
3.0 SITE EXPLORATION
Our field study was conducted on October 2 and 3, 2024, and included advancing three
exploration borings (EB‐1 to EB‐3) across the site. The exploration locations were determined by
approximate measurements from known site features and are shown on the “Existing Site and
Exploration Plan” (Figure 2) and the “Site and Exploration Plan (Figure 3). The various types of
soils, as well as the depths where characteristics of the soils changed, are indicated on the
exploration logs presented in Appendix A. The depths indicated on the logs where conditions
changed may represent gradational variations between sediment types in the field.
The conclusions and recommendations presented in this report are based, in part, on the
explorations completed for this study. The number, locations, and depths of the explorations
were completed within site and budgetary constraints. Because of the nature of exploratory work
below ground, extrapolation of subsurface conditions between field explorations is necessary. It
should be noted that differing subsurface conditions might be present due to the random nature
of deposition and the alteration of topography by past grading and/or filling. The nature and
extent of variations between the field explorations may not become fully evident until
construction. If variations are observed at that time, it may be necessary to re‐evaluate specific
recommendations in this report and make appropriate changes.
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Renton, Washington Project and Site Conditions
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3.1 Exploration Borings
The exploration borings were completed by Geologic Drill Partners, Inc., an independent driller
working under subcontract to AESI, by advancing a 6‐inch outside‐diameter, hollow‐stem auger
with a track‐mounted drill rig. During the drilling process, samples were generally obtained at
2½‐ to 5‐foot‐depth intervals. After drilling, each borehole was backfilled with bentonite chips,
and the surface was patched using turf and bark in existing landscape areas and cement patch in
the existing pavement area.
Disturbed, but representative samples were obtained by using the Standard Penetration Test
(SPT) procedure in accordance with ASTM International (ASTM) D‐1586. This test and sampling
method consists of driving a standard 2‐inch, outside‐diameter, split‐barrel sampler a distance of
18 inches into the soil with a 140‐pound hammer free‐falling a distance of 30 inches. The number
of blows for each 6‐inch interval is recorded, and the number of blows required to drive the
sampler the final 12 inches is known as the Standard Penetration Resistance (“N”) or blow count.
If a total of 50 is recorded within one 6‐inch interval, the blow count is recorded as the number
of blows for the corresponding number of inches of penetration. The resistance, or N‐value,
provides a measure of the relative density of granular soils or the relative consistency of cohesive
soils; these values are plotted on the attached exploration boring logs.
The borings were continuously observed and logged by a geologist from our firm. The samples
obtained from the split‐barrel sampler were classified in the field and representative portions
placed in watertight containers. The samples were then transported to our laboratory for further
visual classification and laboratory testing. The exploration logs presented in Appendix A are
based on the N‐values, field observations, and drilling action.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations accomplished
for this study, visual reconnaissance of the site, and review of selected geologic literature. The
following sections describe current site stratigraphy, regional geology, and local groundwater.
4.1 Stratigraphy
The soils encountered in our explorations consisted primarily of existing fill and Holocene alluvial
deposits. The following section presents more detailed subsurface information organized from
the shallowest (youngest) to the deepest (oldest) soil types.
Fill/Sod/Bark/Concrete
At the ground surface, each of the exploration locations had surfacing materials of either sod
(EB‐1), landscape bark (EB‐2), or concrete (EB‐3) which was up to approximately 6 inches thick.
Subsurface Exploration, Geologic Hazard,
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Underlying the sod in exploration boring EB‐3, we observed a loose, brown, silty, sandy, gravel
interpreted to be fill to a depth of approximately 4 feet below the existing ground surface.
Existing fill, sod, and landscaping materials are not considered suitable for foundation support.
Overexcavation and replacement of near surface fill soils with structural fill will be required
where pavement or soil supported foundations are planned. Excavated existing fill material is
suitable for reuse in structural fill applications if such reuse is specifically allowed by project plans
and specifications, if excessively organic and any other deleterious materials are removed, and if
moisture content is adjusted to allow compaction to the specified level and to a firm and
unyielding condition. Existing fill is not suitable for infiltration of stormwater.
Holocene Alluvium (Qac) – Cedar River Overbank Deposits
Sediments encountered below the surfacing materials within EB‐1 and EB‐2, and beneath the
existing fill in EB‐3, generally consisted of interbedded very soft to medium stiff silt and loose fine
sand. These sediments occasionally displayed fine stratification and contained scattered fine
organics. We interpret these sediments as over bank deposits associated with the Cedar River.
Holocene Alluvium (Qac) – Cedar River Channel Deposits
Beneath the finer‐grained overbank deposits, at depths of 12 to 17 feet below the existing ground
surface, each of the three exploration borings generally encountered medium dense to very
dense, gravelly sand and sandy gravel with trace silt. We interpret these sediments as channel
deposits associated with the Cedar River. We infer that the N‐values indicating a dense condition
were overstated due to an elevated gravel content and we often encountered broken gravels in
the sampler and in‐tact gravels wedged in the sampler. For geotechnical considerations, the
Cedar River channel deposits are in a medium dense condition.
4.2 Regional Geologic and Soils Mapping
Review of the geologic map of the project area (Geologic Map of the Renton Quadrangle, King
County, Washington, U.S. Geological Survey, Geologic Quadrangle Map GQ‐405, by D.B.
Mullineaux, [1965]) indicates that the site is expected to be underlain by modified land with
Holocene alluvial sediments from the Cedar River mapped nearby. Our interpretation of the
sediments encountered in our recent explorations is in general agreement with the regional
geologic map in that we encountered a layer of fill overlying native Holocene alluvial sediments.
A review of regional soils mapping (U.S. Department of Agriculture [USDA] Web Soil Survey)
indicates that the subject site is underlain by Urban Land (Ur). Urban Land is soil that has been
modified by disturbance of the natural layers with additions of fill material several feet thick. Our
observations of the near‐surface sediments encountered in our explorations are in general
agreement with the soils mapping.
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4.3 Hydrology
Groundwater was encountered within the alluvial sediments in all three of the explorations
completed for this study, at depths of 11, 12, and 14 feet below existing grade in EB‐1, EB‐2, and
EB‐3 respectively. The groundwater observed at these boring locations is interpreted to be
representative of the localized unconfined aquifer underlying the site within the alluvial deposits.
Perched groundwater may also be present seasonally above localized finer‐grained sediment
zones, such as within the fill at the contact with the alluvium.
It should be noted that groundwater conditions can vary considerably across short distances, and
fluctuations in groundwater conditions may occur due to the time of the year, on‐ and off‐site
land use, and variations in the amount of rainfall. Explorations were conducted in October when
groundwater levels are typically rising but not at seasonal high levels. Monitoring wells from
previous explorations in the vicinity of the site have indicated groundwater level fluctuations on
the order of 3 feet seasonally.
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II. GEOLOGIC HAZARDS AND MITIGATIONS
The following discussion of potential geologic hazards is based on the geologic conditions as
observed and discussed herein.
5.0 LANDSLIDE HAZARDS AND MITIGATIONS
Based on our visual reconnaissance of the site and review of the client‐provided site survey, the
site is flat to gently sloping to the northwest with less than 3 feet of vertical relief. No areas of
the site meet criteria for classification as Landslide Hazard Areas by the City of Renton Municipal
Code. No detailed quantitative assessment of site slopes was completed as part of this study, and
none is warranted, in our opinion.
6.0 SEISMIC HAZARDS AND MITIGATIONS
The following discussion is a general assessment of seismic hazards that is intended to be useful
to the project design team in terms of understanding seismic issues, and to the structural
engineer for design.
6.1 Regional Seismicity
All of Western Washington is at risk of strong seismic events resulting from movement of the
tectonic plates associated with the Cascadia Subduction Zone (CSZ), where the offshore Juan de
Fuca plate subducts beneath the continental North American plate. The site lies within a zone of
strong potential shaking from subduction zone earthquakes associated with the CSZ. The CSZ can
produce earthquakes up to magnitude 9.0, and the recurrence interval is estimated to be on the
order of 500 years. Geologists infer the most recent subduction zone earthquake occurred in
1700 (Goldfinger et al., 20121). Three main types of earthquakes are typically associated with
subduction zone environments: crustal, intraplate, and interplate earthquakes. Seismic records
in the Puget Sound region document a distinct zone of shallow crustal seismicity (e.g., the Seattle
Fault Zone[SFZ]). These shallow fault zones may include surficial expressions of previous seismic
events, such as fault scarps, displaced shorelines, and shallow bedrock exposures. The shallow
fault zones typically extend from the surface to depths ranging from 16 to 19 miles. A deeper
zone of seismicity is associated with the subducting Juan de Fuca plate. Subduction zone seismic
events produce intraplate earthquakes at depths ranging from 25 to 45 miles beneath the Puget
Lowland including the 1949, 7.2‐magnitude event; the 1965, 6.5‐magnitude event; and the 2001,
6.8‐magnitude event) and interplate earthquakes at shallow depths near the Washington coast
including the 1700 earthquake, which had a magnitude of approximately 9.0.
1 Goldfinger, C., Nelson, C.H., Morey, A.E., Johnson, J.E., Patton, J.R., Karabanov, E., Gutierrez‐Pastor, J., Eriksson, A.T., Gracia, E.,
Dunhill, G., Enkin, R.J, Dallimore, A., and Vallier, T.,2012, Turbidite Event History—Methods and Implications for Holocene
Paleoseismicity of the Cascadia Subduction Zone: U.S. Geological Survey Professional Paper 1661–F, 170
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The 1949 earthquake appears to have been the largest in this region during recorded history and
was centered in the Olympia area. Evaluation of earthquake return rates indicates that an
earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20‐year period.
Generally, there are four types of potential geologic hazards associated with large seismic events:
1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, 4) ground motion.
The potential for each of these hazards to adversely impact the proposed project is discussed
subsequently.
6.2 Surficial Ground Rupture
Seattle Fault
The SFZ is a broad east – west oriented zone that extends from approximately Issaquah to Alki
beach, and is approximately 2.5 to 4 miles in width from north to south. The SFZ is speculated to
contain multiple distinct fault “strands”, some of which are well understood and some of which
may be poorly understood or unknown. Mapping of individual fault strands is imprecise, as a
result of pervasive modification of the land surface by development, which has obscured possible
surficial expression of past seismic events. Studies by the U.S. Geological Survey and others have
provided evidence of surficial ground rupture along strands of the Seattle Fault (USGS, 20102;
Pratt et al., 20153; Haugerud, 20054; Liberty et al., 20085). According to USGS studies the latest
movement of this fault was about 1,100 years ago when about 20 feet of surficial displacement
took place. This displacement can presently be seen in the form of raised, wave‐cut beach
terraces along Alki Point in West Seattle and Restoration Point at the south end of Bainbridge
Island. Based on our review of the Washington State Department of Natural Resources (WADNR)
website, inferred fault traces associated with the SFZ are located about 3 miles north of the site.
Due to the suspected long recurrence interval, and the distance of the site to fault traces, the
potential for damage due to surficial ground rupture along the SFZ is considered to be low during
the expected life of the project, in our opinion.
6.3 Seismically Induced Landslides
It is our opinion that the potential risk of damage to the proposed development by seismically
induced slope failures is low during a design‐level seismic event due to the lack of slopes at the
2 U.S. Geological Survey, 2010, Quaternary fault and fold database for the United States, accessed November 10, 2010, from
USGS web site: http://earthquake.usgs.gov/hazards/qfaults/.
3 Pratt, et al., 2015, Kinematics of shallow backthrusts in the Seattle fault zone, Washington State: Geosphere, v. 11, no. 6,
p. 1‐27).
4 Haugerud, R.A., 2005, Preliminary geologic map of Bainbridge Island, Washington: U.S. Geological Survey Open‐File Report
2005‐1387, version 1.0, 1 sheet, scale 1:24,000.
5 Liberty, Lee M.; Pratt, Thomas L., 2008, Structure of the eastern Seattle fault zone, Washington State ‐New insights from seismic
reflection data: Bulletin of the Seismological Society of America, v. 98, no. 4, p. 1681‐1695.
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project site and vicinity. No detailed slope stability analysis was completed for this project, and
none is warranted, in our opinion.
6.4 Liquefaction
Liquefaction is a process through which unconsolidated soil loses strength as a result of
vibrations, such as those which occur during a seismic event. During normal conditions, the
weight of the soil is supported by both grain‐to‐grain contacts and by the fluid pressure within
the pore spaces of the soil below the water table. Extreme vibratory shaking can disrupt the
grain‐to‐grain contact, increase the pore pressure, and result in a temporary decrease in soil
shear strength. The soil is said to be liquefied when nearly all of the weight of the soil is supported
by pore pressure alone. Liquefaction can result in deformation of the sediment and settlement
of overlying structures. Areas most susceptible to liquefaction include those areas underlain by
very soft to stiff, non‐cohesive silt and very loose to medium dense, non‐silty to silty sands with
low relative densities, accompanied by a shallow water table.
Based on the explorations completed for this study and review of published geologic mapping of
the area, the site is underlain by deep alluvial deposits with a shallow groundwater table, making
the site susceptible to liquefaction induced settlement during a seismic event. Assuming the
pavilion building was built on shallow, conventional foundations, we recommend that the
proposed additions, such as the vestibule, also be supported on shallow foundations. The intent
is to have the proposed additions “match” the existing foundations response to liquefaction
induced settlement. While this does not fully mitigate the liquefaction hazard at the site, it allows
relatively uniform performance of the existing and new foundations if liquefaction occurs,
mitigating the risk posed by differential movement between the new and old structure. If the
existing building is supported by a deep foundation system, we recommend the new additions
be designed match that foundation type.
6.5 Ground Motion/Seismic Site Class
Based on the subsurface stratigraphy and visual reconnaissance of the site, it is our opinion that
earthquake damage to the proposed structures when founded on suitable bearing strata in
accordance with the recommendations contained herein, would likely be caused by the intensity
and acceleration associated with the event. Structural design of the building should follow
2018 International Building Code (IBC) standards using Site Class “F” as defined in Table 20.3‐1 of
American Society of Civil Engineers (ASCE) 7‐16 Minimum Design Loads and Associated Criteria
for Buildings and Other Structures.
ASCE 7‐16 provides an exception to performing a site‐specific site response analysis for projects
where liquefiable‐prone soils are present and the fundamental period of the planned building is
0.5 seconds or less. The exception allows the site class to be determined based on the average
N‐value and/or average shear wave velocity within the upper 100 feet of the site as outlined in
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ASCE 7‐16 Section 20.3. If the fundamental period is greater than 0.5 seconds, we will need to
perform a site‐specific response analysis in accordance with ASCE 7‐16, Sections 20.3.1 and
21.1. We are available to perform this analysis and reporting under a separate scope of work if
required.
For proposed structures that will have a building period of less than 0.5 seconds, the simplified
procedure for site class determination using N‐values from our explorations indicates that Site
Class E can be used to determine values of Fa and Fv for structural design.
7.0 EROSION HAZARDS AND MITIGATION
Based on our review of the City of Renton “Sensitive Areas Map: Erosion Hazard,” the subject site
is not mapped as an erosion hazard area. Erosion Hazards are defined in the Renton Municipal
Code (RMC) Section 4‐3‐050G.5.c. as the following:
i. Low Erosion Hazard (EL): Areas with soils characterized by the Natural Resource
Conservation Service (formerly U.S. Soil Conservation Service) as having slight or
moderate erosion potential, and a slope less than fifteen percent (15%).
ii. High Erosion Hazard (EH): Areas with soils characterized by the Natural Resource
Conservation Service (formerly U.S. Soil Conservation Service) as having severe or very
severe erosion potential, and a slope more than fifteen percent (15%).
As stated in the “Regional Geologic and Soils Mapping” section of this report, the site is identified
as Urban Land. The NRCS indicates that the erosion hazard rating for Urban Land soils is slight to
moderate. Due to the lack of slopes at the site and the erosion hazard rating of slight to moderate
for on‐site material, the subject site classifies as a Low Erosion Hazard according to the RMC.
Despite being identified as a Low Erosion Hazard, the existing fill and underlying native alluvial
sediments at the site generally contain significant quantities of silt and fine sand. These
sediments will be susceptible to erosion and off‐site sediment transport when exposed during
construction. Therefore, the project should follow best management practices (BMPs) to mitigate
erosion hazards and potential for off‐site sediment transport.
If the site will result in over one acre of soil disturbance, we anticipate that the project will be
required to obtain an Ecology Construction Stormwater General Permit (also known as the
National Pollutant Discharge Elimination System [NPDES] permit) which may require weekly
Temporary Erosion and Sedimentation Control (TESC) inspections and turbidity monitoring at the
site be completed by a Certified Erosion and Sediment Control Lead (CESCL) for the duration of
the construction.
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To mitigate the erosion hazards and potential for off‐site sediment transport, we recommend the
following:
1. Construction activity should be scheduled or phased as much as possible to avoid
earthwork activity during the wet season.
2. The winter performance of a site is dependent on a well‐conceived plan for control of site
erosion and stormwater runoff. The site plan should include ground‐cover measures and
staging areas. The contractor should be prepared to implement and maintain the required
measures to reduce the amount of exposed ground.
3. Temporary erosion and sedimentation control (TESC) elements and perimeter flow
control should be established prior to the start of grading.
4. During the wetter months of the year, or when significant storm events are predicted
during the summer months, the work area should be stabilized so that if showers occur,
it can receive the rainfall without excessive erosion or sediment transport. The required
measures for an area to be “buttoned‐up” will depend on the time of year and the
duration that the area will be left unworked. During the winter months, areas that are
to be left unworked for more than 2 days should be mulched or covered with
plastic. During the summer months, stabilization will usually consist of seal‐rolling the
subgrade. Such measures will aid in the contractor’s ability to get back into a work area
after a storm event. The stabilization process also includes establishing temporary
stormwater conveyance channels through work areas to route runoff to the approved
treatment/discharge facilities.
5. All disturbed areas should be revegetated as soon as possible. If it is outside of the
growing season, the disturbed areas should be covered with mulch. Straw mulch provides
a cost‐effective cover measure and can be made wind‐resistant with the application of a
tackifier after it is placed.
6. Surface runoff and discharge should be controlled during and following development.
Uncontrolled discharge may promote erosion and sediment transport.
7. Soils that are to be reused around the site should be stored in such a manner as to reduce
erosion from the stockpile. Protective measures may include, but are not limited to,
covering stockpiles with plastic sheeting, or the use of silt fences around pile perimeters.
It is our opinion that with the proper implementation of the TESC plans and by field‐adjusting
appropriate erosion mitigation (BMPs) throughout construction, the potential adverse impacts
from erosion hazards on the project should be mitigated.
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III.DESIGN RECOMMENDATIONS
8.0 INTRODUCTION
Our explorations indicate that, from a geotechnical engineering standpoint, the proposed project
is feasible provided the recommendations contained herein are properly followed.
Sediments suitable for foundation support were encountered in our explorations at a relatively
shallow depth and conventional spread footings, placed as recommended in the “Foundations”
section of this report, may be used for foundation support. Liquefaction‐prone sediments are
present below the entire property. To reduce the potential for differential settlement between
the new building additions and the existing building, we recommend that the new additions be
supported on the same type of foundation as the existing building. This report assumes that the
existing building is supported on a conventional shallow foundation system with a slab‐on‐grade
lower floor.
It should be noted that the fine‐grained nature of the soils that will be exposed at subgrade
elevation may be very difficult to work during wet weather conditions. Additionally, a shallow
groundwater table is present beneath the site and will be shallowest during the wet season. If
construction will proceed during the wet season, the project team should plan for cost increases
and schedule impacts that would accompany wet weather construction.
9.0 SITE PREPARATION AND GRADING
Prior to site work, erosion and surface water control should be established around the perimeter
of the excavation to satisfy City of Renton and Ecology requirements, as discussed in the “Erosion
Hazards and Mitigations” section of this report.
9.1 Clearing and Stripping
Existing buried utilities, vegetation, topsoil, and any other deleterious materials should be
removed where they are located below planned construction areas unless deep foundations are
used. Any disturbed soils below planned final grades should be compacted to a firm and
unyielding condition prior to placing structural fill discussed under the “Structural Fill” section of
this report.
Where excavated existing fill and native sediments are free of organics and near their optimum
moisture content for compaction they can be segregated and considered for reuse as structural
fill if allowed by project specifications. Portions of the native sediments encountered in our
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explorations contained significant silt fractions and are moisture‐sensitive. These sediments may
be difficult to reuse as structural fill during periods of wet weather.
9.2 Existing Fill
After clearing, stripping, and any planned excavation have been completed, existing fill should be
addressed. Below planned structures, existing fill should be removed and replaced with structural
fill as needed to establish the building pad. Below areas of planned paving the existing fill should
be exposed, compacted, and proof‐rolled under the observation of AESI. Any areas that are soft,
yielding, or contain excessive organic material should be removed and replaced with structural
fill as needed prior to paving.
9.3 Temporary Cut Slopes
In our opinion, stable construction slopes should be the responsibility of the contractor and
should be determined during construction based on the conditions encountered at that time. For
estimating purposes, however, we anticipate that temporary, unsupported shallow cut slopes for
foundations in the existing fill or alluvial sediments can be planned at inclinations of 1.5H:1V
(Horizontal:Vertical) or flatter. Temporary cut slopes may need to be adjusted in the field at the
time of construction based on the presence of surface water or perched seepage zones. As is
typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may
have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all
times. If steeper or deeper cuts are required, then temporary shoring may be necessary.
9.4 Site Disturbance
The existing fill and portions of the natural alluvium contain a high percentage of fine‐grained
material. These sediments are considered to be highly moisture‐sensitive and subject to
disturbance when wet. The contractor must use care during site preparation and excavation
operations so that the underlying soils are not softened. If disturbance occurs, the softened soils
should be removed and the area brought to grade with structural fill.
Consideration should be given to protecting access and staging areas with an appropriate section
of crushed rock or asphalt treated base (ATB). If crushed rock is considered for the access and
staging areas, it should be underlain by engineering stabilization fabric (such as TenCate Mirafi
500X or approved equivalent) to reduce the potential of fine‐grained materials migrating up
through the rock during wet weather and creating an area of saturated softened soils. The fabric
will also aid in supporting construction equipment, thus reducing the amount of crushed rock
required. We recommend that at least 10 inches of rock be placed over the fabric. Crushed rock
used for access and staging areas should be of at least 2‐inch size.
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9.5 Temporary Dewatering
It is possible that zones of perched seepage may be encountered during construction, particularly
within the fill or near the contact between the fill and the underlying less permeable sediments.
We anticipate that surface and groundwater can be managed during construction with
conventional ditches and sumps, and that more complex dewatering systems will not be needed
unless deep utility trenches are planned.
10.0 STRUCTURAL FILL
Structural fill should be placed and compacted according to the recommendations presented in
this section and requirements included in project specifications. All references to structural fill in
this report refer to subgrade preparation, fill type, placement, and compaction of materials, as
discussed in this section. If a percentage of compaction is specified under another section of this
report, the value given in that section should be used.
10.1 Subgrade Compaction
After clearing, stripping, and existing fill replacement have been completed in accordance with
the “Site Preparation” section of this report, the exposed ground should be recompacted to a
firm and unyielding condition. If the subgrade contains too much moisture, suitable
recompaction may be difficult or impossible to attain and should probably not be attempted. In
lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry
spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed
ground remains soft and further overexcavation is impractical, placement of an engineering
stabilization fabric may be necessary to prevent contamination of the free‐draining layer by silt
migration from below. After recompaction of the exposed ground is tested and approved, or a
free‐draining rock course is laid, structural fill may be placed to attain desired grades.
10.2 Structural Fill Compaction
Structural fill is defined as non‐organic soil compliant with project specifications, placed in
maximum 8‐inch loose lifts compacted to at least 95 percent of the modified Proctor maximum
dry density using ASTM D‐1557 as the standard. In the case of utility trenches, the backfill should
be placed and compacted in accordance with City of Renton standards.
10.3 Moisture‐Sensitive Fill
Soils in which the amount of fine‐grained material (smaller than No. 200 sieve) is greater than
approximately 5 percent (measured on the minus No. 4 sieve size) should be considered
moisture‐sensitive. Use of moisture‐sensitive soil in structural fills is not recommended under
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wet site and weather conditions. Most of the near surface on‐site soils are moisture‐sensitive
and have natural moisture contents that range from near to over optimum for compaction and
will likely require moisture‐conditioning before use as structural fill. If, at the time of
construction, the moisture content of the on‐site soil remains above the optimum level to
achieve suitable compaction, it should be moisture‐conditioned prior to use as structural fill. This
could be achieved by either adding water if the soil is too dry, or aerating the soil during periods
of warm, dry weather if the soil is too wet.
Construction equipment traversing the site when the silty fill and native sediments are very moist
or wet can cause considerable disturbance. If fill is placed during wet weather or if proper
compaction of the on‐site soil cannot be attained, a select import material consisting of a clean,
free‐draining gravel and/or sand should be used. Free‐draining fill consists of non‐organic soil
with the amount of fine‐grained material limited to 5 percent by weight when measured on the
minus No. 4 sieve fraction and at least 30 percent retained on the No. 4 sieve.
10.4 Structural Fill Testing
The contractor should note that any proposed fill soils must be evaluated by AESI prior to their
use in fills. This would involve providing us with a sample of the material at least 3 business days
in advance to perform a Proctor test to determine its field compaction standard.
A representative from our firm should observe the subgrades and be present during placement
of structural fill to observe and document the work and perform a representative number of
in‐place density tests. In this way, the adequacy of the earthwork may be evaluated as filling
progresses and any problem areas may be corrected at that time. Such testing and observation
may be required by the governing municipality.
11.0 FOUNDATIONS
To help mitigate differential settlement performance, the new additions should be supported on
shallow foundations consistent with the existing building foundation. We recommend that the
new foundations match the bearing elevation of the existing building where possible. In our
opinion, this should mitigate differential movement between the new addition and the existing
building.
11.1 Allowable Soil Bearing Pressure
Spread footings may be used for the new additions when founded over at least 2 feet of
compacted, crushed, 2‐ to 4‐inch rock placed over the existing natural sediments. For footings
founded on at least 2 feet of compacted, crushed, 2‐ to 4‐inch rock, we recommend that an
allowable bearing pressure of 2,000 pounds per square foot (psf) be used for design purposes,
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including both dead and live loads. An increase of one‐third may be used for short‐term wind or
seismic loading.
11.2 Footing Depths
Perimeter footings for the proposed additions should match the bearing elevation of the existing
building foundations where possible. Where not adjacent to the existing building the new
foundation should be buried a minimum of 18 inches into the surrounding soil for frost
protection. Interior footings should also extend 18 inches below grade. All footings must bear on
a compacted crushed rock pad, as described above. No footings should be founded in or above
loose, organic, or soft soil. Significant accumulations of water should be removed from the
foundation excavations prior to concrete placement.
11.3 Footings Adjacent to Cuts
The area bounded by lines extending downward at 1H:1V from any footing must not intersect
another footing or intersect a filled area that has not been compacted to at least 95 percent of
ASTM D‐1557. In addition, a 1.5H:1V line extending down from any footing must not daylight
because sloughing or raveling may eventually undermine the footing. Thus, footings should not
be placed near the edges of steps or cuts in the bearing soils.
11.4 Footing Settlement
Anticipated static settlement of footings founded as described above should be on the order of
1 inch or less. However, disturbed soil not removed from footing excavations prior to footing
concrete placement could result in increased settlements.
11.5 Footing Subgrade Bearing Verification
All footing subgrade areas should be observed by AESI prior to footing placement. Foundation
bearing verification may be required by the City of Renton.
11.6 Foundation Drainage
Perimeter footing drains should be provided as discussed under the “Drainage Considerations”
section of this report.
12.0 FLOOR SUPPORT
Slab‐on‐grade floors should be prepared as recommended in the “Site Preparation” section of
this report, and may be constructed either directly on the existing soils which have been
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compacted to a firm and unyielding condition, or on structural fill placed above these soils. Areas
of the slab subgrade that are disturbed (loosened) during construction should be recompacted
to an unyielding condition prior to placing the pea gravel as described below. Where structural
fill is necessary to achieve desired grades, it should be placed as detailed in the “Structural Fill”
section of this report. If moisture intrusion through floor slabs is to be limited, we recommend
that the floor slabs be constructed atop a capillary break consisting of a minimum thickness of
4 inches of washed pea gravel. The pea gravel should be overlain by a 10‐mil (minimum thickness)
plastic vapor retarder.
13.0 LATERAL WALL PRESSURES
All backfill placed behind site walls and foundation walls should be placed in accordance with the
recommendations contained in the “Structural Fill” section of this report. Horizontally backfilled
walls, which are free to yield laterally at least 0.1 percent of their height, may be designed to
resist lateral earth pressure represented by an equivalent fluid pressure equal to 35 pcf. Fully
restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an
equivalent fluid pressure of 55 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1V
should be designed using an equivalent fluid pressure of 55 pcf for yielding conditions or 75 pcf
for fully restrained conditions.
As required by the 2018 IBC, retaining wall design should include a seismic surcharge pressure in
addition to the equivalent fluid pressures presented above. Considering the site soils and the
recommended wall backfill materials, we recommend a seismic surcharge pressure of 9H and
12H psf, where H is the wall height in feet for the “active” and “at‐rest” loading conditions,
respectively. The seismic surcharge should be modeled as a rectangular distribution with the
resultant applied at the midpoint of the walls.
The lateral pressures presented above are based on the conditions of a uniform backfill consisting
of excavated on‐site soils, or imported structural fill compacted to 90 percent of
ASTM D‐1557 within about 3 feet of the wall. A higher degree of compaction is not
recommended, as this will increase the pressure acting on the walls. A lower compaction may
result in settlement of the slab‐on‐grade or other structures supported above the walls. Thus,
the compaction level is critical and must be tested by our firm during placement. Surcharges from
adjacent footings or heavy construction equipment must be added to the above values.
Perimeter footing drains should be provided for all walls, as discussed under the “Drainage
Considerations” section of this report.
It is imperative that proper drainage be provided so that hydrostatic pressures do not develop
against the walls. Wall drainage recommendations are presented in Section 14.0 of this report.
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13.1 Passive Resistance and Friction Factors
Lateral loads can be resisted by friction between the foundation and the natural soils or
supporting structural fill soils, and by passive earth pressure acting on the buried portions of the
foundations. The foundations must be backfilled with structural fill and compacted to at least
95 percent of the maximum dry density to achieve the passive resistance provided below. We
recommend the following allowable design parameters:
Passive equivalent fluid = 250 pcf
Coefficient of friction = 0.35
14.0 DRAINAGE CONSIDERATIONS
Traffic across the on‐site soils when they are damp or wet will result in disturbance of the
otherwise firm stratum. Therefore, during site work and construction, the contractor should
provide surface drainage and subgrade protection, as necessary.
All footings and any retaining walls should be provided with a drain at the footing elevation.
Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed
gravel. The level of the perforations in the pipe should be set downward and at the bottom of
the footing at all locations, and the drain collectors should be constructed with sufficient gradient
to allow gravity discharge away from the structures. In addition, all cast‐in‐place concrete
foundation or retaining walls taller than 3 feet should be lined with a minimum, 12‐inch‐thick,
washed gravel blanket drain provided to within 1 foot of finish grade that ties into the footing
drain. Roof and surface runoff should not discharge into the footing drain system, but should be
handled by a separate, rigid, tightline drain.
In planning, exterior grades adjacent to foundations should be sloped downward away from the
structures to achieve surface drainage.
Runoff water from impervious surfaces should be collected by a storm drain system that
discharges into the site stormwater system.
15.0 PAVEMENT AND SIDEWALK RECOMMENDATIONS
The pavement sections included in this report section are for areas onsite and are not applicable
to right‐of‐way improvements. At this time, we are not aware of any planned right‐of‐way
improvements; however, if any new paving of public streets is required, we should be allowed to
offer situation‐specific recommendations.
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Pavement and sidewalk areas should be prepared in accordance with the “Site Preparation”
section of this report. If the stripped native soil or existing fill pavement subgrade can be
compacted to 95 percent of ASTM D‐1557 and is firm and unyielding, no additional
overexcavation is required. Soft or yielding areas should be overexcavated to provide a suitable
subgrade and backfilled with structural fill. The upper 2 feet of all new pavement subgrades
should be recompacted to 95 percent of ASTM D‐1557. If required, structural fill may then be
placed to achieve desired subbase grades.
New paving may include areas subject only to light traffic loads from passenger vehicles driving
and parking, and may also include areas subject to heavier loading from vehicles that may include
buses, fire trucks, food service trucks, and garbage trucks. In light traffic areas, we recommend a
pavement section consisting of 3 inches of hot‐mix asphalt (HMA) underlain by 4 inches of
crushed surfacing base course over a subgrade consisting of 2 feet of recompacted site soils, as
the recommended minimum in areas of planned passenger car lanes and parking. In heavy traffic
areas, a minimum pavement section consisting of 4 inches of HMA underlain by 2 inches of
crushed surfacing top course and 4 inches of crushed surfacing base course over a subgrade
consisting of 2 feet of recompacted site soils is recommended. The crushed rock courses must be
compacted to 95 percent of the maximum density, as determined by ASTM D‐1557. All paving
materials should meet gradation criteria contained in the current Washington State Department
of Transportation (WSDOT) Standard Specifications.
16.0 INFILTRATION FEASIBILITY
The feasibility of stormwater infiltration depends upon the presence of a suitable native receptor
soil of sufficient thickness, extent, permeability, and vertical separation from groundwater. In our
opinion, the site does not appear suitable for the infiltration of stormwater. The existing fill is not
considered to be suitable receptor for shallow stormwater infiltration due to its variable
composition and density, and the presence of deleterious debris. Because of the elevated silt
content, the near‐surface alluvial sediments exhibit a low permeability and are also not
considered to be suitable receptor soils for stormwater infiltration. The deeper coarse‐grained
alluvial sediments are typically considered a suitable receptor soil for the infiltration of
stormwater but do not appear to be feasible at this site based on the shallow groundwater level.
17.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
We are available to provide additional geotechnical consultation as the project design develops
and possibly changes from that upon which this report is based. If significant changes in grading
are made, we recommend that AESI perform a geotechnical review of the plans prior to final
design completion. In this way, our earthwork and foundation recommendations may be
properly interpreted and implemented in the design.
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We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the foundations depends on proper site preparation and
construction procedures. In addition, engineering decisions may have to be made in the field in
the event that variations in subsurface conditions become apparent. Construction monitoring
services are not part of this current scope of work. If these services are desired, please let us
know, and we will prepare a proposal.
18.0 CLOSURE
We have enjoyed working with you on this study and are confident these recommendations will
aid in the successful completion of your project. If you should have any questions or require
further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
______________________________
Kristen A. Marohl, L.G.
Senior Staff Geologist
___________________________
Kurt Merriman, P.E. Jeffrey P. Laub, P.E., L.G., L.E.G.
Principal Engineer Associate Engineer/Geologist
Attachments: Figure 1: Vicinity Map
Figure 2: Existing Site and Exploration Plan
Figure 3: Site and Exploration Plan
Appendix A: Exploration Logs
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P
a
v
i
l
i
o
n
|
2
0
2
4
-
1
0
-
0
2
|
m
t
r
o
p
COUNTY LOCALE LOCATION
PROJECT NO.DATE FIGURE
110/2420240102E001
CITY OF RENTON PAVILION
RENTON, WASHINGTON
VICINITY MAP
ESRI, USGS, NATIONAL GEOGRAPHIC,DELORME, NATURALVUE, I-CUBED, GEBCO:ARCGIS ONLINE BASEMAP. WADOT STATEROUTES 24K (12/20). KING CO: PARCELS,ROADS (8/24).
NOTE: LOCATION AND DISTANCES SHOWNARE APPROXIMATE. BLACK AND WHITEREPRODUCTION OF THIS COLOR ORIGINALMAY REDUCE ITS EFFECTIVENESS AND LEADTO INCORRECT INTERPRETATION.
KinJ CoXnt\
BURN
ET
T
A
VE
S
S 3RD ALY
LO
G
A
N
A
V
E
S
WI
L
L
I
A
M
S
A
V
E
S
WI
L
L
I
A
M
S
A
L
Y
S
40
00
1
1
1
Lake Washington
KING
COUNTY
RENTON
0 2,000
FEET
m
SITE
LOCATION AND DISTANCESSHOWN ARE APPROXIMATE.
BLACK AND WHITE REPRODUCTION OFTHIS COLOR ORIGINAL MAY REDUCEITS EFFECTIVENESS AND LEAD TOINCORRECT INTERPRETATION.G:\
G
I
S
_
P
r
o
j
e
c
t
s
\
2
0
2
4
\
2
4
0
1
0
2
R
e
n
t
o
n
P
a
v
i
l
i
o
n
\
_
a
p
r
x
\
2
0
2
4
0
1
0
2
E
0
0
1
F2
E
S
_
R
e
n
t
o
n
P
a
v
i
l
i
o
n
.
a
p
r
x
|
2
0
2
4
0
1
0
2
E
0
0
1
F
2
E
S
_
R
e
n
t
o
n
P
a
v
i
l
i
o
n
|
2
0
2
4
-
1
0
-
0
3
|
m
t
r
o
p
PROJECT NO.DATE FIGURE
210/2420240102E001
CITY OF RENTON PAVILION
RENTON, WASHINGTON
EXISTING SITE AND
EXPLORATION PLAN
DATA SOURCES/REFERENCES:KING COUNTY: PARCELS, PARKS, ROADS (8/24). EAGLEVIEWTECHNOLOGIES, INC.: AERIAL IMAGERY (2023). WA DNR LIDAR:KING_COUNTY_WEST_2021, ACQUIRED 4/21, 1.5' CELL SIZE.CONTOURS DERIVED FROM LIDAR.
±0 40
FEET
RENTON TC ACRD
LO
G
A
N
A
V
E
S
BURN
E
T
T
AV
E
S
EB1 EB2
EB3
PIA==A PARK
GA
T
E
W
A
Y
P
A
R
K
38
3
38
3
3
3
38
3
3
LEGEND
SITE
EXPLORATION BORING
CONTOUR 10 FT
CONTOUR 2 FT
PARCEL
PARK
LOCATION AND DISTANCESSHOWN ARE APPROXIMATE.
BLACK AND WHITE REPRODUCTION OFTHIS COLOR ORIGINAL MAY REDUCEITS EFFECTIVENESS AND LEAD TOINCORRECT INTERPRETATION.G:\
G
I
S
_
P
r
o
j
e
c
t
s
\
2
0
2
4
\
2
4
0
1
0
2
R
e
n
t
o
n
P
a
v
i
l
i
o
n
\
_
a
p
r
x
\
2
0
2
4
0
1
0
2
E
0
0
1
F
3
S
P
_
R
e
n
t
o
n
P
a
v
i
l
i
o
n
.
a
p
r
x
|
2
0
2
4
0
1
0
2
E
0
0
1
F
3
S
P
_
R
e
n
t
o
n
P
a
v
i
l
i
o
n
|
2
0
2
4
-
1
0
-
0
3
|
m
t
r
o
p
PROJECT NO.DATE FIGURE
310/2420240102E001
CITY OF RENTON PAVILION
RENTON, WASHINGTON
SITE AND EXPLORATION PLAN
DATA SOURCES/REFERENCES:GRAHAM BABA ARCHITECTS, RENTON MARKET, SITE PLAN, SHEETA1.00, 10/17/2024.
±0 30
FEET
EB-1 EB-2
EB-3
LEGEND
SITE
EXPLORATION BORING
APPENDIX A
Exploration Logs
Classifications of soils in this report are based on visual field and/or laboratory observations,
which include density/consistency, moisture condition, grain size, and plasticity estimates
and should not be construed to imply field or laboratory testing unless presented herein.
Visual-manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were
used as an identification guide for the Unified Soil Classification System.
OH
PT
CH
OL
MH
CL
ML
SM
SC
GW
SP
GC
SW
GM
GP
Well-graded gravel
and gravel with sand,
little to no fines
Poorly-graded gravel
and gravel with sand,
little to no fines
Clayey gravel
and clayey gravel
with sand
Silty gravel and silty
gravel with sand
Well-graded sand
and sand with gravel,
little to no fines
Poorly-graded sand
and sand with gravel,
little to no fines
Clayey sand and
clayey sand with
gravel
Organic clay or silt
of low plasticity
Organic clay or silt of
medium to high
plasticity
Peat, muck and other
highly organic soils
Silty sand and
silty sand with
gravel
Silt, sandy silt, gravelly
silt, silt with sand or
gravel
Clay of low to medium
plasticity; silty, sandy, or
gravelly clay, lean clay
Elastic silt, clayey silt,
silt with micaceous
or diatomaceous fine
sand or silt
Clay of high
plasticity, sandy or
gravelly clay, fat clay
with sand or gravel
(1
)
Hi
g
h
l
y
Or
g
a
n
i
c
So
i
l
s
Fin
e
-
G
r
a
i
n
e
d
S
o
i
l
s
-
5
0
%
o
r
M
o
r
e
P
a
s
s
e
s
N
o
.
2
0
0
S
i
e
v
e
(1
)
Co
a
r
s
e
-
G
r
a
i
n
e
d
S
o
i
l
s
-
M
o
r
e
t
h
a
n
5
0
%
R
e
t
a
i
n
e
d
o
n
N
o
.
2
0
0
S
i
e
v
e
Gr
a
v
e
l
s
-
M
o
r
e
t
h
a
n
5
0
%
o
f
C
o
a
r
s
e
F
r
a
c
t
i
o
n
Re
t
a
i
n
e
d
o
n
N
o
.
4
S
i
e
v
e
12
%
F
i
n
e
s
5%
F
i
n
e
s
Sa
n
d
s
-
5
0
%
o
r
M
o
r
e
o
f
C
o
a
r
s
e
F
r
a
c
t
i
o
n
Pa
s
s
e
s
N
o
.
4
S
i
e
v
e
Si
l
t
s
a
n
d
C
l
a
y
s
Li
q
u
i
d
L
i
m
i
t
L
e
s
s
t
h
a
n
5
0
Sil
t
s
a
n
d
C
l
a
y
s
Li
q
u
i
d
L
i
m
i
t
5
0
o
r
M
o
r
e
(1
)
(1
)
12
%
F
i
n
e
s
5%
F
i
n
e
s
(2
)
(2
)
(2
)
(2
)
Terms Describing Relative
Density and Consistency
Estimated Percentage Moisture Content
Percentage by Weight
<5
5 to <12
12 to <30
30 to <50
Component Definitions
Component
Trace
Some
Modifier
(silty, sandy, gravelly)
Very modifier
(silty, sandy, gravelly)
Size Range and Sieve Number
Larger than 12"
Descriptive Term
Smaller than No. 200 (0.075 mm)
3" to 12"
Coarse-
Grained Soils
Fine-
Grained Soils
Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
SPT blows/foot
0 to 4
4 to 10
10 to 30
30 to 50
>50
(3)
0 to 2
2 to 4
4 to 8
8 to 15
15 to 30
>30
Consistency
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
SPT blows/foot(3)
Test Symbols
No. 4 (4.75 mm) to No. 200 (0.075 mm)
Boulders
Silt and Clay
Gravel
Coarse Gravel
Fine Gravel
Cobbles
Sand
Coarse Sand
Medium Sand
Fine Sand
Dry - Absence of moisture,
dusty, dry to the touch
Slightly Moist - Perceptible
moisture
Moist - Damp but no visible
water
Very Moist - Water visible but
not free draining
Wet - Visible free water, usually
from below water table
G = Grain Size
M = Moisture Content
A = Atterberg Limits
C = Chemical
DD = Dry Density
K = Permeability
No. 4 (4.75 mm) to No. 10 (2.00 mm)
No. 10 (2.00 mm) to No. 40 (0.425 mm)
No. 40 (0.425 mm) to No. 200 (0.075 mm)
3" to No. 4 (4.75 mm)
3" to 3/4"
3/4" to No. 4 (4.75 mm)
Symbols
Sampler Type and Description
Blows/6" or portion of 6"15
10
20
California Sampler
Ring Sampler
Continuous Sampling
Grab Sample
Portion not recovered
Split-Spoon Sampler (SPT)
Cement grout
surface seal
Bentonite seal
Filter pack with
blank casing
section
Screened casing
or Hydrotip with
filter pack
End cap
ATD
At time
of drilling
Static water
level (date)
(1) Percentage by dry weight(2) Combined USCS symbols used for fines between 5% and 12%(3) (SPT) Standard Penetration Test (ASTM D-1586)(4) In General Accordance with Standard Practice for Description
and Identification of Soils (ASTM D-2488)
Groundwater
depth
i n c o r p o r a t e d
e a r t h s c i e n c e s
a s s o c i a t e d
EXPLORATION LOG KEY FIGURE:A1Blo
c
k
s
\
d
w
g
\
l
o
g
_
k
e
y
2
0
2
2
.
d
w
g
L
A
Y
O
U
T
:
L
a
y
o
u
t
5
-
2
0
2
2
L
o
g
d
r
a
f
t
0
5
10
15
20
25
30
35
1
2
3
4
5
6
7
8
9
Sod - 6 inches
Holocene Alluvium - Cedar River Overbank Deposits
Moist, brownish gray with oxidation staining, fine SAND, trace silt; occasional
layers (up to 2 inches thick) of sandy, silt (SP).
As above; scattered organics.
Very moist, mottled grayish brown, clayey, SILT; scattered organics (ML).
As above; ranges to wet, sandy, SILT in lower 3 inches.
Increase in drill chatter at 12 feet.
Holocene Alluvium - Cedar River Channel Deposits
Driller begins adding mud.
Wet, gray, fine to medium SAND, trace silt; interbedded (2 to 3 inches thick)
layers (SP).
Wet, gray, sandy, GRAVEL, trace silt; unsorted (GW).
As above; brown; broken gravel in sampler; blow counts overstated.
Wet, brown, gravelly, fine to medium SAND, trace silt; unsorted; poor
recovery (»10 inches) (SP).
Wet, brown, sandy, GRAVEL, trace silt (GW).
3
2
2
2
2
1
0
1
0
2
1
1
3
3
2
71210
51624
3
7
13
8
12
14
4
3
1
2
5
22
40
20
26
Associated Earth Sciences, Inc.
Exploration Boring EB-1
City of Renton Pavilion 1
Renton, WA Start Date:10/2/24 Logged By:KAM
20240102E001 Ending Date:10/2/24 Approved By:CMM
Driller/Equipment:GDP/Tracked rig w/HSA Total Depth (ft):47
Hammer Weight/Drop:140#/30"Ground Surface Elevation (ft):»37
Hole Diameter (in):6 Datum:NAVD 88 (client survey)
Groundwater Depth ATD (ft):11 Groundwater Depth Post Drilling (ft) (Date): ()
De
p
t
h
(
f
t
)
Sa
m
p
l
e
T
y
p
e
Sa
m
p
l
e
%
R
e
c
o
v
e
r
y
Gr
a
p
h
i
c
Sy
m
b
o
l
Description
Wa
t
e
r
L
e
v
e
l
Bl
o
w
s
/
6
"
Blows/Foot
1
0
2
0
3
0
4
0
5
0
+
Ot
h
e
r
T
e
s
t
s
20
2
4
0
1
0
2
E
0
0
1
10
/
1
5
/
2
0
2
4
Sheet: 1 of 2
40
45
50
55
60
65
70
75
10
11
As above; broken gravel in sampler; blow counts overstated.
As above.
Refusal on cobbles at 47 feet.
Groundwater encountered at 11 feet ATD with auger in borehole.
919
27
8
7
9
46
16
Associated Earth Sciences, Inc.
Exploration Boring EB-1
City of Renton Pavilion 2
Renton, WA Start Date:10/2/24 Logged By:KAM
20240102E001 Ending Date:10/2/24 Approved By:CMM
Driller/Equipment:GDP/Tracked rig w/HSA Total Depth (ft):47
Hammer Weight/Drop:140#/30"Ground Surface Elevation (ft):»37
Hole Diameter (in):6 Datum:NAVD 88 (client survey)
Groundwater Depth ATD (ft):11 Groundwater Depth Post Drilling (ft) (Date): ()
De
p
t
h
(
f
t
)
Sa
m
p
l
e
T
y
p
e
Sa
m
p
l
e
%
R
e
c
o
v
e
r
y
Gr
a
p
h
i
c
Sy
m
b
o
l
Description
Wa
t
e
r
L
e
v
e
l
Bl
o
w
s
/
6
"
Blows/Foot
1
0
2
0
3
0
4
0
5
0
+
Ot
h
e
r
T
e
s
t
s
20
2
4
0
1
0
2
E
0
0
1
10
/
1
5
/
2
0
2
4
Sheet: 2 of 2
0
5
10
15
20
25
30
35
1
2
3
4
5
6
7
8
9
Landscape Bark - 12 inches
Holocene Alluvium - Cedar River Overbank Deposits
Moist, brown, fine SAND, trace silt; occasional layers (up to 2 inches thick) of
sandy, silt (SP).
Moist, mottled gray, clayey, SILT; scattered organics (ML).
As above; very moist.
Upper 16 inches: Moist, gray, fine SAND, trace silt; no fine layers (SP).
Lower 2 inches: Mottled gray, SILT (ML).
Wet, gray, SILT; rare fine sand, trace silt layers (up to 0.25 inches thick) (ML).
Increased drill chatter at 17 feet; driller begins adding mud.
Holocene Alluvium - Cedar River Channel Deposits
Wet, gray, sandy, GRAVEL (GW).
As above; brown.
As above.
Upper 6 inches: As above.
Lower 12 inches: Wet, gray, gravelly, fine to medium SAND, trace silt;
unsorted (SP).
2
2
2
2
1
1
0
1
1
2
4
6
2
1
1
5710
51014
8
10
12
3
4
14
4
2
2
10
2
19
24
22
18
Associated Earth Sciences, Inc.
Exploration Boring EB-2
City of Renton Pavilion 1
Renton, WA Start Date:10/2/24 Logged By:KAM
20240102E001 Ending Date:10/2/24 Approved By:CMM
Driller/Equipment:GDP/Tracked rig w/HSA Total Depth (ft):43
Hammer Weight/Drop:140#/30"Ground Surface Elevation (ft):»38
Hole Diameter (in):6 Datum:NAVD 88 (client survey)
Groundwater Depth ATD (ft):12 Groundwater Depth Post Drilling (ft) (Date): ()
De
p
t
h
(
f
t
)
Sa
m
p
l
e
T
y
p
e
Sa
m
p
l
e
%
R
e
c
o
v
e
r
y
Gr
a
p
h
i
c
Sy
m
b
o
l
Description
Wa
t
e
r
L
e
v
e
l
Bl
o
w
s
/
6
"
Blows/Foot
1
0
2
0
3
0
4
0
5
0
+
Ot
h
e
r
T
e
s
t
s
20
2
4
0
1
0
2
E
0
0
1
10
/
1
5
/
2
0
2
4
Sheet: 1 of 2
40
45
50
55
60
65
70
75
10 Wet, brown, sandy, GRAVEL, trace silt; unsorted; broken gravel stuck in
sampler tip; blow counts overstated (GW).
Refusal on cobbles at 43 feet.
Groundwater encountered at 12 feet ATD with auger in borehole.
2950/5"
50/5"
Associated Earth Sciences, Inc.
Exploration Boring EB-2
City of Renton Pavilion 2
Renton, WA Start Date:10/2/24 Logged By:KAM
20240102E001 Ending Date:10/2/24 Approved By:CMM
Driller/Equipment:GDP/Tracked rig w/HSA Total Depth (ft):43
Hammer Weight/Drop:140#/30"Ground Surface Elevation (ft):»38
Hole Diameter (in):6 Datum:NAVD 88 (client survey)
Groundwater Depth ATD (ft):12 Groundwater Depth Post Drilling (ft) (Date): ()
De
p
t
h
(
f
t
)
Sa
m
p
l
e
T
y
p
e
Sa
m
p
l
e
%
R
e
c
o
v
e
r
y
Gr
a
p
h
i
c
Sy
m
b
o
l
Description
Wa
t
e
r
L
e
v
e
l
Bl
o
w
s
/
6
"
Blows/Foot
1
0
2
0
3
0
4
0
5
0
+
Ot
h
e
r
T
e
s
t
s
20
2
4
0
1
0
2
E
0
0
1
10
/
1
5
/
2
0
2
4
Sheet: 2 of 2
0
5
10
15
20
25
30
35
1
2
3
4
5
6
7
8
9
Concrete - 6 inches
Fill
Moist, brown, silty, sandy, GRAVEL; unsorted; poor recovery (GM).
Holocene Alluvium - Cedar River Overbank Deposits
Slightly moist, mottled gray, clayey, SILT; laminated; scattered dark brown
organics and rootlets (ML).
Upper 12 inches: As above; no rootlets.
Lower 6 inches: Ranges to moist, brown, fine SAND, trace silt (SP).
Moist, mottled gray, sandy, SILT; laminated; scattered organics (ML).
Increase in drill chatter at 14 feet.
Holocene Alluvium - Cedar River Channel Deposits
Wet, brown, sandy, GRAVEL, trace silt; unsorted; poor recovery; gravel stuck
in sampler tip; blow counts overstated (GW).
Upper 9 inches: Wet, brownish, fine to medium SAND, trace silt; upward
fining (SP).
Lower 9 inches: Wet, brownish sandy, GRAVEL, trace silt; upward fining;
contact is gradational (GW).
Driller adds mud at 25 feet.
Wet, brownish gray, very gravelly, fine to medium SAND, trace silt; unsorted
(SP).
Increase in drill chatter at 29 feet.
Wet, brown, sandy, GRAVEL, trace silt; unsorted; gravel stuck in sampler tip;
blow counts overstated (GW).
As above.
2
1
3
2
2
2
3
2
3
2
2
3
10
14
21
41113
31512
3
15
22
5
8
13
4
4
5
5
35
24
27
37
21
Associated Earth Sciences, Inc.
Exploration Boring EB-3
City of Renton Pavilion 1
Renton, WA Start Date:10/3/24 Logged By:KAM
20240102E001 Ending Date:10/3/24 Approved By:CMM
Driller/Equipment:GDP/Tracked rig w/HSA Total Depth (ft):51.5
Hammer Weight/Drop:140#/30"Ground Surface Elevation (ft):»38
Hole Diameter (in):6 Datum:NAVD 88 (client survey)
Groundwater Depth ATD (ft):14 Groundwater Depth Post Drilling (ft) (Date): ()
De
p
t
h
(
f
t
)
Sa
m
p
l
e
T
y
p
e
Sa
m
p
l
e
%
R
e
c
o
v
e
r
y
Gr
a
p
h
i
c
Sy
m
b
o
l
Description
Wa
t
e
r
L
e
v
e
l
Bl
o
w
s
/
6
"
Blows/Foot
1
0
2
0
3
0
4
0
5
0
+
Ot
h
e
r
T
e
s
t
s
20
2
4
0
1
0
2
E
0
0
1
10
/
1
5
/
2
0
2
4
Sheet: 1 of 2
40
45
50
55
60
65
70
75
10
11
12
As above; poor recovery; gravel stuck in sampler tip; broken gravel in
sampler; blow counts overstated.
Wet, brownish gray, silty, fine to coarse SAND, some gravel; unsorted; broken
gravel in sampler; blow counts overstated (SM).
Upper 14 inches: As above.
Lower 4 inches: Very moist, brownish gray, SILT; contains one layer (0.5
inches thick) of silty, fine sand (ML).
Groundwater encountered at 14 feet ATD with auger in borehole.
315
23
28
50/2"
3
9
4
38
50/2"
13
Associated Earth Sciences, Inc.
Exploration Boring EB-3
City of Renton Pavilion 2
Renton, WA Start Date: 10/3/24 Logged By: KAM
20240102E001 Ending Date: 10/3/24 Approved By: CMM
Driller/Equipment: GDP/Tracked rig w/HSA Total Depth (ft):51.5
Hammer Weight/Drop:140#/30"Ground Surface Elevation (ft):»38
Hole Diameter (in):6 Datum:NAVD 88 (client survey)
Groundwater Depth ATD (ft):14 Groundwater Depth Post Drilling (ft) (Date): ()
De
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Sa
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T
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Sa
m
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%
R
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Gr
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Description
Wa
t
e
r
L
e
v
e
l
Bl
o
w
s
/
6
"
Blows/Foot
1
0
2
0
3
0
4
0
5
0
+
Ot
h
e
r
T
e
s
t
s
20
2
4
0
1
0
2
E
0
0
1
10
/
1
5
/
2
0
2
4
Sheet: 2 of 2