HomeMy WebLinkAboutTIR_4049_Lot21
Stormwater
Technical Information Report
Lot 21 Onsite & Offsite Improvements
Parcel No. 334210-2105
1129 N. 33rd Place
Renton, WA 98056
Prepared for:
Satwinder Singh
11708 SE 242nd Street
Kent, WA 98030
(206) 218-9011
Prepared by:
J3NP Engineering
1735 Pointe Woodworth Dr NE
Tacoma, Washington 98422
Contact: Patrick Taitano
(206) 730-3348
Revised April 17, 2019
Revised March 12, 2019
November 13, 2018
Our Job No. 1660
[RENTON PROJ. NO. TED-40-4049]
04/17/2019
DEVELOPMENT ENGINEERING
jchavez 04/23/2019
SURFACE WATER UTILITY
jfarah 04/26/2019
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TABLE OF CONTENTS
1. PROJECT OVERVIEW ............................................................................................................ 3
2. CONDITIONS AND REQUIREMENTS SUMMARY .................................................................. 4
3. OFFSITE ANALYSIS ............................................................................................................... 7
Upstream Analysis .............................................................................................................. 7
Downstream Analysis .......................................................................................................... 7
4. FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY
ANALYSIS AND DESIGN ....................................................................................................... 8
Existing Site Hydrology (Part A) .......................................................................................... 8
Developed Site Hydrology (Part B) ..................................................................................... 8
Performance Standards (Part C) ......................................................................................... 9
Flow Control System (Part D) .............................................................................................. 9
Water Quality System (Part E) .......................................................................................... 10
5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN ................................................................ 11
6. SPECIAL REPORTS AND STUDIES ....................................................................................... 12
7. OTHER PERMITS ................................................................................................................ 13
8. CSWPPP ANALYSIS AND DESIGN ....................................................................................... 14
ESC Plan Analysis and Design (Part A) ............................................................................... 14
SWPPS Plan Design (Part B) .............................................................................................. 16
9. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT .............. 17
10. OPERATIONS AND MAINTENANCE MANUAL .................................................................... 18
APPENDIX
FIGURE 1A - VICINITY MAP
FIGURE 1B - AERIAL MAP
FIGURE 2 - T.I.R. WORKSHEET
FIGURE 3A - EXISTING CONDITIONS MAP
FIGURE 3B - DEVELOPED CONDITIONS MAP
FIGURE 3C – UPSTREAM DRAINAGE MAP
FIGURE 3D – DOWNSTREAM DRAINAGE MAP
FIGURE 3E – OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
FIGURE 4 - SOILS MAP
EXHIBIT A - STORM DRAINAGE CALCULATIONS
EXHIBIT B - ENGINEERING DRAWINGS
EXHIBIT C – GEOTECHNICAL REPORT (EARTH SOLUTIONS NW)
EXHIBIT D – GEOTECHNICAL REPORT (PIONEER ENGINEERING)
EXHIBIT E – GEOTECHNICAL ADDENDUM (PEI Email - Infiltration & BMPs)
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1. PROJECT OVERVIEW
The project site is located within a portion of the NW ¼ of the SW ¼ of Section 32, Township 24 North,
Range 5 East, of the Willamette Meridian, City of Renton, King County, Washington. The project falls
within the jurisdiction of the City of Renton. Please see Figure 1A – Vicinity Map & Figure 1B – Aerial
Map in the Appendix.
This project proposes a new single-family residence and offsite street improvements along N. 33rd Place
and the Alley fronting the site. The site is approximately 5,100 square feet (0.12 acres) and located on
parcel 334210-2105, namely Lot 21. The residential lot has public access to N. 33rd Place at the north
boundary and the Alley at the south boundary. The east and west boundaries are adjacent to other
residential lots.
The proposed street improvements include new curb & gutter, landscape planter strip, and sidewalk
along the frontage of N. 33rd Place, and asphalt pavement of the public Alley for vehicle access. The
proposed street improvements will create or replace approximately 600 square feet of asphalt
pavement, 250 square feet of concrete sidewalk, and 75 square feet of concrete curb & gutter.
The site development will include approximately 2,510 square feet of residential building footprint, 805
square feet of concrete driveway & walkway construction, grading, storm drainage and utility service
connections for water, sewer, power, gas, telephone and cable. The site development for this lot also
includes the removal of the existing building and existing improvements. This project creates or
replaces approximately 4,240 square feet of impervious surface area, of which 1,310 square feet are
subject to vehicle traffic or parking. The remainder of the lot will be lawn and landscape. The project
site disturbs approximately 6,300 square feet of land area.
This project is required to meet the requirements of the 2017 City of Renton Surface Water Design
Manual. The runoff generated from the Alley improvements will be collected and conveyed to the N.
33rd Place public drainage system through a 10’ wide drainage easement located between Lot 21 and
the adjacent Lot 22. Please see Figure 2 - TIR worksheet in the Appendix of this report.
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2. CONDITIONS AND REQUIREMENTS SUMMARY
This project requires Simplified and Category 2 Targeted Drainage Review based on the amount of new
plus replaced impervious surface area proposed, which exceeds 2,000 square feet and because the
project will be replacing a drainage ditch.
The project is subject to the 2017 City of Renton Surface Water Design Manual and required to address
Core Requirements (CR) 1 through 9 and Special Requirements (SR) 1 through 6.
Core Requirement #1 – Discharge at the Natural Location: The project site slopes from east to west
based on the topographic contour information. The Alley is unimproved and currently vegetated but
also flows to the east. The N. 33rd ROW contains existing pavement that flows east to west and contains
an existing storm conveyance system consisting of a drainage ditch and existing catch basins and
underground pipes further east and downstream from the site. This project will maintain the existing
drainage patterns, however since the Alley is unimproved to the west and it is unfeasible to construct a
downstream conveyance pipe all the way to Burnett Avenue – this project proposes to collect & convey
the Alley runoff to the N. 33rd Place right of way through a 10’ wide drainage easement between this lot
and adjacent Lot 22.
Core Requirement #2 – Offsite Analysis: A Level 1 downstream analysis has been included in this
report. The drainage from the project site drains west toward Burnett Ave N, then north toward N. 34th
Street, then west where it outfalls directly into Lake Washington.
Core Requirement #3 – Flow Control: The project site falls within the Peak Rate Flow Control Standard
area according to the City’s Flow Control Application Map. The proposed on-site and off-site
improvements for this project will construct approximately 4,240 square feet of new and replaced
impervious surface, which does not exceed the 5,000 square foot threshold. Therefore, the project
qualifies for the Basic exemption from Core Requirement #3 and is not required to provide Flow Control.
Core Requirement #4 – Conveyance system: All new conveyance system elements both onsite and
offsite are required to be designed with enough capacity to convey and contain (at minimum) the 25-yr
peak flow, assuming developed conditions for onsite tributary areas and existing conditions for any
offsite tributary areas. The new conveyance system is designed to convey the 25-year peak flow.
Core Requirement #5 – Construction Stormwater Pollution Prevention: The proposed project will
disturb approximately 6,300 square feet of land area including on-site and off-site improvements. The
project will implement erosion and sediment control measures and Stormwater Pollution Prevention
and Spill Control (SWPPS) measures that are appropriate to the project. A Construction Stormwater
Pollution Prevention (CSWPP) Plan is included in this report.
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Core Requirement #6 – Maintenance & Operations: The maintenance and operation of all the drainage
facilities proposed in the right of way will be the responsibility of the City. All drainage facilities must be
maintained and operated with the maintenance standards contained in the Appendix A of the 2017
RSWDM. The applicable maintenance standards are provided in this report for all the proposed
drainage facilities.
Core Requirement #7 – Financial Guarantees and Liability: All required financial guarantees and
liabilities will be provided by the property owner or general contractor for proposed improvements to
be installed on the residential lots, which may include a guarantee for drainage facilities restoration and
site stabilization, and a guarantee for drainage defect and maintenance.
Core Requirement #8 – Water Quality: The project site falls within the Basic Water Quality Treatment
standard area according to the City’s Water Quality Application Map (City of Renton does not have any
Sensitive Lake or Sphagnum Bog areas).
The project proposes to construct approximately 600 square feet of off-site asphalt pavement, 75
square feet of offsite curb & gutter, and 635 square feet of on-site concrete driveway, totaling 1,310
square feet of new pollution-generating impervious surface (PGIS) area. The total PGIS surface area
does not exceed the 5,000 square foot of PGIS threshold, therefore, the project qualifies for the Surface
Area Exemption from Core Requirement #8 and is not required to provide Water Quality Treatment.
Core Requirement #9 – On-Site Flow Control BMPs: 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. On-site BMPs must be selected and applied according to the basic
requirements, procedures, and provisions detailed in this section and the design specifications for each
BMP in Appendix C, Section C.2 of the 2017 RSWDM. There are two methods of satisfying the on-site
BMP requirement: (1) application of BMPs to the maximum extent feasible using lists specific to the
project location, size, and impervious coverage; or (2) using a continuous runoff model to demonstrate
compliance with the Low Impact Development (LID) Performance Standard. Demonstrating compliance
with the LID Performance Standard using modeling is an optional method for all projects.
This project is categorized as an Individual Lot – Small Lot (smaller than < 22,000 square feet) subject to
Section 1.2.9.2.1 of the 2017 RSWDM. The project will create approximately 4,240 square feet of new
impervious surface area consisting of building roof, asphalt pavement, concrete driveway, concrete
sidewalk, and concrete curb & gutter. The project will employ the list method and proposes to install a
perforated pipe connection for the building roof; and soil amendments for the new lawn and landscape
areas. Please see Section 4.0 of this report for additional discussion of Core Requirement #9 for On-Site
Flow Control BMPs.
Special Requirement #1 - Other Adopted Area-Specific Requirements: None.
Special Requirement #2 - Flood Hazard Area Delineation: es not apply.
Special Requirement #3 - Flood Protection Facilities: Does not apply.
Special Requirement #4 - Source Control: Does not apply.
Special Requirement #5 - Oil Control: Does not apply.
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Special Requirement #6 – Aquifer Protection Area: This project falls within Zone 2 of the Aquifer
protection area (10-year capture zone). Therefore, open facilities and conveyance systems may require
a liner in accordance with sections 6.2.4 and 1.2.4.3 of the 2017 RSWDM. However. A liner is required
for facilities and conveyances handling untreated water that is in direct contact with the soil if the soil
has an initial infiltration rate greater than 9 inches per hour (0.15 inches per minute) and the soil
suitability criteria for groundwater protection given in Chapter 5, Section 5.2.1 is not met. Based on the
measured infiltration rate of the project soils a liner is not required for the perforated pipe connection.
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3. OFFSITE ANALYSIS
The project site is located within the East Lake Washington Drainage Basin within the Cedar River/Lake
Washington Watershed. Based on the topography the site generally slopes from east to west onto
adjacent residential property.
The project has performed a Level 1 Downstream Analysis which is a qualitative survey of each
downstream conveyance system leaving the site and conducts the following tasks to describe and
delineate the downstream basin.
Task 1 - Study Area Definition and Maps: The study area for the project extends one-mile downstream
from the proposed discharge location and extends upstream to include the offsite drainage area
tributary to the project site. Please refer to Figures 3C-Upstream Basin Map and 3D-Downstream
Drainage Map.
Task 2 - Resource Review: The project has researched the FEMA Flood Plain Maps, Renton Sensitive
Area Maps, King County Drainage Complaints, King County Soils Survey, and Wetlands Inventory Maps,
in relation to the project site. The parcel does not contain any sensitive areas including flood plains,
wetlands, steep slopes, streams, erosion hazard, landslide hazard or seismic hazard areas mapped on
the site. There are no mapped drainage complaints near the project site.
Task 3 - Field Inspection: A filed investigation was conducted on December 10, 2018 by J3NP
Engineering and the project owner. The weather was moderate with no precipitation at the time of
inspection. There were no signs on soil erosion or flooding problems observed on the parcel site.
Task 4 - Drainage System Description and Problem Descriptions: The offsite downstream drainage
course has been mapped and included in this report. Please refer to Figure 3D – Downstream Drainage
Map & Figure 3E – Offsite Analysis Drainage System Table.
Upstream Analysis
The upstream basin for the project site consists the lot to the east (Lot 22) and a portion of N. 33rd Place
and Alley east of the site. The lot to the west of the project site does not drain onto the project site
because it is at a lower elevation. The upstream basin is approximately 14,350 sf (0.33 acre).
Downstream Analysis
The main downstream discharge location is an existing catch basin located 100 feet east of the site along
the south side of N. 33rd Place. From there surface runoff enters a 12-inch pipe system that flows west
toward Burnett Avenue. From this location the pipe system is upsized to a 24-inch pipe that flows north
along the east side of Burnett Ave toward N 34th Street. From this location the 24-inch pipe flows west
along N 34th Street toward Lake Washington Boulevard, where the 24-inch pipe flows south and then
eventually outfalls directly into Lake Washington.
There is a small portion of the site that discharges to the unimproved Alley which drains west toward
Burnett Avenue. The surface water from this discharge location is collected by a ditch located on the
east side of Burnett Avenue which flows north toward N. 33rd Place where it first enters the same 12-
inch pipe system that conveys runoff from the main portion of the site.
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4. FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY
FACILITY ANALYSIS AND DESIGN
The proposed storm drainage facilities for this project will be sized according to the 2017 RSWDM. All
continuous runoff modeling computations will utilize the Department of Ecology’s Western Washington
Hydrology Model (WWHM2012).
Existing Site Hydrology (Part A)
The project site consists of approximately 6,300 square feet of both onsite and offsite land area. This
consists of 5,100 square feet for the existing residential lot, 600 square feet for the vacant Alley, and 600
square feet for N 33rd Place ROW. The existing site slopes east to west.
For purposes of using the WWHM2012 hydrologic modeling software, the existing site will be treated as
existing cover containing moderate slopes and Type C soils.
Alley ROW:
Lawn (pervious area) = 600 SF (0.01 acre)
N 33rd Place ROW:
Lawn (pervious area) = 600 SF (0.01 acre)
Lot 21:
Existing Roof, Driveway, Walk (impervious area) = 3,730 SF (0.09 acre)
Lawn (pervious area) = 1,370 SF (0.03 acre)
Developed Site Hydrology (Part B)
The project will create/replace approximately 4,240 SF of impervious surface area within the 6,300 SF
disturbed area. The onsite development consists of 2,510 SF of building roof, 635 SF of driveway, 170 SF
of walkway, and the remainder lawn and landscape. The offsite development consists of 600 SF of
asphalt pavement, 250 SF of sidewalk, 75 SF of curb & gutter, and the remainder landscape planter strip.
For the developed condition, the new/replaced building roof will be modeled as impervious roof area,
the new/replaced driveway will be modeled as impervious road area with moderate slopes, while the
remaining disturbed project area will be modelled as pervious grass/lawn with moderate slopes. Type C
– Till soils will be selected where applicable.
Lot 21 (Onsite) + ROW (Offsite)
Roof = 2,510 SF (0.06 acre)
Impervious Pavement/Driveway/Curb = 1,310 SF (0.03 acre)
Impervious Walkway = 420 SF (0.01 acre)
Total Impervious Area = 4,240 SF (0.10 acre)
Lawn/Landscape = 2,060 SF (0.05 acre)
Total Disturbance Area = 6,300 SF (0.15 acre)
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Performance Standards (Part C)
Flow Control: The project site falls within the Peak Rate Flow Control standard area according to the
City’s Flow Control Application Map.
Flow Control Standard: Match the developed peak discharge rates to existing site conditions
peak discharge rates for 2-, 10-, and 100-year return periods.
This project is not required to meet the above Flow Control Requirement citing the Basic
Exemption based on the amount of proposed impervious surface area.
Water Quality: The project falls within the Basic Water Quality Treatment area according to the City’s
Water Quality Treatment Application Map (City of Renton does not contain any Sensitive Lake or
Sphagnum Bog area).
Basic WQ Treatment Standard: The Basic Water Quality menu facility choices are designed to
remove 80 percent of total suspended solids (TSS) for flows or volumes up to and including the
WQ design flow or volume (defined in Section 6.2.1 of the 2017 RSWDM). Flows and volumes in
excess of the WQ design flow or volume may be routed around the WQ facility or may be passed
through untreated.
This project is not required to meet the above Water Quality Requirement citing the Surface
Area Exemption based on the amount of proposed pollution generating impervious surface area
Conveyance: The site will meet all the required conveyance performance standards and will be sized
according to the 2017 RSWDM using the rational method.
Capacity Standard: All new conveyance system elements both onsite and offsite are required to
be designed with sufficient capacity to convey and contain (at minimum) the 25-yr peak flow,
assuming developed conditions for onsite tributary areas and existing conditions for any offsite
tributary areas.
Flow Control System (Part D)
Flow Control (Core Requirement #3): The project is exempt from Core Requirement #3 for flow control
based on the Basic Exemption. The project does not exceed the 5,000 square foot threshold for new
and replaced impervious surface area.
On-Site Flow Control BMPs (Core Requirement #9):
This project is required to provide on-site flow control BMPs where feasible to reduce the impacts of the
new impervious and pervious areas. The project will utilize the list method for selection of flow control
BMPs. This project falls within the non-subdivision projects making improvements on an individual
site/lot category for Small Lots < 22,000 square feet. The following narrative addresses the infeasibility
as it applies to the selection of the BMPs:
1) FULL DISPERSION is not feasible on the site because the total developed impervious surface
area exceeds 15% of the total area of native vegetated surface area being preserved. The
developed site will disturb the entire site during the construction period and will not be able to
provide the required vegetated flow path length for full dispersion.
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2) FULL INFILTRATION is not a feasible BMP for this project based on the Geotechnical Reports
prepared by both Earth Solutions (June 2017) and Pioneer Engineering (October 2018), citing
dense site soils with very low permeability.
3) LIMITED INFILTRATION, RAIN GARDENS, BIORETENTION, PERMEABLE PAVEMENT are not
feasible BMPs for this project based on the Geotechnical Reports prepared by both Earth
Solutions (June 2017) and Pioneer Engineering (October 2018), citing dense site soils with very
low permeability. Additional discussions with the project Geotechnical Engineer (Pioneer
Engineering) indicate that even shallow infiltration, bioretention, and permeable pavement
BMPS are not feasible on the site due to the depth and presence of very dense soils.
4) BASIC DISPERSION is not a feasible BMP for this project because the site constraints do not
allow for a successful design of splash blocks, rock pads, gravel filled trenches or sheet flow to
disperse the runoff and provide the required vegetated flow path.
5) SOIL AMENDMENTS will be employed for all new lawn and landscape pervious areas.
6) PERFORATED PIPE CONNECTION will be employed for the building roof impervious areas to be
collected in a roof downspout tight-line conveyance system prior to discharging to the public
drainage system.
Water Quality System (Part E)
The project is exempt from the water quality treatment requirement based on the surface area
exemption. The project does not exceed the 5,000 square foot threshold for pollution generating
impervious surface area.
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5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
The project proposes to install a collection and conveyance system that has sufficient capacity to meet
the conveyance performance standards of the 2017 RSWDM, namely sizing for the 25-year peak flow
using the modified rational method.
Lot 21
Upstream Area = 5,100 SF (0.06 acre)
Alley Upstream
Upstream Area = 3,000 SF (0.07 acre)
N 33rd Place
Upstream Area = 6,250 SF (0.14 acre)
The proposed on-site roof runoff collection and conveyance system shall consist of 6-inch PVC SDR35
drainage pipe, sloped at 0.5% minimum with at least 2’ minimum cover, and 6-inch diameter cleanouts.
The proposed off-site conveyance system will consist of 12-inch diameter pipes and concrete catch
basins. The 12-inch pipe shall be PVC SDR35 laid at 0.5% minimum with at least 3’ minimum cover.
Ductile Iron pipe shall be used where the pipe has less than 2’ cover.
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6. SPECIAL REPORTS AND STUDIES
All additional special reports and studies for this project will be included in this section. The original
Geotechnical Report prepared by Earth Solutions NW, dated June 2017 and the Geotechnical Report
prepared by Pioneer Engineering, dated October 2018 are both included in the Appendix.
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7. OTHER PERMITS
The project requires Simplified and Category 2 Targeted Drainage Review and requires a civil
construction permit for the off-site improvements and a building permit for the on-site improvements.
The above listed permits are to be reviewed, approved, and issued by the City of Renton.
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8. CSWPPP ANALYSIS AND DESIGN
ESC Plan Analysis and Design (Part A)
The proposed project will disturb approximately 3,500 square feet (less than 1 acre) for the construction
of the proposed street improvements. To minimize the amount of sediment-laden water from leaving
the site during the construction process, a Construction Stormwater Pollution Prevention Plan (CSWPPP)
addressing temporary erosion and sedimentation control BMPs has been designed for this project. The
CSWPPP indicates the minimum necessary measures that the contractor shall implement during the
construction process. Best Management Practices (BMP’s) are defined as physical, structural and/or
managerial practices that, when used in combination, prevent or reduce pollution of water caused by
construction activities. The CSWPPP for the proposed project has been designed to protect off-site
properties as well as minimize the quantity of sediment-laden water from entering adjacent residential
properties and the public storm system or right of way.
The following BMP’s will be included on the CSWPPP for this project:
1. Clearing Limits: The clearing limits and any environmentally critical areas will be marked to
ensure that the disturbance of the site is limited to the development area. The clearing limits
will be clearly staked prior to any clearing or grading as shown on the Temporary Erosion
Sedimentation Control (TESC) Plan.
2. Cover Measures: The contractor shall implement mulch, seeding, or plastic sheeting for all
disturbed areas when not being worked on.
3. Perimeter Protection: The project will install perimeter filter fabric silt fencing and other erosion
control BMPs (straw waddles, CB inserts, etc.) to prevent transport of sediment from the site to
adjacent properties and right of ways. The project may also install perimeter v-ditches and rock
check dams that will prevent construction stormwater runoff from entering adjacent properties
and direct the stormwater runoff to a temporary sediment trap if necessary.
4. Traffic Area Stabilization: A stabilized construction entrance will be provided at the points of
egress and ingress to the development area if necessary. The stabilized construction entrance
shall reduce the amount of sediment transported onto paved roads by motor vehicles. If
additional protection is needed to prevent construction vehicles from tracking sediment onto
adjacent streets, then a wheel wash will be installed to prevent transport of sediment from
vehicles onto the public roadways.
5. Sediment Retention: The project will install perimeter filter fabric silt fencing and other Erosion
Control BMPs (straw waddles, etc.) to prevent sediment from transferring to adjacent
downstream properties.
6. Surface Water Collection: The project will install temporary perimeter v-ditches and rock check
dams (if needed) to collect on-site construction stormwater and direct it to the temporary
sediment trap.
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7. Dewatering Control: Dewatering is not expected to be necessary on this project. If needed, the
contractor shall first secure the required permits prior to any construction dewatering activity.
All de-watering shall be discharged to the sanitary sewer if allowed or hauled offsite to an
approved discharge location.
8. Dust Control: If needed, the project will implement the use of water and/or water trucks to
minimize the wind transport of soils from being deposited in water resources or adjacent
properties. Dust control will be applied when exposed soils are dry to the point that wind
transport is possible and roadways, drainage ways, or surface waters are likely to be impacted.
When using water for dust control, the exposed soils shall be sprayed until wet, but runoff shall
not be generated by spraying.
9. Flow Control: If necessary, the project will install a temporary sediment trap to allow sediment
to settle out of onsite runoff prior to discharging from the site. If the construction site does not
easily allow for a sediment trap, the contractor may use a movable storage tanks (i.e. baker
tank). The sediment trap will release the sediment treated stormwater using a gravel filter
window. Alternatively, the contractor can elect to haul the construction stormwater offsite to
be released to an approved discharge location.
10. Control Pollutants: All construction debris will be promptly removed from the site to minimize
demolition and construction impacts on the site. The contractor shall implement additional
BMPs as required and/or recommended by the City inspector or other agencies as required to
prevent demolition and construction debris, waste material, fuel, oil, lubricants, and other fluids
from discharging from the site. All construction debris will be promptly removed from the site to
minimize demolition and construction impacts on the site.
11. Protect Existing & Proposed Flow Control BMPs: The contractor shall protect all existing and
proposed infiltration BMPs onsite. The contractor shall protect the area of any drainage
facilities during excavation to ensure sediment does not build up in the proposed infiltration
area; and shall keep all heavy equipment off existing soils under Low Impact Development (LID)
facilities that have been excavated to final grade to retain the infiltration rate of the soils. Inlet
protection will be also be used on all on-site and adjacent downstream catch basins to reduce
sediment-laden water from entering the storm system during construction
12. Maintain BMPs: The contractor shall maintain all temporary erosion and sediment control
measures as needed to assure continued performance of their intended function. The
contractor shall also remove all temporary erosion and sedimentation control BMPs within 30
days of achieving final site stabilization or after the temporary BMPs are no longer needed.
13. Manage the Project: The contractor shall conduct regular inspection and monitoring to ensure
the installed erosion and sediment control measures are functioning as intended. The
inspection shall occur at least once every calendar week and within 24 hours of any discharge
from the site. The project is expected to be a straight forward construction project with no
phasing of construction for the short plat improvements. However, Best Management Practices
and Good Housekeeping procedures during construction will be employed by the project
contractor.
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SWPPS Plan Design (Part B)
During construction, the project anticipates the use of heavy equipment to do mass grading, deliver
construction materials for the project (i.e. gravel, drainage pipes, catch basins, and materials for erosion
and sediment control).
This stormwater pollution prevention and spill control plan proposes to apply the following SWPPS
BMPs:
1. Follow effective pollutant handling and disposal procedures. Conduct handling and disposal of
all pollutants that occur onsite, including waste materials, in a manner that does not cause
contamination of stormwater.
2. Provide cover and containment for materials, fuel and other pollutants. Cover, contain, and
protect from vandalism all chemicals, liquid products, petroleum products, and non-inert wastes
present on the site (see Chapter 173-304 WAC for the definition of inert waste). Provide
secondary containment for onsite fueling tanks and as required for other materials.
3. Manage the project site to maximize pollutant control and minimize pollutant sources. Limit
onsite parking for construction equipment and contractor vehicles to a designated and
controllable area. Provide drip pans for fueling operations and disallow onsite parking for leaky
vehicles. Schedule construction and maintenance operations to avoid exposing pollutant
sources to inclement weather. Anticipate and prepare traffic routes through the site and limit
traffic to those locations.
4. Protect from spills and drips of petroleum products and other pollutants. Limit maintenance and
repair of heavy equipment and vehicles to minor maintenance and fueling as much as possible.
If conducting maintenance or repair involving oil changes, draining of the hydraulic system,
solvent and degreasing cleaning operations, draining or removal of the fuel tank, and other
activities that may result in discharge or spillage of pollutants to the ground or into stormwater
runoff, provide spill prevention measures, such as drip pans and temporary plastic sheet placed
beneath the vehicle. Clean contaminated surfaces immediately following any discharge or spill
incident.
5. Avoid overapplication or untimely application of chemicals and fertilizers. Apply agricultural
chemicals, including fertilizers and pesticides, in a manner and at application rates that will not
result in loss of chemical to stormwater runoff. Plan ahead to avoid application prior to or
during inclement weather.
6. Prevent or treat contamination of stormwater runoff by pH modifying sources. These sources
include, but are not limited to, bulk cement, cement kiln dust, fly ash, new concrete washing
and curing waters, waste streams generated from concrete grinding and sawing, exposed
aggregate processes, and concrete pumping and mixer washout waters. Stormwater discharges
shall not cause or contribute to a violation of the water quality standard for pH in the receiving
water.
Updates or revisions to the SWPPS plan may be required by the City Inspector at any time during project
construction if it is determined that pollutants generated on the construction site have the potential to
contaminate surface, storm, or ground water.
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9. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT
A bond quantities worksheet has been included in this section.
Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200••Section I: Project Information•••Section II: Bond Quantities Worksheets••Section II.a EROSION CONTROL (Stabilization/Erosion Sediment Control (ESC))•Section II.b TRANSPORTATION (Street and Site Improvements)•Section II.c DRAINAGE (Drainage and Stormwater Facilities): •Section II.d WATER - ONLY APPLICABLE IF WATER SERVICE IS PROVIDED BY CITY OF RENTON•Section II.e SANITARY SEWER - ONLY APPLICABLE IF SEWER SERVICE IS PROVIDED BY CITY OF RENTON••••••Section III. Bond Worksheet•BOND QUANTITY WORKSHEET INSTRUCTIONSThis worksheet is intended to be a "working" copy of the bond quantity worksheet, which will be used throughout all phases of the project, from initial submittal to project close-out approval. Submit this workbook, in its entirety, as follows:The following forms are to be completed by the engineer/developer/applicant as applicable to the project: The Bond Worksheet form will auto-calculate and auto-populate from the information provided in Section I and Section II.This section includes all pertinent information for the projectSection II contains a separate spreadsheet TAB for each of the following specialties: (1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for civil construction permit submittal. Hard copies are to be included as part of the Technical Information Report (TIR).(1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for final close-out submittal.This section must be completed in its entiretyInformation from this section auto-populates to all other relevant areas of the workbookThis section calculates the required Permit Bond for construction permit issuance as well as the required Maintenance Bond for project close-out submittals to release the permit bond on a project. All unit prices include labor, equipment, materials, overhead and profit. Complete the 'Quantity' columns for each of the appropriate section(s). Include existing Right-of-Way (ROW), Future Public Improvements and Private Improvements.The 'Quantity Remaining' column is only to be used when a project is under construction. The City allows one (1) bond reduction during the life of the project with the exception of the maintenance period reduction.Excel will auto-calculate and auto-populate the relevant fields and subtotals throughout the document. Only the 'Quantity' columns should need completing.Additional items not included in the lists can be added under the "write-in" sections. Provide a complete description, cost estimate and unit of measure for each write-in item. Note: Private improvements, with the exception of stormwater facilities, are not included in the bond amount calculation, but must be entered on the form. Stormwater facilities (public and private) are required to be included in the bond amount.Page 1 of 14Ref 8-H Bond Quantity WorksheetINSTRUCTIONSUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date Prepared: Name:PE Registration No:Firm Name:Firm Address:Phone No.Email Address:Project Name: Project Owner:CED Plan # (LUA):Phone:CED Permit # (U):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:NOWater Service Provided by:If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: 11708 SE 242nd StreetAbbreviated Legal Description:Lot 21 & Lot 22Kent, WA 980301129 & 1133 N 33rd Place11709 SE 242nd StreetSatwinder SinghN 33rd Place & Park Ave########(206) 604-20232/11/2019Prepared by:FOR APPROVALProject Phase 1ptaitano@j3np.comPatrick TaitanoWA 37819J3NP Engineering1735 Pointe Woodworth Dr NE(206) 730-3348SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONCITY OF RENTONCITY OF RENTON1 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(206) 218-9011Engineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and GradingUtility ProvidersN/AProject Location and DescriptionProject Owner InformationN33rd PL & Alley Street ImprovementsKent, WA 98030334210-2105, -2110Sukhjinder Sahota##-######Page 2 of 14Ref 8-H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
CED Permit #:########UnitReference #PriceUnitQuantity CostBackfill & compaction-embankmentESC-16.50$ CY Check dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ Each Catch Basin ProtectionESC-335.50$ Each6213.00Crushed surfacing 1 1/4" minusESC-4WSDOT 9-03.9(3)95.00$ CY DitchingESC-59.00$ CY Excavation-bulkESC-62.00$ CY Fence, siltESC-7SWDM 5.4.3.11.50$ LF200300.00Fence, Temporary (NGPE)ESC-81.50$ LF Geotextile FabricESC-92.50$ SY Hay Bale Silt TrapESC-100.50$ Each HydroseedingESC-11SWDM 5.4.2.40.80$ SY400320.00Interceptor Swale / DikeESC-121.00$ LF Jute MeshESC-13SWDM 5.4.2.23.50$ SY Level SpreaderESC-141.75$ LF Mulch, by hand, straw, 3" deepESC-15SWDM 5.4.2.12.50$ SY300750.00Mulch, by machine, straw, 2" deepESC-16SWDM 5.4.2.12.00$ SY Piping, temporary, CPP, 6"ESC-1712.00$ LF Piping, temporary, CPP, 8"ESC-1814.00$ LF Piping, temporary, CPP, 12"ESC-1918.00$ LF Plastic covering, 6mm thick, sandbaggedESC-20SWDM 5.4.2.34.00$ SY Rip Rap, machine placed; slopesESC-21WSDOT 9-13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22SWDM 5.4.4.11,800.00$ Each11,800.00Rock Construction Entrance, 100'x15'x1'ESC-23SWDM 5.4.4.13,200.00$ Each Sediment pond riser assemblyESC-24SWDM 5.4.5.22,200.00$ Each Sediment trap, 5' high berm ESC-25SWDM 5.4.5.119.00$ LF Sed. trap, 5' high, riprapped spillway berm section ESC-26SWDM 5.4.5.170.00$ LF Seeding, by handESC-27SWDM 5.4.2.41.00$ SY300300.00Sodding, 1" deep, level groundESC-28SWDM 5.4.2.58.00$ SY Sodding, 1" deep, sloped groundESC-29SWDM 5.4.2.510.00$ SY TESC SupervisorESC-30110.00$ HR8880.00Water truck, dust controlESC-31SWDM 5.4.7140.00$ HR81,120.00UnitReference #PriceUnitQuantity Cost EROSION/SEDIMENT SUBTOTAL:5,683.00SALES TAX @ 10%568.30EROSION/SEDIMENT TOTAL:6,251.30(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)WRITE-IN-ITEMS Page 3 of 14Ref 8-H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostGENERAL ITEMS Backfill & Compaction- embankmentGI-16.00$ CYBackfill & Compaction- trenchGI-29.00$ CY1201,080.00Clear/Remove Brush, by hand (SY)GI-31.00$ SY200200.00Bollards - fixedGI-4240.74$ EachBollards - removableGI-5452.34$ EachClearing/Grubbing/Tree RemovalGI-610,000.00$ Acre0.04400.00Excavation - bulkGI-72.00$ CY2040.00Excavation - TrenchGI-85.00$ CY150750.00Fencing, cedar, 6' highGI-920.00$ LFFencing, chain link, 4'GI-1038.31$ LFFencing, chain link, vinyl coated, 6' highGI-1120.00$ LFFencing, chain link, gate, vinyl coated, 20' GI-121,400.00$ EachFill & compact - common barrowGI-1325.00$ CYFill & compact - gravel baseGI-1427.00$ CYFill & compact - screened topsoilGI-1539.00$ CYGabion, 12" deep, stone filled mesh GI-1665.00$ SYGabion, 18" deep, stone filled mesh GI-1790.00$ SYGabion, 36" deep, stone filled meshGI-18150.00$ SYGrading, fine, by handGI-192.50$ SYGrading, fine, with graderGI-202.00$ SYMonuments, 3' LongGI-21250.00$ EachSensitive Areas SignGI-227.00$ EachSodding, 1" deep, sloped groundGI-238.00$ SYSurveying, line & gradeGI-24850.00$ DaySurveying, lot location/linesGI-251,800.00$ AcreTopsoil Type A (imported)GI-2628.50$ CYTraffic control crew ( 2 flaggers )GI-27120.00$ HRTrail, 4" chipped woodGI-288.00$ SYTrail, 4" crushed cinderGI-299.00$ SYTrail, 4" top courseGI-3012.00$ SYConduit, 2"GI-315.00$ LFWall, retaining, concreteGI-3255.00$ SFWall, rockeryGI-3315.00$ SFSUBTOTAL THIS PAGE:2,470.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)Page 4 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000syRI-130.00$ SYAC Grinding, 4' wide machine 1000-2000syRI-216.00$ SYAC Grinding, 4' wide machine > 2000syRI-310.00$ SYAC Removal/DisposalRI-435.00$ SYBarricade, Type III ( Permanent )RI-556.00$ LFGuard RailRI-630.00$ LFCurb & Gutter, rolledRI-717.00$ LFCurb & Gutter, verticalRI-812.50$ LF1001,250.00Curb and Gutter, demolition and disposalRI-918.00$ LFCurb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LFSawcut, asphalt, 3" depthRI-121.85$ LF120222.00Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LFShoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SY602,280.00Sidewalk, 4" thick, demolition and disposalRI-1732.00$ SYSidewalk, 5" thickRI-1841.00$ SYSidewalk, 5" thick, demolition and disposalRI-1940.00$ SYSign, Handicap RI-2085.00$ EachStriping, per stallRI-217.00$ EachStriping, thermoplastic, ( for crosswalk )RI-223.00$ SFStriping, 4" reflectorized lineRI-230.50$ LFAdditional 2.5" Crushed SurfacingRI-243.60$ SYHMA 1/2" Overlay 1.5" RI-2514.00$ SYHMA 1/2" Overlay 2"RI-2618.00$ SYHMA Road, 2", 4" rock, First 2500 SYRI-2728.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SYRI-2821.00$ SYHMA Road, 4", 6" rock, First 2500 SYRI-2945.00$ SY2009,000.00HMA Road, 4", 6" rock, Qty. over 2500 SYRI-3037.00$ SYHMA Road, 4", 4.5" ATBRI-3138.00$ SYGravel Road, 4" rock, First 2500 SYRI-3215.00$ SYGravel Road, 4" rock, Qty. over 2500 SYRI-3310.00$ SYThickened EdgeRI-348.60$ LFSUBTOTAL THIS PAGE:12,752.00(B)(C)(D)(E)Page 5 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)PARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrowPL-121.00$ SY2" AC, 1.5" top course & 2.5" base coursePL-228.00$ SY4" select borrowPL-35.00$ SY1.5" top course rock & 2.5" base coursePL-414.00$ SYSUBTOTAL PARKING LOT SURFACING:(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street TreesLA-1Median LandscapingLA-2Right-of-Way LandscapingLA-3Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.SignsTR-1Street Light System ( # of Poles)TR-2Traffic SignalTR-3Traffic Signal ModificationTR-4SUBTOTAL TRAFFIC & LIGHTING:(B)(C)(D)(E)WRITE-IN-ITEMSSUBTOTAL WRITE-IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL:15,222.00SALES TAX @ 10%1,522.20STREET AND SITE IMPROVEMENTS TOTAL:16,744.20(B)(C)(D)(E)Page 6 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostDRAINAGE (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/DD-126.00$ SY* (CBs include frame and lid)BeehiveD-290.00$ EachThrough-curb Inlet FrameworkD-3400.00$ EachCB Type ID-41,500.00$ Each34,500.00CB Type ILD-51,750.00$ EachCB Type II, 48" diameterD-62,300.00$ Each24,600.00 for additional depth over 4' D-7480.00$ FT2960.00CB Type II, 54" diameterD-82,500.00$ Each for additional depth over 4'D-9495.00$ FTCB Type II, 60" diameterD-102,800.00$ Each for additional depth over 4'D-11600.00$ FTCB Type II, 72" diameterD-126,000.00$ Each for additional depth over 4'D-13850.00$ FTCB Type II, 96" diameterD-1414,000.00$ Each for additional depth over 4'D-15925.00$ FTTrash Rack, 12"D-16350.00$ EachTrash Rack, 15"D-17410.00$ EachTrash Rack, 18"D-18480.00$ EachTrash Rack, 21"D-19550.00$ EachCleanout, PVC, 4"D-20150.00$ EachCleanout, PVC, 6"D-21170.00$ Each122,040.00Cleanout, PVC, 8"D-22200.00$ EachCulvert, PVC, 4" D-2310.00$ LF4604,600.00Culvert, PVC, 6" D-2413.00$ LF4605,980.00Culvert, PVC, 8" D-2515.00$ LFCulvert, PVC, 12" D-2623.00$ LF1002,300.00Culvert, PVC, 15" D-2735.00$ LFCulvert, PVC, 18" D-2841.00$ LFCulvert, PVC, 24"D-2956.00$ LFCulvert, PVC, 30" D-3078.00$ LFCulvert, PVC, 36" D-31130.00$ LFCulvert, CMP, 8"D-3219.00$ LFCulvert, CMP, 12"D-3329.00$ LFSUBTOTAL THIS PAGE:12,360.0012,620.00(B)(C)(D)(E)Quantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESPage 7 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, CMP, 15"D-3435.00$ LFCulvert, CMP, 18"D-3541.00$ LFCulvert, CMP, 24"D-3656.00$ LFCulvert, CMP, 30"D-3778.00$ LFCulvert, CMP, 36"D-38130.00$ LFCulvert, CMP, 48"D-39190.00$ LFCulvert, CMP, 60"D-40270.00$ LFCulvert, CMP, 72"D-41350.00$ LFCulvert, Concrete, 8"D-4242.00$ LFCulvert, Concrete, 12"D-4348.00$ LFCulvert, Concrete, 15"D-4478.00$ LFCulvert, Concrete, 18"D-4548.00$ LFCulvert, Concrete, 24"D-4678.00$ LFCulvert, Concrete, 30"D-47125.00$ LFCulvert, Concrete, 36"D-48150.00$ LFCulvert, Concrete, 42"D-49175.00$ LFCulvert, Concrete, 48"D-50205.00$ LFCulvert, CPE Triple Wall, 6" D-5114.00$ LFCulvert, CPE Triple Wall, 8" D-5216.00$ LFCulvert, CPE Triple Wall, 12" D-5324.00$ LFCulvert, CPE Triple Wall, 15" D-5435.00$ LFCulvert, CPE Triple Wall, 18" D-5541.00$ LFCulvert, CPE Triple Wall, 24" D-5656.00$ LFCulvert, CPE Triple Wall, 30" D-5778.00$ LFCulvert, CPE Triple Wall, 36" D-58130.00$ LFCulvert, LCPE, 6"D-5960.00$ LFCulvert, LCPE, 8"D-6072.00$ LFCulvert, LCPE, 12"D-6184.00$ LFCulvert, LCPE, 15"D-6296.00$ LFCulvert, LCPE, 18"D-63108.00$ LFCulvert, LCPE, 24"D-64120.00$ LFCulvert, LCPE, 30"D-65132.00$ LFCulvert, LCPE, 36"D-66144.00$ LFCulvert, LCPE, 48"D-67156.00$ LFCulvert, LCPE, 54"D-68168.00$ LFSUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 8 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, LCPE, 60"D-69180.00$ LFCulvert, LCPE, 72"D-70192.00$ LFCulvert, HDPE, 6"D-7142.00$ LFCulvert, HDPE, 8"D-7242.00$ LFCulvert, HDPE, 12"D-7374.00$ LFCulvert, HDPE, 15"D-74106.00$ LFCulvert, HDPE, 18"D-75138.00$ LFCulvert, HDPE, 24"D-76221.00$ LFCulvert, HDPE, 30"D-77276.00$ LFCulvert, HDPE, 36"D-78331.00$ LFCulvert, HDPE, 48"D-79386.00$ LFCulvert, HDPE, 54"D-80441.00$ LFCulvert, HDPE, 60"D-81496.00$ LFCulvert, HDPE, 72"D-82551.00$ LFPipe, Polypropylene, 6"D-8384.00$ LFPipe, Polypropylene, 8"D-8489.00$ LFPipe, Polypropylene, 12"D-8595.00$ LFPipe, Polypropylene, 15"D-86100.00$ LFPipe, Polypropylene, 18"D-87106.00$ LFPipe, Polypropylene, 24"D-88111.00$ LFPipe, Polypropylene, 30"D-89119.00$ LFPipe, Polypropylene, 36"D-90154.00$ LFPipe, Polypropylene, 48"D-91226.00$ LFPipe, Polypropylene, 54"D-92332.00$ LFPipe, Polypropylene, 60"D-93439.00$ LFPipe, Polypropylene, 72"D-94545.00$ LFCulvert, DI, 6"D-9561.00$ LFCulvert, DI, 8"D-9684.00$ LFCulvert, DI, 12"D-97106.00$ LF26027,560.00Culvert, DI, 15"D-98129.00$ LFCulvert, DI, 18"D-99152.00$ LFCulvert, DI, 24"D-100175.00$ LFCulvert, DI, 30"D-101198.00$ LFCulvert, DI, 36"D-102220.00$ LFCulvert, DI, 48"D-103243.00$ LFCulvert, DI, 54"D-104266.00$ LFCulvert, DI, 60"D-105289.00$ LFCulvert, DI, 72"D-106311.00$ LFSUBTOTAL THIS PAGE:27,560.00(B)(C)(D)(E)Page 9 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESSpecialty Drainage ItemsDitching SD-19.50$ CYFlow Dispersal Trench (1,436 base+)SD-328.00$ LF French Drain (3' depth)SD-426.00$ LFGeotextile, laid in trench, polypropyleneSD-53.00$ SYMid-tank Access Riser, 48" dia, 6' deepSD-62,000.00$ EachPond Overflow SpillwaySD-716.00$ SYRestrictor/Oil Separator, 12"SD-81,150.00$ EachRestrictor/Oil Separator, 15"SD-91,350.00$ EachRestrictor/Oil Separator, 18"SD-101,700.00$ EachRiprap, placedSD-1142.00$ CYTank End Reducer (36" diameter)SD-121,200.00$ EachInfiltration pond testingSD-13125.00$ HRPermeable PavementSD-14Permeable Concrete SidewalkSD-15Culvert, Box __ ft x __ ftSD-16SUBTOTAL SPECIALTY DRAINAGE ITEMS:(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention PondSF-1Each Detention TankSF-2Each Detention VaultSF-3Each Infiltration PondSF-4Each Infiltration TankSF-5Each Infiltration VaultSF-6Each Infiltration TrenchesSF-7Each Basic Biofiltration SwaleSF-8Each Wet Biofiltration SwaleSF-9Each WetpondSF-10Each WetvaultSF-11Each Sand FilterSF-12Each Sand Filter VaultSF-13Each Linear Sand FilterSF-14Each Proprietary FacilitySF-15Each Bioretention FacilitySF-16Each SUBTOTAL STORMWATER FACILITIES:(B)(C)(D)(E)Page 10 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESWRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)PERFORATED PIPE CONNECTIONWI-11,200.00$ Each22,400.00WI-2WI-3WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:2,400.00DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:39,920.0015,020.00SALES TAX @ 10%3,992.001,502.00DRAINAGE AND STORMWATER FACILITIES TOTAL:43,912.0016,522.00(B) (C) (D) (E)Page 11 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostConnection to Existing WatermainW-12,000.00$ EachDuctile Iron Watermain, CL 52, 4 Inch DiameterW-250.00$ LFDuctile Iron Watermain, CL 52, 6 Inch DiameterW-356.00$ LFDuctile Iron Watermain, CL 52, 8 Inch DiameterW-460.00$ LFDuctile Iron Watermain, CL 52, 10 Inch DiameterW-570.00$ LFDuctile Iron Watermain, CL 52, 12 Inch DiameterW-680.00$ LFGate Valve, 4 inch DiameterW-7500.00$ EachGate Valve, 6 inch DiameterW-8700.00$ EachGate Valve, 8 Inch DiameterW-9800.00$ EachGate Valve, 10 Inch DiameterW-101,000.00$ EachGate Valve, 12 Inch DiameterW-111,200.00$ EachFire Hydrant AssemblyW-124,000.00$ EachPermanent Blow-Off AssemblyW-131,800.00$ EachAir-Vac Assembly, 2-Inch DiameterW-142,000.00$ EachAir-Vac Assembly, 1-Inch DiameterW-151,500.00$ EachCompound Meter Assembly 3-inch DiameterW-168,000.00$ EachCompound Meter Assembly 4-inch DiameterW-179,000.00$ EachCompound Meter Assembly 6-inch DiameterW-1810,000.00$ EachPressure Reducing Valve Station 8-inch to 10-inchW-1920,000.00$ EachWATER SUBTOTAL:SALES TAX @ 10%WATER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B)(C)Page 12 of 14Ref 8-H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ Each44,000.00Grease Interceptor, 500 gallonSS-28,000.00$ EachGrease Interceptor, 1000 gallonSS-310,000.00$ EachGrease Interceptor, 1500 gallonSS-415,000.00$ EachSide Sewer Pipe, PVC. 4 Inch DiameterSS-580.00$ LF403,200.00Side Sewer Pipe, PVC. 6 Inch DiameterSS-695.00$ LF302,850.00Sewer Pipe, PVC, 8 inch DiameterSS-7105.00$ LFSewer Pipe, PVC, 12 Inch DiameterSS-8120.00$ LFSewer Pipe, DI, 8 inch DiameterSS-9115.00$ LFSewer Pipe, DI, 12 Inch DiameterSS-10130.00$ LFManhole, 48 Inch DiameterSS-116,000.00$ EachManhole, 54 Inch DiameterSS-136,500.00$ EachManhole, 60 Inch DiameterSS-157,500.00$ EachManhole, 72 Inch DiameterSS-178,500.00$ EachManhole, 96 Inch DiameterSS-1914,000.00$ EachPipe, C-900, 12 Inch DiameterSS-21180.00$ LFOutside DropSS-241,500.00$ LSInside DropSS-251,000.00$ LSSewer Pipe, PVC, ____ Inch DiameterSS-26Lift Station (Entire System)SS-27LSSANITARY SEWER SUBTOTAL:10,050.00SALES TAX @ 10%1,005.00SANITARY SEWER TOTAL:11,055.00(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B)(C)Page 13 of 14Ref 8-H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):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)-$ Future Public Improvements Subtotal(c)16,744.20$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d)(d)60,434.00$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond15,435.64$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)6,251.30$ -$ 60,434.00$ 6,251.30$ -$ 60,434.00$ -$ 66,685.30$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS2/11/2019Patrick TaitanoWA 37819J3NP EngineeringR((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R - S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)(206) 730-3348ptaitano@j3np.comN33rd PL & Alley Street Improvements##-######1129 & 1133 N 33rd Place334210-2105, -2110FOR APPROVAL########1735 Pointe Woodworth Dr NEPage 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/11/2019
1660r.05
10. OPERATIONS AND MAINTENANCE MANUAL
The maintenance standards contained in Appendix A of the 2017 RSWDM are included in this section for
all proposed storm drainage facilities and BMPs proposed on the project site, which include the
following:
1. Catch Basins
2. Conveyance Pipes
3. Perforated Pipe Connection BMP
4. Soil Amendment BMP
ENTS
10
COMPONENT PROBLEM
is
FACILITIES
11
COMPONENT PROBLEM
ENTS
12
COMPONENT PROBLEM
ENTS
40
COMPONENT PROBLEM
COMPONENT PROBLEM
FACILITIES
47
COMPONENT PROBLEM
APPENDIX
FIGURE 1A - VICINITY MAP
King County
1660-VICINITY MAP
Date: 8/21/2018 Notes:
±The information included on this map has been compiled by King County staff from a variety of sources and is subject to changewithout notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness,or rights to the use of such information. This document is not intended for use as a survey product. King County shall not be liablefor any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profitsresulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map isprohibited except by written permission of King County.
FIGURE 1B - AERIAL MAP
Pictometry, King County
1660-AERIAL MAP
Date: 8/21/2018 Notes:
±The information included on this map has been compiled by King County staff from a variety of sources and is subject to changewithout notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness,or rights to the use of such information. This document is not intended for use as a survey product. King County shall not be liablefor any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profitsresulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map isprohibited except by written permission of King County.
FIGURE 2 - T.I.R. WORKSHEET
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
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 _________________________
DPER Permit # ________________________
Location Township ______________
Range ________________
Section ________________
Site Address __________________________
_____________________________________
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
Landuse (e.g.,Subdivision / Short Subd. / UPD)
Building (e.g.,M/F / Commercial / SFR)
Clearing and 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
____________________________________
__________________
Part 6 SWDM ADJUSTMENT APPROVALS
Type (circle one): Standard / Experimental / Blanket
Description: (include conditions in TIR Section 2)
____________________________________________________________________________________
____________________________________________________________________________________
____________________________________________________________________________________
Approved Adjustment No. ______________________ Date of Approval: ______________________
2016 Surface Water Design Manual 4/24/2016 1
Sukhijinder Sahota
(206) 218-9011
11708 SE 242nd Street
Kent, WA 98030
Patrick Taitano, P.E.
J3NP Engineering, Inc.
(206) 730-3348
LOT 21 Single-Family Bldg.
TBD
24N
5E
32
1201 N. 33rd Place
Parcel # 334210-2105
x
Aug 2018
Not applicable.
x
Aug 2018
x
Feb 2019 Feb 2019
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes / No
Start Date: _______________________
Completion Date: _______________________
Describe: _________________________________
_________________________________________
_________________________________________
Re: KCSWDM 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 ______________________
_____________________________________
Part 10 SOILS
Soil Type
_________________
_________________
_________________
_________________
Slopes
_________________
_________________
_________________
_________________
Erosion Potential
_________________
_________________
_________________
_________________
High Groundwater Table (within 5 feet)
Other ________________________________
Sole Source Aquifer
Seeps/Springs
Additional Sheets Attached
2016 Surface Water Design Manual 4/24/2016 2
Indianola (InC) moderate (5-15%) low
East Lake Washington Drainage Basin
2017 City of Renton Surface Water Drainage Manual
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
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 8 apply):
Discharge at Natural Location Number of Natural Discharge Locations:
Offsite Analysis Level: 1 / 2 / 3 dated:__________________
Flow Control (include facility summary sheet) Level: 1 / 2 / 3 or Exemption Number ____________
Flow Control BMPs _______________________________
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
Water Quality (include facility summary sheet) Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog
or Exemption No. ______________________
Landscape Management Plan: Yes / No
Special Requirements (as applicable):
Area Specific Drainage Requirements Type: CDA / SDO / MDP / BP / LMP / 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:
2016 Surface Water Design Manual 4/24/2016 3
2
Site Contractor (TBD)
(TBD)
x Flow Dispersion & Full Infiltration found to be infeasible (site contraints).
North Sub-Basin A & South Sub-Basin B
Basic
Surface Area Exemption
12/10/2018
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area)
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:
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
Protection of Flow Control BMP Facilities
(existing and proposed)
Maintain 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 Facilities, restore
operation of Flow Control BMP Facilities as necessary
Flag limits of SAO and open space preservation areas
Other ______________________
Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch)
Flow Control Type/Description Water Quality Type/Description
Detention
Infiltration
Regional Facility
Shared Facility
Flow Control BMPs
Other
________________
________________
________________
________________
________________
________________
Vegetated Flowpath
Wetpool
Filtration
Oil Control
Spill Control
Flow Control BMPs
Other
________________
________________
________________
________________
________________
________________
________________
2016 Surface Water Design Manual 4/24/2016 4
x
x
x
x
x
x
x
x
x
Perf. Pipe Connection
x
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
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
2016 Surface Water Design Manual 4/24/2016 5
02/11/2019
FIGURE 3A - EXISTING CONDITIONS MAP
FIGURE 3B - DEVELOPED CONDITIONS MAP
FIGURE 3C – UPSTREAM DRAINAGE MAP
1,200
100
WGS_1984_Web_Mercator_Auxiliary_Sphere
Exhibit 3C Upstream Drainage Map
This map is a user generated static output from an Internet mapping site and
is for reference only. Data layers that appear on this map may or may not be
accurate, current, or otherwise reliable.
THIS MAP IS NOT TO BE USED FOR NAVIGATION
Notes
None
Legend
68 0 34 68 Feet
Information Technology - GIS
RentonMapSupport@Rentonwa.gov
02/11/2019
City and County Boundary
Addresses
Parcels
Landslide
Very High
High
Moderate
Unclassified
Streams (Classified)
<all other values>
Type S Shoreline
Type F Fish
Type Np Non-Fish
Type Ns Non-Fish Seasonal
Unclassified
Not Visited
2' Primary
2' Intermediate
Streets
Points of Interest
Parks
Waterbodies
Map
Extent2010
N 33rd Pl (6,250 SF)
Alley (3,000 SF)
Lot 22 (5,100 SF)Lot 21 (5,100 SF)
FIGURE 3D – DOWNSTREAM DRAINAGE MAP
4,365
364
WGS_1984_Web_Mercator_Auxiliary_Sphere
Exhibit 3D Downstream Drainage Map
This map is a user generated static output from an Internet mapping site and
is for reference only. Data layers that appear on this map may or may not be
accurate, current, or otherwise reliable.
THIS MAP IS NOT TO BE USED FOR NAVIGATION
Notes
None
Legend
247 0 124 247 Feet
Information Technology - GIS
RentonMapSupport@Rentonwa.gov
02/11/2019
Network Structures
Inlet
Manhole
Utility Vault
Unknown Structure
Control Structures
Pump Stations
Discharge Points
Water Quality
Detention Facilities
Pond
Tank
Vault
Wetland
Stormwater Mains
Culverts
Open Drains
Facility Outlines
Private Network Structures
Inlet
Manhole
Utility Vault
Unknown Structure
Private Control Structures
Private Pump Stations
Private Discharge Points
Private Water Quality
Private Detention Facilities
Pond
Tank
Vault
Wetland
Private Pipes
Private Culverts
Private Open Drains
Private Facility Outlines
Fences
Streets
Points of Interest
Parks
Waterbodies
Map
Extent2010
A12" SD PIPE
DITCH
ALLEY
B
24" SD PIPE
F
24" SD PIPE
C
D
24" SD PIPE E
24" SD PIPE
SITE
FIGURE 3E – OFF-SITE ANALYSIS DRAINAGE
SYSTEM TABLE
CITY OF RENTON SURFACE WATER DESIGN MANUAL
2017 City of Renton Surface Water Design Manual 12/12/2016
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
CITY OF RENTON SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2
Basin: Subbasin
Name:
Subbasin
Number:
Date
Symbol
Drainage Component
Type, Name, and Size
Drainage Component
Description Slope
Distance from
Site Discharge
Existing
Problems
Potential
Problems
Observations of Field
Inspector, Resource
Reviewer, or Resident
See map
Type: sheet flow, swale,
stream, channel, pipe,
pond, flow control/
treatment/on-site
BMP/facility
Size: diameter, surface
area
drainage basin,
vegetation, cover,
depth, type of sensitive
area, volume % ¼ ml = 1,320 ft.
Constrictions, under capacity, ponding,
overtopping, flooding, habitat or
organism destruction, scouring, bank
sloughing, sedimentation, incision,
other erosion
Tributary area, likelihood of
problem, overflow pathways,
potential impacts
A
B
C
D
E
F
Ex Catch Basin-Type 1 Discharge Location
940 LF 12" SD Pipe (south side N33rd Pl) 8.3%
Ex Catch Basin-Type 2 @ N 33rd & Burnett 940 feet
Ex Catch Basin-Type 2 @ Burnett & N 34th 1,210 feet
Ex Catch Basin-Type 2 @ N 34th & LK Wash 1,390 feet
Ex Catch Basin-Type 2 @ LK Wash Blvd 1,520 feet
Outfall to Lake Washington 1,620 feet
270 LF 24" SD Pipe (west side Burnett) 1.3%
180 LF 24" SD Pipe (south side N 34th) 18.2%
130 LF 24" SD Pipe (south side N 34th) 3.9%
100 LF 24" SD Pipe 6.0%
East Lake Washington E. Lake Washington-Renton 2/11/2019
EXHIBIT 3E
FIGURE 4 - SOILS MAP
Soil Map—King County Area, Washington
(1660: SOIL MAP)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/18/2018
Page 1 of 352633685263375526338252633895263396526340352634105263368526337552633825263389526339652634035263410559942559949559956559963559970559977559984559991559998560005560012
559942 559949 559956 559963 559970 559977 559984 559991 559998 560005 560012
47° 31' 16'' N 122° 12' 13'' W47° 31' 16'' N122° 12' 10'' W47° 31' 15'' N
122° 12' 13'' W47° 31' 15'' N
122° 12' 10'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84
0 15 30 60 90
Feet
0 4 9 18 27
Meters
Map Scale: 1:335 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
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 13, Sep 7, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 31, 2013—Oct 6,
2013
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
(1660: SOIL MAP)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/18/2018
Page 2 of 3
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
InC Indianola loamy sand, 5 to 15
percent slopes
0.6 100.0%
Totals for Area of Interest 0.6 100.0%
Soil Map—King County Area, Washington 1660: SOIL MAP
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/18/2018
Page 3 of 3
King County Area, Washington
InC—Indianola loamy sand, 5 to 15 percent slopes
Map Unit Setting
National map unit symbol: 2t635
Elevation: 0 to 980 feet
Mean annual precipitation: 30 to 81 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 170 to 210 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Indianola and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Indianola
Setting
Landform: Terraces, eskers, kames
Landform position (three-dimensional): Riser
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Sandy glacial outwash
Typical profile
Oi - 0 to 1 inches: slightly decomposed plant material
A - 1 to 6 inches: loamy sand
Bw1 - 6 to 17 inches: loamy sand
Bw2 - 17 to 27 inches: sand
BC - 27 to 37 inches: sand
C - 37 to 60 inches: sand
Properties and qualities
Slope: 5 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat excessively drained
Capacity of the most limiting layer to transmit water (Ksat): High to
very high (5.95 to 99.90 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 3.9 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Forage suitability group: Droughty Soils (G002XN402WA),
Droughty Soils (G002XS401WA)
Map Unit Description: Indianola loamy sand, 5 to 15 percent slopes---King County Area,
Washington
1660: SOIL MAP
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/18/2018
Page 1 of 2
Hydric soil rating: No
Minor Components
Alderwood
Percent of map unit: 8 percent
Landform: Ridges, hills
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Nose slope, talf
Down-slope shape: Linear, convex
Across-slope shape: Convex
Hydric soil rating: No
Everett
Percent of map unit: 5 percent
Landform: Kames, eskers, moraines
Landform position (two-dimensional): Shoulder, footslope
Landform position (three-dimensional): Crest, base slope
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Norma
Percent of map unit: 2 percent
Landform: Depressions, drainageways
Landform position (three-dimensional): Dip
Down-slope shape: Concave, linear
Across-slope shape: Concave
Hydric soil rating: Yes
Data Source Information
Soil Survey Area: King County Area, Washington
Survey Area Data: Version 13, Sep 7, 2017
Map Unit Description: Indianola loamy sand, 5 to 15 percent slopes---King County Area,
Washington
1660: SOIL MAP
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/18/2018
Page 2 of 2
EXHIBIT A - STORM DRAINAGE CALCULATIONS
PIPE FLOW CALCULATORusing the Rational Method & Manning FormulaKING COUNTY DESIGN FOR 25YEAR STORMJOB NAME:Lot 21- Roof Downspout CollectionNOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING JOB#:1660 DEFAULTSC=0.9n=0.014FILE NO.:1660-M-CALC-Conveyance.xlsxd=6Tc=6.3A= Contributing Area (Ac)Qd= Design Flow (cfs)COEFFICIENTS FOR THE RATIONAL METHOD "Ir"-EQUATIONC= Runoff Coefficient Qf= Full Capacity Flow (cfs)STORMAr BrTc= Time of Concentration (min) Vd= Velocity at Design Flow (fps) 2YR 1.58 0.58I= Intensity at Tc (in/hr) Vf= Velocity at Full Flow (fps) 10YR 2.44 0.64 PRECIP=3.4d= Diameter of Pipe (in) s= Slope of pipe (%) 25YR 2.66 0.65 Ar=2.66L= Length of Pipe (ft) n= Manning Roughness Coefficient 50YR 2.75 0.65 Br=0.65D= Water Depth at Qd (in) Tt= Travel Time at Vd (min) 100YR 2.61 0.63FROM TO A s L d Tc n C SUM A A*C SUM A*C I Qd QfQd/QfD/d D Vf Vd Tt=================================================================================================================================SDCO-05SDCO-040.060.507166.30.0140.90.060.050.052.730.150.370.4010.4412.641.881.780.67SDCO-04SDCO-030.000.501267.00.0140.90.060.000.052.560.140.370.3750.4242.541.881.740.11SDCO-03SDCO-020.000.50467.10.0140.90.060.000.052.530.140.370.3720.4212.531.881.740.04SDCO-01CB#10.000.502267.10.0140.90.060.000.052.530.140.370.3700.4202.521.881.740.21SDCO-07SDCO-060.062.007166.30.0140.90.060.050.052.730.150.740.2000.3001.803.752.910.41SDCO-06SDCO-030.005.233266.70.0140.90.060.000.052.630.141.190.1190.2341.406.074.040.13
PIPE FLOW CALCULATORusing the Rational Method & Manning FormulaKING COUNTY DESIGN FOR 25YEAR STORMJOB NAME:N. 33rd & Alley Street ImprovementsNOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING JOB#:1660 DEFAULTSC=0.9n=0.014FILE NO.:1660-M-CALC-Conveyance.xlsxd=12Tc=6.3A= Contributing Area (Ac)Qd= Design Flow (cfs)COEFFICIENTS FOR THE RATIONAL METHOD "Ir"-EQUATIONC= Runoff Coefficient Qf= Full Capacity Flow (cfs)STORMAr BrTc= Time of Concentration (min) Vd= Velocity at Design Flow (fps) 2YR 1.58 0.58I= Intensity at Tc (in/hr) Vf= Velocity at Full Flow (fps) 10YR 2.44 0.64 PRECIP=3.4d= Diameter of Pipe (in) s= Slope of pipe (%) 25YR 2.66 0.65 Ar=2.66L= Length of Pipe (ft) n= Manning Roughness Coefficient 50YR 2.75 0.65 Br=0.65D= Water Depth at Qd (in) Tt= Travel Time at Vd (min) 100YR 2.61 0.63FROM TO A s L d Tc n C SUM A A*C SUM A*C I Qd QfQd/QfD/d D Vf Vd Tt=================================================================================================================================CB5CB40.020.5037126.30.0140.90.020.020.022.730.052.340.0210.1021.232.981.210.51CB4CB20.060.50121126.80.0140.90.080.050.072.600.192.340.0800.1902.282.981.701.19CB3CB20.1411.9449126.30.0140.90.140.130.132.730.3411.430.0300.1201.4414.566.480.13CB2CB10.147.2349126.40.0140.90.280.130.252.700.688.890.0760.1862.2411.336.460.13CB1EX CB0.067.36101126.60.0140.90.340.050.312.670.828.970.0910.2012.4111.436.940.24
EXHIBIT B - ENGINEERING DRAWINGS
EXHIBIT C – GEOTECHNICAL REPORT (EARTH
SOLUTIONS NW)
Drwn.
Checked Date
Date Proj.No.
Plate
Earth Solutions NWLLC
Geotechnical Engineering,Construction Monitoring
EarthSolutionsNWLLC
EarthSolutionsNWLLC and Environmental Sciences
Vicinity Map
Renton 33rd Short Plat
Renton,Washington
MRS
BST
06/07/2017
June 2017
5270
1
NORTH
NOTE:This plate may contain areas of color.ESNW cannot be
responsible for any subsequent misinterpretation of the information
resulting from black &white reproductions of this plate.
Reference:
King County,Washington
Map 626
By The Thomas Guide
Rand McNally
32nd Edition
SITE
Drwn.
Checked Date
Date Proj.No.
Plate
Earth Solutions NWLLC
Geotechnical Engineering,Construction Monitoring
EarthSolutionsNWLLC
EarthSolutionsNWLLC and Environmental Sciences
Test Pit Location Plan
Renton 33rd Short Plat
Renton,Washington
MRS
BST
06/07/2017
June 2017
5270
2
NORTH
0 15 30 60
Scale in Feet1"=30'
NOTE:This plate may contain areas of color.ESNW cannot be
responsible for any subsequent misinterpretation of the information
resulting from black &white reproductions of this plate.
NOTE:The graphics shown on this plate are not intended for design
purposes or precise scale measurements,but only to illustrate the
approximate test locations relative to the approximate locations of
existing and /or proposed site features.The information illustrated
is largely based on data provided by the client at the time of our
study.ESNW cannot be responsible for subsequent design changes
or interpretation of the data by others.
LEGEND
Approximate Location of
ESNW Test Pit,Proj.No.
ES-5270,May 2017
Subject Site
Existing Building
Proposed Lot Number
TP-1 TP-2
TP-3
TP-1
Proposed
Wall (Typ)
N. 33RD PLACE
3
Proposed
Wall (Typ)
1 2 3
Drwn.
Checked Date
Date Proj.No.
Plate
Earth Solutions NWLLC
Geotechnical Engineering,Construction MonitoringandEnvironmentalSciences
EarthSolutionsNWLLC
EarthSolutionsNWLLC
RETAINING WALL DRAINAGE DETAIL
Renton 33rd Short Plat
Renton,Washington
MRS
BST
06/07/2017
June 2017
5270
3
NOTES:
Free Draining Backfill should consist
of soil having less than 5 percent fines.
Percent passing #4 should be 25 to
75 percent.
Sheet Drain may be feasible in lieu
of Free Draining Backfill,per ESNW
recommendations.
Drain Pipe should consist of perforated,
rigid PVC Pipe surrounded with 1"
Drain Rock.
LEGEND:
Free Draining Structural Backfill
1 inch Drain Rock
18"Min.
Structural
Fill
Perforated Drain Pipe
(Surround In Drain Rock)
SCHEMATIC ONLY -NOT TO SCALE
NOT A CONSTRUCTION DRAWING
Drwn.
Checked Date
Date Proj.No.
Plate
Earth Solutions NWLLC
Geotechnical Engineering,Construction Monitoring
and Environmental Sciences
EarthSolutionsNWLLC
EarthSolutionsNWLLC
FOOTING DRAIN DETAIL
Slope
Perforated Rigid Drain Pipe
(Surround with 1"Rock)
18"(Min.)
NOTES:
Do NOT tie roof downspouts
to Footing Drain.
Surface Seal to consist of
12"of less permeable,suitable
soil.Slope away from building.
LEGEND:
Surface Seal;native soil or
other low permeability material.
1"Drain Rock
SCHEMATIC ONLY -NOT TO SCALE
NOT A CONSTRUCTION DRAWING
Renton 33rd Short Plat
Renton,Washington
MRS
BST
06/07/2017
June 2017
5270
4
EXHIBIT D – GEOTECHNICAL REPORT (PIONEER
ENGINEERING)
PIONEER ENGINEERS, INC. Geotechnical Engineering Earth Science Water Resources
___________________________________________________________________________________________________________________________________________________________________________________________________________________________________________
P. O. Box 33628Seattle, WA 98133
Phone: (206) 427-9118 Fax: (206) 306-2982
josephwu.pei@gmail.com
October 27, 2018
Mr. Satwinder Singh
11708 SE 242nd Street
Kent, WA 98030
Subject: Geotechnical Consultation
Pilot Infiltration Tests (“PITs”) and Subsurface Exploration
Proposed Singh Residence
1129 North 33rd Place
Renton, Washington
Dear Mr. Singh:
At your request, Pioneer Engineers, Inc. (“PEI”) has explored subsurface conditions with four
test pits (TP-1 through TP-4) for evaluation of stormwater infiltration at the subject site in
Renton, Washington. The site is the middle lot of three subdivided from a parent parcel
(originally as of 1203 North 33rd Place). The general location of the site is shown on Figure 1.
According to the design plans prepared 8/21/2018 by J3NP Engineering, the residence will be a
two- or three-story wooden structure with an attached garage, accessed from North 33rd Place.
Slabs of the lower floor and garage will be poured on grade. Minor grading is required for the
driveway to match the street grade. Two small PITs were conducted at 3 feet below the existing
grade in TP-3 and 5 feet in TP-4 in the areas close to the locations of prospective stormwater
infiltration facilities.
SCOPE OF WORK
The purpose of this geotechnical consultation report is to evaluate on-site stormwater infiltration
by characterizing subsurface conditions with test pit explorations and conducting PITs. To
achieve the purpose, the scope of work specifically comprises the following items:
October 27, 2018
Proposed Singh Residence
PEI Project No. G18A21b
Page 2
PIONEER ENGINEERS, INC.
1. Explore subsurface conditions with four test pits to a maximum depth of 8 feet or to
a competent soil stratum, whichever is reached first. The underlying soils
encountered are visually classified;
2. Collect soil samples at selected depths and seal them in sampling bags for further
examination;
3. Perform a site reconnaissance to observe and document existing surface features;
4. Review geologic and surficial soil conditions by referencing a geologic map;
5. Conduct two PITs for a measured infiltration rate and, based on this value, to
assess a design infiltration rate;
6. Prepare a written report to present subsurface findings and test results, as well as
evaluate on-site stormwater infiltration.
SITE CONDITIONS
Surface Conditions
The site is a rectangularly-shaped urban lot bounded to the north by North 33rd Place and
adjoins private properties on the other three sides. It covers an area of 0.117 acre, measuring
50.02 feet along the street and 102 feet in depth. The site has a vertical relief of 4 feet
stretching about 54 feet horizontally.
In a broad view of topography, the site is situated in the mid-hill of a regional slope descending
westerly to Lake Washington. Locally within the site, the ground surface slopes mildly toward
the west property boundary. A paved driveway and short rockery remain on the lot after
removal of a residential building. Groundcover consists mostly of lawn grass.
Geologic Mapping
A geologic map, The Preliminary Geologic Map of Seattle and Vicinity, Washington, prepared by
Howard H. Waldron, Bruce A. Liesch, Donal R. Mullineaux and Dwight R. Crandell in 1962 was
referenced for the geologic and soil conditions at the site.
October 27, 2018
Proposed Singh Residence
PEI Project No. G18A21b
Page 3
PIONEER ENGINEERS, INC.
According to this map, the surficial soil unit is mapped as deposits of Younger Sand (“Qys”)
deposits at the site. Qys was deposited mostly from the meltwater flowing from the retreating
glaciers. It consists of fine to medium sand with minor amount of gravel, generally overlying
Vashon till (“Qt”). Qt was deposited directly by glacial ice during the most recent glaciation as it
advanced over an eroded, irregular surface of older formations and sediments. It is a very
dense mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and boulders, locally
referred to as "hard pan."
Subsurface Exploration
On October 20, 2018, subsurface conditions were explored with four test pits to a maximum
depth of 6 feet. These pits were excavated by using a track-mounted excavator (Caterpillar
304E2 CR) owned and operated by Atwood Fabricating. Locations of these pits were
determined by tape measuring with reference to existing surface features shown on the design
plan. Their approximate locations are shown on Figure 2.
Subsurface exploration was continuously monitored by an engineer from our firm who documented
the underlying soil and water conditions encountered, maintained a log of each pit, obtained
representative soil samples, and observed pertinent site features. The final test pit logs represent
our interpretations of subsurface conditions explored. The stratification lines in the logs indicate
approximate boundaries between soil types. Actual transitions may be more gradual in the natural
geologic setting. The soils encountered are visually classified in general accordance with
Unified Soil Classification System (“USCS”) shown on Figure 3.
Subsurface Soils
All test pits encountered relatively consistent soil conditions: None to six inches of topsoil,
underlain by 12- to 30-inch fill consisting mostly of brown sandy silt with a trace of gravel. A
layer of rockery backfill was found between topsoil and sandy silt fill in TP-4. Underlying fill was
weathered Vashon till of brownish gray, silty, fine sand with some gravel. Unweathered Vashon
till of light gray, silty, fine sand cemented with some gravel was last encountered to the
October 27, 2018
Proposed Singh Residence
PEI Project No. G18A21b
Page 4
PIONEER ENGINEERS, INC.
termination depth. Denseness appears to increase with depth in till deposits. More detailed soil
information is presented in Figures 4 and 5.
Groundwater Conditions
No groundwater seepage was encountered in all test pits. Seepage levels generally fluctuate
with seasons, depending on the amount of precipitation and surface runoff, denseness of
groundcover, purpose of land use, and other factors.
STORMWATER INFILTRATION
Pilot Infiltration Tests
In each pit, a corner of the bottom was placed with a splash block to disperse water and
minimize scour. Tap water was carefully dispersed to soak soils for 6 hours in the infiltration
zone. A hydraulic head of 12 inches was maintained during this period of time. After soaking,
each pit was filled up to have a hydraulic head of 6 inches and the drop of water levels
measured over elapsed time to attain field infiltration rates. Drops of water levels were taken
from readings of a wood stake scaled at half-inch intervals and placed in the middle of the pit.
This procedure was repeated to obtain the final field infiltration rate after a steady-state rate was
reached. Measured water levels versus elapsed time and field infiltration rates in both tests are
same as jointly shown in the table below.
TP-3 and TP-4
Soil Elapsed Water Water Level Infiltration
Description Time, min. Level, in. Drop, in. Rate, in/hr
Brownish gray, 0 6.0 0.0
silty fine sand, 15 - - -
trace gravel. 30 5.7 0.3 0.6
45 - - -
60 5.5 0.5 0.5
The lower field infiltration rate of 0.5 in/hr is selected to represent the measured infiltration rate
of soils in the infiltration zone.
October 27, 2018
Proposed Singh Residence
PEI Project No. G18A21b
Page 5
PIONEER ENGINEERS, INC.
Design Infiltration Rate
Correction was made to account for factors (types of field infiltration tests, Ftesting; the depth from
the infiltration facility bottom to the groundwater table, Fgeometry; flow channels plugged by fine
particles in soil mass, Fplugging) that may affect long-term performance of on-site stormwater
infiltration. The correction is summarized below:
Idesign = Imeasured x Ftesting x Fgeometry x Fplugging
Ftesting = 0.5 (small or large scale PIT)
Fgeometry = 4(D/W) + 0.05 = 4(3/2) + 0.05 = 6.05 > 1.0, Use Fgeometry = 1.0
D: depth from the proposed facility to the maximum wet season water table or
nearest impervious layer, whichever is less, D = 3 feet (Assumed)
W: width of facility = 2 feet
Fplugging = 0.8 (silty sand)
Idesign = Imeasured x Ftesting x Fgeometry x Fplugging = (0.5 in/hr)(0.5)(1.0)(0.8) = 0.2 in/hr
The calculated design infiltration rate is 0.2 in/hr which is lower than the threshold rate of 0.3
in/hr for feasible stormwater infiltration. As a result, PEI recommends that the perforated pipe
stubout connection be used for on-site stormwater management.
Perforated Pipe Stub-Out Connection
This drainage system consists of a 6-inch diameter drain pipe through a gravel bed where 10
feet of perforated drain pipe to cover every 5,000 square feet of impervious area. This bed
should have a minimum width of 2 feet and surrounded by washed rock of ¾ to 1-1/2 inches in
size. Such rock needs to extend at least 6 inches beneath the bottom of the pipe. A layer of
non-woven geotextile (filter fabric) should be placed between washed rock and 6 inches of fill on
top.
LIMITATIONS
This report has been prepared for the specific application to this project for the exclusive use of
Mr. Satwinder Singh and his authorized personnel. The conclusions and recommendations in
this report, however, should not be construed as a warranty of the subsurface conditions.
October 27, 2018
Proposed Singh Residence
PEI Project No. G18A21b
Page 6
PIONEER ENGINEERS, INC.
PEI’s recommendations are based on the subsurface conditions encountered in the test pits, in-
situ tests and our experience and engineering judgment. The recommendations are
professional opinions derived in a manner consistent with the level of care and skill ordinarily
exercised by other members of the profession currently practicing under similar conditions in
local areas.
Respectfully submitted,
PIONEER ENGINEERS, INC.
Joseph Wu, P.E.
Engineering Consultant
Five figures included.
VICINITY MAP
PROPOSED SINGH RESIDENCE
1129 NORTH 33RD PLACE
Geotechnical Engineering ꞏ Earth Science ꞏ Water Resources RENTON, WASHINGTON
PROJ. NO. G18A21b DATE 10/27/18 FIGURE 1
PIONEER ENGINEERS, INC.
N 33rd Pl
Park Ave N
1129
NTS
SITE AND EXPLORATION PLAN
PROPOSED SINGH RESIDENCE
1129 NORTH 33RD PLACE
Geotechnical Engineering ꞏ Earth Science ꞏ Water Resources RENTON, WASHINGTON
PROJ. NO. G18A21b DATE 10/27/18 FIGURE 2
PIONEER ENGINEERS, INC.
Scale: 1" = 30'
N 33rd Pl
TP-1TP-2
TP-3
TP-4
11331129
UNIFIED SOIL CLASSIFICATION SYSTEM
MAIN DIVISIONS GROUP GROUP NAME
SYMBOL
GRAVEL CLEAN GW WELL-GRADED GRAVEL, FINE TO COARSE GRAVEL
COARSE-GRAINED MORE THAN 50% OF GRAVEL GP POORLY-GRADED GRAVEL
SOILS COARSE FRACTION RETAINED GRAVEL WITH GM SILTY GRAVEL
ON THE NO. 4 SIEVE FINES GC CLAYEY GRAVEL
MORE THAN 50% RETAINED SAND CLEAN SW WELL-GRADED SAND, FINE TO COARSE SAND
ON THE NO. 200 SIEVE MORE THAN 50% OF
SAND SP POORLY-GRADED SAND
COARSE FRACTION PASSING SAND WITH SM SILTY SAND
PASSING NO. 4 SIEVE FINES SC CLAYEY SAND
FINE-GRAINED SILT AND CLAY INORGANIC ML SILT, SANDY SILT
SOILS LIQUID LIMIT LESS CL LEAN CLAY
THAN 50%ORGANIC OL ORGANIC SILT, ORGANIC CLAY
MORE THAN 50% PASSING SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT
THE NO. 200 SIEVE LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY
50% OR MORE ORGANIC OH ORGANIC SILT, ORGANIC CLAY
HIGHLY ORGANIC SOILS PT PEAT
NOTE: SOIL MOISTURE INDICATORS:
1. FIELD CLASSIFICATION BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO
OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488. THE TOUCH.
2. SOIL CLASSIFICATION USING LABORATORY TESTS IS SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY.
BASED ON ASTM D2487. MOIST - DAMP, BUT NO VISUAL WATER.
3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST - VERY DAMP, MOISTURE FELT TO
BASED ON INTERPRETATION OF BLOW-COUNT DATA, THE TOUCH.
VISUAL APPEARANCE OF SOILS, AND/OR TEST DATA. WET - VISUAL FREE WATER OR SATURATED,
USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE.
USCS CHART
PROPOSED SINGH RESIDENCE
1129 NORTH 33RD PLACE
RENTON, WASHINGTON
PROJ. NO.G18A21b DATE FIGURE 3
Geotechnical Engineering ꞏ Earth Science ꞏ Water Resources
10/27/18
PIONEER ENGINEERS, INC.
TEST HOLE NO. TP-1
Logged By:JW Date:10/20/18
Depth Sample (N) W
USCS Soil Description Blows/ Other Test
ft.Type No. ft. %
6" Topsoil.
Brown, sandy silt, trace gravel, soft, moist. (Fill)
SM Brownish gray, silty, fine SAND, some gravel,
medium-dense, slightly moist. (weathered Vashon Till)
B1
SM Light gray, silty, fine SAND, some gravel, weakly cemented,
5 dense, moist. (unweathered Vashon Till)
- Becomes very dense @ 5 ft.B2
Test pit terminated @ 6 ft; no groundwater seepage
encountered during exploration.
10
TEST HOLE NO. TP-2
Logged By:JW Date:10/20/18
Depth Sample (N) W
USCS Soil Description Blows/ Other Test
ft.Type No. ft. %
Brown, sandy silty and silt, trace gravel, soft, moist.
(Fill)
SM Brownish gray, silty, fine SAND, some gravel,
medium-dense, slightly moist. (weathered Vashon Till)
SM Light gray, silty, fine SAND, some gravel, weakly cemented,
5 dense to very dense, moist. (unweathered Vashon Till) B1
Test pit terminated @ 5 ft; no groundwater seepage
encountered during exploration.
LEGEND: SS - 2" O.D. Split-Spoon Sample GROUNDWATER: Seal
ST - 3" O.D. Shelby-Tube Sample Water Level
B - Bulk Sample Observation Well Tip
TEST PIT LOGS
PROPOSED SINGH RESIDENCE
1129 NORTH 33RD PLACE
Geotechnical Engineering ꞏ Earth Science ꞏ Water Resources RENTON, WASHINGTON
PROJ. NO. G18A21b DATE 10/27/18 FIGURE 4
PIONEER ENGINEERS, INC.
TEST HOLE NO. TP-3
Logged By:JW Date:10/20/18
Depth Sample (N) W
USCS Soil Description Blows/ Other Test
ft.Type No. ft. %
6" Topsoil.
Brown, sandy silt, trace gravel, soft, moist. (Fill)
SM Brownish gray, silty, fine SAND, some gravel, PIT @ 3 ft.
medium-dense, slightly moist. (weathered Vashon Till)
Test pit terminated @ 3 ft; no groundwater seepage
5 encountered during exploration.
10
TEST HOLE NO. TP-4
Logged By:JW Date:10/20/18
Depth Sample (N) W
USCS Soil Description Blows/ Other Test
ft.Type No. ft. %
4" Topsoil.
Brown, silty sand, trace gravel, loose to medium dense, moist.
(Rockery Backfill)
Brown, sandy silt, trace gravel, soft, moist. (Fill)
SM Brownish gray, silty, fine SAND, some gravel,
5 medium-dense, slightly moist. (weathered Vashon Till)PIT @ 5 ft.
Test pit terminated @ 5 ft; no groundwater seepage
encountered during exploration.
LEGEND: SS - 2" O.D. Split-Spoon Sample GROUNDWATER: Seal
ST - 3" O.D. Shelby-Tube Sample Water Level
B - Bulk Sample Observation Well Tip
TEST PIT LOGS
PROPOSED SINGH RESIDENCE
1129 NORTH 33RD PLACE
Geotechnical Engineering ꞏ Earth Science ꞏ Water Resources RENTON, WASHINGTON
PROJ. NO. G18A21b DATE 10/27/18 FIGURE 5
PIONEER ENGINEERS, INC.
EXHIBIT E – GEOTECHNICAL ADDENDUM
(PEI Email - Infiltration & BMPs)
1
Patrick Taitano
From:Joseph Wu <josephwu.pei@gmail.com>
Sent:Monday, April 8, 2019 8:21 AM
To:jchavez@rentonwa.gov
Cc:Patrick Taitano
Subject:Infiltration Rate
Hi Jonathan,
In response to your review comments regarding the measured and design infiltration rates for on-
site stormwater management, I would like to point out that both Earth Solution's and PEI's
subsurface explorations indicated the site was underlain by Vashon till deposits. These native
soils are relatively impervious, specially in the lower unweathered portion, and generally
considered impervious without geotechnical investigation required. The results of two small pilot
infiltration tests conducted on site reflected this fact. The tests were conducted approximately at
the contact of the uppermost portion of weathered till deposits, which tended to render a
comparatively higher measured infiltration rate. With a narrow margin between the difference of
the measured and design infiltration rates and the threshold rate, it would be reasonable to use
the perforated pipe stubout connection instead of other infiltration facilities for on-site
stormwater management. I sincerely hope you agree with this viewpoint and accept the
proposed drainage plan.
Best regards,
Joseph
-------------------------------
Joseph Wu, P.E.
Pioneer Engineers, Inc. (PEI)
P. O. Box 33628
Seattle, WA 98133
Phone: (206) 427-9118
Fax: (206) 306-2982