HomeMy WebLinkAboutExhibit_6_Drainage_Report2020 D. R. STRONG Consulting Engineers Inc. ROGOLO TOWNHOMES
Technical Information Report Renton, Washington
TECHNICAL INFORMATION REPORT
For
ROGOLO TOWNHOMES
PRELIMINARY PLAT
82 Williams Ave S, Renton, Washington
____________________________________________________________________________
DRS Project No. 19067
Renton File No. PRE19-000224
Owner/Applicant
Joe Bernasconi
Windermere Real Estate
PO Box 1343
Renton, WA 98056
Report Prepared by
D. R. STRONG Consulting Engineers, Inc.
620 7th Avenue
Kirkland, WA 98033
(425) 827-3063
Report Issue Date
July 14, 2020
Exhibit 6
RECEIVED
07/29/2020
amorganroth
PLANNING DIVISION
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2020 D. R. STRONG Consulting Engineers Inc. ROGOLO TOWNHOMES
Technical Information Report Renton, Washington
TECHNICAL INFORMATION REPORT
ROGOLO TOWNHOMES PRELIMINARY PLAT
TABLE OF CONTENTS
SECTION I ...................................................................................................................... 1
Project Overview ......................................................................................................... 1
Predeveloped Site Conditions ..................................................................................... 1
Developed Site Conditions .......................................................................................... 1
SECTION II ................................................................................................................... 12
Conditions and Requirements Summary ................................................................... 12
Conditions of Approval............................................................................................... 14
SECTION III .................................................................................................................. 15
Off-Site Analysis ........................................................................................................ 15
Task 1: Define and Map Study Area ...................................................................... 16
Task 2: Resource Review ...................................................................................... 17
Task 3: Field Inspection ......................................................................................... 26
Task 4: Drainage System Description and Problem Descriptions .......................... 27
Task 5: Mitigation of Existing or Potential Problems .............................................. 28
SECTION IV .................................................................................................................. 34
Flow Control Analysis and Water Quality Design ...................................................... 34
Developed Site Hydrology ...................................................................................... 34
Performance Standards ............................................................................................. 36
Water Quality Treatment System ............................................................................... 37
SECTION V ................................................................................................................... 38
Conveyance System Analysis and Design ................................................................ 38
Rational Method ........................................................................................................ 39
SECTION VI .................................................................................................................. 41
Special Reports and Studies ..................................................................................... 41
SECTION VII ................................................................................................................. 42
Other Permits, Variances and Adjustments ............................................................... 42
SECTION VIII ................................................................................................................ 43
CSWPPP Analysis and Design (Part A) .................................................................... 43
SWPPP Plan Design (Part B) .................................................................................... 43
SECTION IX .................................................................................................................. 45
Bond Quantities, Facility Summaries, and Declaration of Covenant .......................... 45
SECTION X ................................................................................................................... 46
Operations and Maintenance Manual ........................................................................ 46
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Technical Information Report Renton, Washington
APPENDICES ............................................................................................................... 47
Appendix “A” Legal Description ................................................................................. 48
Appendix “B” Bond Quantity Worksheet .................................................................... 49
List of Figures
Figure 1 TIR Worksheet .................................................................................................. 3
Figure 2 Vicinity Map ....................................................................................................... 8
Figure 3 Drainage Basins, Subbasins, and Site Characteristics ..................................... 9
Figure 4 Soils` ............................................................................................................... 10
Figure 5 City of Renton Topography Map .................................................................... 18
Figure 6 City of Renton Coal Mine Hazard Areas Map ................................................. 19
Figure 7 City of Renton Flood Hazards Map ................................................................. 20
Figure 8 City of Renton Streams and Wetlands Map .................................................... 21
Figure 9 City of Renton Landslide Hazards Map ........................................................... 22
Figure 10 City of Renton Seismic Hazard Areas Map ................................................... 23
Figure 11 FEMA Map .................................................................................................... 24
Figure 12 King County iMap Drainage Complaints Map................................................ 25
Figure 13 Offsite Analysis Downstream Map ................................................................ 29
Figure 14 Offsite Analysis Downstream Table .............................................................. 30
Figure 15 Developed Area Map .................................................................................... 35
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SECTION I
PROJECT OVERVIEW
The Project is the proposed development of the existing parcel with six townhouses per
the City of Renton (City) development process. The Project is located at 82 Williams
Avenue South, Renton, Washington (Site) also known as Tax Parcel Number 000720-
0147. The Project will meet the drainage requirements of the 2016 King County Surface
Water Design Manual (Manual), as adopted by the City.
PREDEVELOPED SITE CONDITIONS
The total existing Site area is approximately 6,001 s.f. (0.139 acres). The total Project
area is 6,266 s.f. (0.144 acres) and includes the sidewalk area within Williams Avenue
ROW to be reconstructed as a part of the new driveway cut. The Site is currently
developed with one single family home, a concrete driveway and walkway, and a
detachd garage.
The Site is relatively flat with a shallow grade from west to east maintaining one
Threshold Discharge Area (TDA). Runoff generated from the TDA gradually sheet flows
from the southwest to the northeast toward the parking lot of the adjacent parcel.The
conveyance system in this parking lot collects the runoff and is breifly conveyed in a
northerly direction before entering the Cedar River. The conveyance system in Williams
Avenue S also conveys runoff from the Site frontage to the north breifly before it enters
the Cedar River via a different outfall.
DEVELOPED SITE CONDITIONS
The applicant is seeking approval to develop 0.139 acres with six townhouses (Project),
All existing improvements located on the Site will be demolished or removed during
Project construction.
The Project is required to meet the City’s Peak Rate Flow Control Standard (Existing
Conditions) and Basic Water Quality treatment. The proposed impervious surfaces
consist of the roof area for the six townhomes and small portion of uncoveded concrete
patio/driveway area. The total new and replaced impervious surfaces on site will be
5,052 s.f. 257 s.f. of sidewalk area will be replaced along the frontage as a part of the
new driveway construction. The remai ning Project area will be pervious lawn. The Site
is within a half mile of the 100-year flood plain for the Cedar River downstream of the
Taylor Creek confluence, meaning the Project qualifies for the direct discharge
exemption from providing a formal flow control facility. It is also exempt from providing a
formal water quality treatment facility as only 1,948 s.f. of the proposed impervious
surface is considered PGIS. This is below the 5,000 s.f. threshold for the surface area
exemption from water quality mitigation, per the Manual.
Per Section 1.2.9.2.1 Small Lot BMP Requirements of the Manual, projects are required
to mitigate for impervious surfaces by use of Flow Control Best Management Practices
(BMPs), to the maximum extent feasible. This requires all lots under 11,000 s.f. to
apply flow control BMPs to mitigate impervious areas equal to 10% of the total lot area.
10% of the impervious area for this Site is 600 s.f., so flow control BMPS will be used to
mitigate runoff from 600 s.f. of roof area if feasilble (See Section IV).
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The soil investigation summarized by the project getotechnical engineer was conducted
to a depth of 31.5 feet. The report indicates the presence of overbank and channel
alluvium deposits. The geotechnical engineer recommends that the on-site soils should
not be used for the purposes of infiltrating stormwatwer and that alternative means of
stromwater management should be used for this Project.
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FIGURE 1
TIR WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND
PROJECT ENGINEER Part 2 PROJECT LOCATION AND
DESCRIPTION
Project Owner: Joseph Bernasconi
Phone: (253) 740-2119
Address: 82 Williams Avenue South
Renton, WA 98057
Project Engineer: Yoshio L. Piediscalzi, P.E.
Company: D. R. STRONG Consulting
Engineers Inc.
Phone: (425) 827-3063
Project Name: Williams Avenue
Townhouses
City Permit#: PRE19-000224
Location:
Township: 23 North
Range: 5 West
Section: 17
Site Address: 82 Williams Avenue S
Renton, WA 98057
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
Landuse Services
Subdivision / Short Subdivision / UPD
Building Services: M/F / Commercial / SFR
Clearing and Grading
Right-of-Way
Other:
DFW HPA Shoreline Mngmt
COE 404 Structural
DOE Dam Safety Rockery/Vault
FEMA Floodplain ESA Section 7
COE Wetlands
Other:
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report
Type of Drainage Review Full / Targeted /
(circle): Large Site
Date (include revision May 6, 2020
dates):
Date of Final:
Site Improvement Plan (Engr. Plans)
Type (circle one): Full / Modified / :
Small Site
Date (include revision May 6, 2020
dates):
Date of Final:
Part 6 ADJUSTMENT APPROVALS
Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket
Description: (include conditions in TIR Section 2)
_____________________________________________________________________________________
_____________________________________________________________________________________
____________________________________________________________________________________
Date of Approval:
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Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes / No
Start Date: TBD
Completion Date
Describe: Monitor discharge location
during construction.
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan: City of Renton
Special District Overlays: Urban Design District A
Drainage Basin: Cedar River / Lake Washington and Lower Cedar River
Stormwater Requirements: Flow Control Duration Standard – Matching Forested Conditions
and Basic WQ treatment
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
Ur
Slopes
0-8%
Erosion Potential
Low to Moderate
High Groundwater Table Sole Source Aquifer
other Seeps/Springs
Additional Sheets Attached
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Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE
Core Requirement #2 – Offsite Analysis
SEPA
Additional Sheet Attached
LIMITATION / SITE CONSTRAINT
Part 12 TIR SUMMARY SHEET
Threshold Discharge Area: Site comprised of one TDA
(name or description)
Core Requirements (all 8 apply)
Discharge of Natural Location Yes Number of Natural Discharge Locations: 1
Offsite Analysis Level: 1 / 2 / 3 dated: 02/06/20
Flow Control Level: 1 / 2 / 3 or Exemption Number Basic
(incl. facility summary sheet Small Site BMPS:
Conveyance System Spill containment located at: TBD
Erosion and Sediment Control ESC Site Supervisor: T/B/D
Contact Phone: T/B/D
After Hours Phone: T/B/D
Maintenance and Operation Responsibility: Private / Public
If Private, Maintenance Log Required: Yes / No
Financial Guarantees and Provided: Yes / No
Liability
Water Quality Type: Basic / Sens Lake / Enhanced Basic / Bog
(include facility summary sheet) or exemption No.
Landscape Management Plan: Yes / No
Special Requirements (as applicable)
Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared / None
Requirements Name:
Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None
100-year Base Flood Elevation (or range):
Datum:
Flood Protection Facilities Describe: N/A
Source Control Describe Landuse:
(comm. / industrial landuse) Describe any structural controls:
Oil Control High-use Site: Yes / No
Treatment BMP:
Maintenance Agreement: Yes / No
with whom?
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Other Drainage Structures
Describe: Runoff will be collected and conveyed to the existing conveyance system
in Williams Avenue S.
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
MINIMUM ESC REQUIREMENTS
AFTER CONSTRUCTION
Stabilize Exposed Surfaces
Remove and Restore Temporary ESC
Facilities
Clean and Remove All Silt and
Debris, Ensure Operations of
Permanent Facilities
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
Biofiltration
Wetpool
Media Filtration
Oil Control
Spill Control
Flow Control
BMPs
Other
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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.
07-13-20
Signed/Date
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FIGURE 2
VICINITY MAP
Site
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FIGURE 3
DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS
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FIGURE 4
SOILS
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King County Area, Washington
UR – Urban Land
Map Unit Composition
• Urban land: 100 percent
• Estimates are based on observations, descriptions, and transects of the map
unit.
Description of Urban Land
Interpretive groups
• Land capability classification (irrigated): None specified
• Land capability classification (nonirrigated): 8
• Hydric soil rating: No
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SECTION II
CONDITIONS AND REQUIREMENTS SUMMARY
The Project must comply with the following Core and Special Requirements:
• C.R. #1 – Discharge at the Natural Location: Existing drainage discharges the
Site at one location, maintaining one TDA. The topography indicates that all
stormwater runoff leaves the Site as sheet flow across the east property line.
• C.R. #2 – Offsite Analysis: Analysis is included in Section III. The Analysis
describes the Site’s runoff patterns in detail.
• C.R. #3 – Flow Control Facilities: The Project is required to meet the City’s Peak
Rate Flow Control Standard (Existing Conditions). The Site is required to “match the
developed peak discharge rates to existing site conditions peak discharge rates for
2-, 10-, and 100-year return periods,” (City of Renton 2017 Surface Water Design
Manual Amendment, Sec. 1.2.3.1). However, the Site is within a half mile of the 100 -
year flood plain for the Cedar River downstream of the Taylor Creek confluence,
meaning the Project qualifies for the direct discharge exemption from providing a
formal flow control facility.
• C.R. #4 – Conveyance System: New pipe systems are required to be designed
with sufficient capacity to convey and contain (at minimum) the 25-year peak flow,
assuming developed conditions for onsite tributary areas and existing conditions for
any offsite tributary areas. Pipe system structures may overtop for runoff events that
exceed the 25-year design capacity, provided the overflow from a 100-year runoff
event does not create or aggravate a “severe flooding problem” or “severe erosion
problem” as defined in C.R. #2. Any overflow occurring onsite for runoff events up to
and including the 100-year event must discharge at the natural location for the
project site. In residential subdivisions, such overflow must be contained within an
onsite drainage easement, tract, covenant or public right-of-way. This analysis has
been included in Section V of this report.
• C.R. #5 – Construction Stormwater Pollution Prevention: The Project will
provide the thirteen minimum ESC measures. A temporary erosion and
sedimentation control plan will be prepared at the time construction plan preparation.
• C.R. #6 – Maintenance and Operations: Maintenance of the proposed storm
drainage facilities will be the responsibility of the City. An Operation and
Maintenance Manual will be included in Section X.
• C.R. #7 – Financial Guarantees and Liability: Prior to commencing construction,
the Applicant must post a drainage facilities restoration and site stabilization financial
guarantee. For any constructed or modified drainage facilities to be maintained and
operated by the City, the Applicant must: 1) Post a drainage defect and maintenance
financial guarantee for a period of two years, and 2) Maintain the drainage facilities
during the two-year period following posting of the drainage defect and maintenance
financial guarantee.
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• C.R. #8 – Water Quality Facilities: The Project is required to provide basic water
quality treatment. However, the Project is only proposing 1,948 s.f. of PGIS for the
concrete driveway. This is below the 5,000 s.f. threshold for formal water quality
control in the Manual. This means that the Project is not required to provide a formal
flow control facility.
• C.R. #9 – On-Site BMPs: The Project is required to provide on-site BMPs to
mitigate the impacts of storm and surface water runoff. Small lot BMPs were
determined by the BMP requirements outlined in Section 1.2.9.2.1 of the
CORSWDM. As required by the CORSWDM, small lot BMP requirements were
analyzed in the order of preference listed in section 1.2.9.2.1.
1. Full Dispersion: There is an insufficient amount of native growth in order to
utilize full dispersion. The lack of required undisturbed area and flowpath lengths
means that full dispersion is infeasible for this Lot.
2. Full Infiltration: Per the geotechnical report, the existing soil on the Site is fine
graded soils with high levels of silt to deaths of approximately eight feet. This
means that infiltration applications are infeasible. The full geotechnical report is
included with this application.
3. Limited Infiltration: Per the geotechnical report, the existing soil on the Site is
fine graded soils with high levels of silt to deaths of approximately eight feet.
This means that infiltration applications are infeasible. The full geotechnical
report is included with this application.
4. Rain Gardens: Per the geotechnical report, the existing soil on the Site makes
any form of infiltration infeasible. The full geotechnical report has been included
in conjunction with the preliminary application.
5. Bioretention: Per the geotechnical report, the existing soil on the Site makes
any form of infiltration infeasible.
6. Permeable Pavement: Per the geotechnical report, the existing soil on the Site
makes any form of infiltration infeasible.
7. Basic Dispersion: Due to the amount of impervious surface proposed for this
Project, there is no pervious area available for a flowpath that will meet the
requirements of the manual for basic dispersion.
Per the CORSWDM, a perforated stub out connection is required for a project that
proposes the connection of roof downspouts to the local drainage system. A perforated
pipe connection is provided for this Project and is shown on the plans.
• S.R. #1 – Other Adopted Area-Specific Requirements: Not applicable for this
Project.
• S.R. #2 – Floodplain/Floodway Delineation: Not applicable for this Project.
• S.R. #3 – Flood Protection Facilities: Not applicable for this Project.
• S.R. #4 – Source Control: Not applicable for this Project.
• S.R. #5 – Oil Control: Not applicable for this Project.
S.R. #6 – Aquifer Protection Area: The Site is located within the Aquifer
Protection Zone 1. No infiltration is proposed as a part of this Project, and therefore
the Project does not need t meet the requirements in the Manual for zone 1.
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CONDITIONS OF APPROVAL
Rogolo Townhomes PRE19-000224
TBD
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SECTION III
OFF-SITE ANALYSIS
A Level One Downstream Analysis was prepared by D.R. Strong Consulting Engineers
and is included in this Section.
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Level One Downstream Analysis Renton, Washington
LEVEL ONE DOWNSTREAM ANALYSIS
TASK 1: DEFINE AND M AP STUDY AREA
This Offsite Analysis was prepared in accordance with Core Requirement #2, Section
1.2.2 of the 2017 King County Surface Water Design Manual and City Amendments as
adopted by the City of Renton (Manual). The Site is located at 82 Williams Ave S,
Renton, Washington. The Project is the development of one parcel with six townhouse
units.
See Figures 1, 2, 3, and 5 for maps of the study area.
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TASK 2: RESOURCE REVIEW
• Adopted Basin Plans: King County Department of Permitting and Environmental
Review (DPER) and Department of Natural Resources and Parks (DNRP) Lower
Cedar River Basin Plan Summary
• Finalized Drainage Studies: No available applicable drainage studies at this time.
• Basin Reconnaissance Summary Reports: Cedar River Current and Future
Conditions Rep ort (April 1993).
• Comprehensive Plans: Renton’s Comprehensive Plan, adopted on June 22, 2015,
effective July 1, 2015.
• Floodplain/Floodway (FEMA) Map: No floodplains exist on site, See Figure 10.
• Other Offsite Analysis Reports: N/A
• Sensitive Areas Map Folios: See Figures 6-9.
• DNRP Drainage Complaints and Studies: Per King County Water and Land
Resources Division, there were no complaints within the downstream paths, within
approximately one mile from the Site within the last 10 years. See Figure 11.
• USDA King County Soils Survey: See Figure 4
• Wetlands Inventory: Vol. 2 East (1990) – No wetlands identified along the
downstream paths in the KC Wetlands Inventory. The City of Renton Mapping
Applications indicates there are also no wetlands along the downstream path. See
Figure 8.
• Migrating River Studies: The Site is not located near the channel migration zones of
Cedar River, Tolt River, Raging River, Snoqualmie River, or Green River.
• King County Designated Water Quality Problems: Per the Washington State Water
Quality Assessment 303(d)/305(b) Integrated Report current as of 2012, the reach of
the Cedar River will outlet to has three category 5 listings, one category 2 listing, and
three category 5 listings.
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FIGURE 5
CITY OF RENTON TOPOGRAPHY MAP
Site
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FIGURE 6
CITY OF RENTON COAL MINE HAZARD AREAS MAP
Site
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FIGURE 7
CITY OF RENTON FLOOD HAZARDS MAP
Site
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FIGURE 8
CITY OF RENTON STREAMS AND WETLANDS MAP
Site
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FIGURE 9
CITY OF RENTON LANDSLIDE HAZARDS MAP
Site
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FIGURE 10
CITY OF RENTON SEISMIC HAZARD AREAS MAP
Site
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FIGURE 11
FEMA MAP
Site
(Approximate)
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FIGURE 12
KING COUNTY IMAP DRAINAGE COMPLAINTS MAP
Site
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TASK 3: FIELD INSPECTION
UPSTREAM TRIBUTARY AREA
Upon evaluation of the upstream area through examining COR topographic map (see
Figure 5) and by conducting field reconnaissance on February 5, 2020, the upstream
tributary area for the Site is considered negligible. The area generally slopes from the
southwest property corner to the northeast property corner. Runoff from the property to
the south appears to head east away from the Site. Runoff from the right of way
(Williams Ave S) to the west and the property to the north heads in a northerly direction
away from the Site.
GENERAL ONSITE AND OFFSITE DRAINAGE DESCRIPTIONS
The Site consists of one Natural Discharge Area (NDA 1) with one Natural Discharge
Location (NDL 1) and contained within one Threshold Discharge Area (TDA 1). Runoff
from the Site leaves along the northeast property corner and sheet flows along the
fence line of the adjacent property to the north before appearing to enter a drain. The
runoff exits the drain on a property along S Riverside Dr. and travels northwest down a
driveway until reaching a conveyance system on S Riverside Dr. where runoff is
conveyed to Cedar River, continuing northwest and out letting into Lake Washington
roughly 1 ½ miles from the Site.
Runoff from the frontage was also considered and is contained within TDA 1. The runoff
leaves along the western property line and sheet flows along the driveway to the curb
line where it starts heading north. At the intersection of Williams Ave S and S Riverside
Dr., the runoff enters a CB and pipe conveyance network that conveys the runoff
northwest to Cedar River where it outlets and continues its path to Lake Washington.
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Level One Downstream Analysis Renton, Washington
TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM
DESCRIPTIONS
DRAINAGE SYSTEM DESCRIPTION
The downstream analysis is further illustrated and detailed in the Downstream Map
Figure 12 and Downstream Table Figure 13. The drainage area is located within the
Lower Cedar River. The drainage area was evaluated by reviewing available resources
described in Task 2, and by conducting a field reconnaissance on February 2, 2020
under rainy conditions.
EXISTING DOWNSTREAM PATH
Runoff leaves the Site as sheet flow across the northeast property corner. Runoff
continues north as sheet flow to an apparent drain located at the northeast corner of 74
Williams Ave S (100’). The drain was not observed, however it was assumed that runoff
will be discharged northeast via wall drain based on area topography and the most
probable runoff path. Runoff then exits into the parking lot of 77 Williams Ave S where it
flows northeasterly as sheet flow and enters a Type-1 CB on the south side of S
Riverside Dr. (164’). Runoff continues as pipe flow to a Type-1 CB on the north side of
the same street before discharging to Cedar River where it flows northwest before
entering Lake Washington roughly a mile from the outfall (1,331’).
FRONTAGE DOWNSTREAM PATH
Runoff leaves the Site as sheet flow across the western property line heading west
down the driveway. The runoff reaches the driveway curb at which point it flows in a
northerly direction until the runoff enters a Type-1 CB at the intersection of Williams Ave
S and S Riverside Dr. (265’). The runoff is piped southwest to a Type-1 solid lid CB
followed by conveyance to a Type-2 manhole northwest of the previous CB (333’). The
runoff is then discharged into Cedar River and continues northwesterly to Lake
Washington (1,330’).
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Level One Downstream Analysis Renton, Washington
TASK 5: MITIGATION OF EXISTING OR POTENTIAL
PROBLEMS
A review of the King County Water and Land Resource Division – Drainage Services
Section Documented Drainage Complaints revealed no drainage complaints within one
mile of the downstream flow paths within the past ten years.
The Project is required to meet the City’s Peak Rate Flow Control Standard (Existing
Conditions) and Basic Water Quality treatment, per the Manual.
During construction, standard sediment and erosion control methods will be utilized.
This will include the use of a stabilized construction entrance, perimeter silt fencing, and
other necessary measures to minimize soil erosion during construction.
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Level One Downstream Analysis Renton, Washington
FIGURE 13
OFFSITE ANALYSIS DOWNSTREAM MAP
Site
A1
B1
C1
D1
E1
F1
G1
A2
H1
B2
C2
D2
E2
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Level One Downstream Analysis Renton, Washington
FIGURE 14
OFFSITE ANALYSIS DOWNSTREAM TABLE
EXISTING DOWNSTREAM PATH
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; Size: diameter
Surface area
drainage basin, vegetation, cover,
depth, type of sensitive area, volume
%
1/4 mile =
1,320 feet
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.
A1 Natural discharge area Runoff exits at the NDA across the
northeast property corner
–0’ None Observed None Anticipated No flow observed
A1-B1 Northerly Sheet Flow Runoff sheet flows along fence line on 78
and 74 Williams Ave S
None Observed None Anticipated No flow observed
B1 Wall drain Northeast corner of 74 Williams Ave S –100’ None Observed None Anticipated No flow observed
B1-C1 Northeasterly Pipe Flow Could not be observed at B1 or terminus
at C1 as it is on private property
None Observed None Observed Not observed due to private property
C1 Pipe outlet Runoff exits to parking lot on 77 Williams
Ave S
±105’ None Observed None Anticipated Not observed due to private property
C1-D1 Northeasterly Sheet Flow Runoff sheet flows on 77 Williams Ave S None Observed None Anticipated No concentrated flow observed
D1 Curb and Gutter Flow Runoff reaches curb on south side of S
Riverside Dr.
D1-E1 Easterly Sheet Flow Runoff sheet flows along south curb on S
Riverside Dr.
None Observed None Anticipated No flow observed
E1 Type-1 CB South side of S Riverside Dr. ±164’ None Observed None Anticipated Medium flow observed
E1-F1 Northeasterly Pipe Flow 12” PVC None Observed None Anticipated Medium flow observed
F1 Type-1 CB North side of S Riverside Dr. ±182’ None Observed None Anticipated Medium flow observed
F1-G1 Northeasterly Pipe Flow 12” concrete pipe None Observed None Anticipated Medium flow observed
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FRONTAGE DOWNSTREAM PATH
G1 Outfall to Cedar River COR Facility ID No. OUT-0342 ±209’ None Observed None Anticipated Medium flow observed
G1-H1 Northwesterly Channel
Flow
Cedar River None Observed None Anticipated Heavy flow observed
H1 Northwesterly Channel
Flow
This marks the end of field
reconnaissance at over ¼ mile
downstream from the Site
±1,331’ None Observed None Anticipated Heavy flow observed
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; Size: diameter
Surface area
drainage basin, vegetation, cover,
depth, type of sensitive area, volume
%
1/4 mile =
1,320 feet
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.
A2 Natural discharge area Runoff exits at the NDA across the
western property line
–0’ None Observed None Anticipated No flow observed
A2-B2 Westerly Sheet Flow Runoff sheet flows down driveway along
frontage
None Observed None Anticipated No flow observed
B2 Curb and Gutter Runoff enters curb and gutter on east side
of Williams Avenue S
None Observed None Anticipated No flow observed
B2-C2 Northerly Curb and
Gutter Flow
Runoff sheet flows along flow line of city
curb
None Observed None Anticipated No concentrate flow observed
C2 Type-1 CB Southeast of the intersection at Williams
Ave S and S Riverside Dr.
±265’ None Observed None Observed Medium flow observed
C2-D2 Northwesterly Pipe Flow 8” concrete pipe None Observed None Anticipated Medium flow observed
D2 Type-2 Manhole Northeast of the intersection at Williams
Ave S and S Riverside Dr.
±333’ None Observed None Anticipated Medium flow observed
D2-E2 Northwesterly Pipe Flow 12” concrete pipe None Observed None Anticipated Medium flow observed
E2 Outfall to Cedar River COR Facility ID No. OUT-0335 ±422’ None Observed None Anticipated Medium flow observed
E2-H1 Northwesterly Channel
Flow
Cedar River None Observed None Anticipated Heavy flow observed
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A1-B1 L1-M1
H1 Northwesterly Channel
Flow
This marks the end of field
reconnaissance at over ¼ mile
downstream from the Site
±1,330’ None Observed None Anticipated Heavy flow observed
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Level One Downstream Analysis Renton, Washington
B2-C2
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SECTION IV
FLOW CONTROL ANALYSIS AND WATER QUALITY DESIGN
DEVELOPED SITE HYDROLOGY
Per the geotechnical report, soils present on-site is holocene alluvium which is
considered an outwash soil. The total proposed impervious surface area for the Project
is 5,309 s.f. 4,861 s.f. of the proposed impervious area is roof area and the remaining
191 s.f. of on-site impervious area is uncovered concrete driveway area. The remainder
of the Project impervious area consists of 257 s.f. of replaced sidewalk area within the
Williams Avenue ROW. The uncovered and covered driveway area totals 1,948 s.f.
which makes up all of the proposed PGIS for the Project. The remainder of the Site area
will be lawn area. The developed area map below illustrates the area breakdown for the
Site.
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FIGURE 15
DEVELOPED AREA MAP
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PERFORMANCE STANDARDS
The Project is required to meet the City’s Peak Rate Flow Control Standard (Existing
Conditions). The Site is required to “match the developed peak discharge rates to
existing site conditions peak discharge rates for 2-, 10-, and 100-year return periods,”
(City of Renton 2017 Surface Water Design Manual Amendment, Sec. 1.2.3.1).
However, the Site is within a half mile of the 100-year flood plain for the Cedar River
downstream of the Taylor Creek confluence, meaning the Project qualifies for the direct
discharge exemption from providing a formal flow control facility.
Per Section 1.2.9.2.1 Small Lot BMP Requirements of the Manual, projects are required
to mitigate for impervious surfaces by use of Flow Control Best Management Practices
(BMPs), to the maximum extent feasible. This requires all lots under 11,000 s.f. to
apply flow control BMPs to mitigate impervious areas equal to 10% of the total lot area.
10% of the impervious area for this Site is 600 s.f., so flow control BMPS will be used to
mitigate runoff from 600 s.f. of roof area if feasilble.
Small lot BMPs were determined by the BMP requirements outlined in Section 1.2.9.2.1
of the CORSWDM. As required by the CORSWDM, small lot BMP requirements were
analyzed in the order of preference listed in section 1.2.9.2.1.
1. Full Dispersion: There is an insufficient amount of native growth in order to
utilize full dispersion. The lack of required undisturbed area and flowpath lengths
means that full dispersion is infeasible for this Lot.
2. Full Infiltration: Per the geotechnical report, the existing soil on the Site is fine
graded soils with high levels of silt to deaths of approximately eight feet. This
means that infiltration applications are infeasible. The full geotechnical report is
included with this application.
3. Limited Infiltration: Per the geotechnical report, the existing soil on the Site is
fine graded soils with high levels of silt to deaths of approximately eight feet.
This means that infiltration applications are infeasible. The full geotechnical
report is included with this application.
4. Rain Gardens: Per the geotechnical report, the existing soil on the Site makes
any form of infiltration infeasible. The full geotechnical report has been included
in conjunction with the preliminary application.
5. Bioretention: Per the geotechnical report, the existing soil on the Site makes
any form of infiltration infeasible.
6. Permeable Pavement: Per the geotechnical report, the existing soil on the Site
makes any form of infiltration infeasible.
8. Basic Dispersion: Due to the amount of impervious surface proposed for this
Project, there is no pervious area available for a flowpath that will meet the
requirements of the manual for basic dispersion.
Per the CORSWDM, a perforated stub out connection is required for a project that
proposes the connection of roof downspouts to the local drainage system. A perforated
pipe connection will be provided for this Project.
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WATER QUALITY TREATMENT SYSTEM
The Project is required to adhere to the City of Renton’s basic water quality treatment
criteria. However, the Project is only proposing 1,948 s.f. of PGIS for the concrete
driveway. This is below the 5,000 s.f. threshold for formal water quality control in the
Manual. This means that the Project is not required to provide a formal flow control
facility.
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SECTION V
CONVEYANCE SYSTEM ANALYSIS AND DESIGN
Per Core Requirement #4 of the CORSWDM, the conveyance system must be analyzed
and designed for the existing tributary and developed onsite runoff. Pipe systems shall
be designed with sufficient capacity to convey and contain (at minimum) the 25-year
peak flow with a minimum of 6 inches of freeboard between the design water surface
and structure grate. Pipe system structures may overtop for runoff events that exceed
the 25-year design capacity provided the overflow from a 100-year runoff event does
not create or aggravate a “severe flooding problem” or “severe erosion problem” as
defined in C.R. #2. The Rational Method is used to calculate the 100-year peak flow for
the Site.
A conveyance system consisting of pipes and catch basins has been designed for the
Project. Onsite runoff from all target surfaces is collected by the on-site catch basin or
roof drains and conveyed to the existing conveyance system in Williams Avenue S.
Pipes are 6” diameter PVC material with a minimum slope of 2.00%. Per the rational
method (below), the 25-year flow for the Site under proposed conditions is
approximately 0.35 cfs. The program Flowmaster is used to estimate the capacity of the
most limiting pipe in the conveyance system, which is a 6” PVC pipe at 2.00%. This
pipe, and therefore the conveyance system, is capable of conveying 0.94 cfs. This
conveyance system is adequately sized to handle the 100-year peak flow.
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RATIONAL METHOD
Table 3.2.1.B Coefficients for the Rational Method "iR" Equation
100 year 50 year 25 year 10 year 5 year 2 year
aR 2.61 2.75 2.66 2.44 2.33 1.58
bR 0.63 0.65 0.65 0.64 0.63 0.58
Table 3.2.1.A Runoff Coefficients
Land Cover C
Dense Forest 0.10
Light Forest 0.15
Pasture 0.20
Lawns 0.25
Playgrounds 0.30
Gravel Areas 0.80
Pavement & Roofs 0.90
Open Water 1.00
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SECTION VI
SPECIAL REPORTS AND STUDIES
The following report and studies have been provided with this submittal.
Critical Area Memo: Re-Align Environmental – July 7, 2020
Geotechnical Engineering Study: Associated Earth Sciences, Inc. – April 8, 2020
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SECTION VII
OTHER PERMITS, VARIANCES AND ADJUSTMENTS
None at this time.
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SECTION VIII
CSWPPP ANALYSIS AND DESIGN (PART A)
The Erosion and Sedimentation Control Design will meet the seven minimum King
County requirements:
1. Areas to remain undisturbed shall be delineated with a high visibility plastic fence
prior to any site clearing or grading.
2. Site disturbed areas shall be covered with mulch and seeded, as appropriate, for
temporary or permanent measures.
3. Perimeter protection shall consist of a silt fence down slope of any disturbed areas
or stockpiles.
4. The existing concrete driveway at the point of ingress/egress to the Site will be used
as the stabilized construction entrance.
5. Perimeter silt fences downslope will provide sediment retention for the Site.
6. Surface water from disturbed areas will sheet flow to the silt fences.
7. Dust control shall be provided by spraying exposed soils with water until wet. This is
required when exposed soils are dry to the point that wind transport is possible
which would affect roadways, drainage ways, surface waters, or neighboring
residences.
SWPPP PLAN DESIGN (PART B)
Construction activities that could contribute pollutants to surface and storm water
include the following, with applicable BMP’s listed for each item:
1. Storage and use of chemicals: Utilize source control, and soil erosion and
sedimentation control practices, such as using only recommended amounts of
chemical materials applied in the proper manner; neutralizing concrete wash
water, and disposing of excess concrete material only in areas prepared for
concrete placement, or return to batch plant; disposing of wash-up waters from
water-based paints in sanitary sewer; disposing of wastes from oil-based paints,
solvents, thinners, and mineral spirits only through a licensed waste
management firm, or treatment, storage, and disposal (TSD) facility.
2. Material delivery and storage: Locate temporary storage areas away from
vehicular traffic, near the construction entrance, and away from storm drains.
Material Safety Data Sheets (MSDS) should be supplied for all materials stored,
and chemicals kept in their original labeled containers. Maintenance, fueling,
and repair of heavy equipment and vehicles shall be conducted using spill
prevention and control measures. Contaminated surfaces shall be cleaned
immediately following any spill incident. Provide cover, containment, and
protection from vandalism for all chemicals, liquid products, petroleum products,
and other potentially hazardous materials.
3. Building demolition: Protect stormwater drainage system from sediment-laden
runoff and loose particles. To the extent possible, use dikes, berms, or other
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methods to protect overland discharge paths from runoff. Street gutter,
sidewalks, driveways, and other paved surfaces in the immediate area of
demolition must be swept daily to collect and properly dispose of loose debris
and garbage. Spray the minimum amount of water to help control windblown fine
particles such as concrete, dust, and paint chips. Avoid excessive spraying so
that runoff from the site does not occur, yet dust control is achieved. Oils must
never be used for dust control.
4. Sawcutting: Slurry and cuttings shall be vacuumed during the activity to prevent
migration offsite and must not remain on permanent concrete or asphalt paving
overnight. Collected slurry and cuttings shall be disposed of in a manner that
does not violate ground water or surface water quality standards.
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SECTION IX
BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT
1. Bond Quantity Worksheet is included as Appendix B of this report.
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SECTION X
OPERATIONS AND MAINTENANCE MANUAL
The maintenance of the private catch basin on-site will be the responsibility of the
owners. Maintenance guidelines set forth in the 2017 CORSWDM have been included
in this Section.
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APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
12/12/2016 2017 City of Renton Surface Water Design Manual
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NO. 5 – CATCH BASINS AND MANHOLES
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITION WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Structure Sediment
accumulation
Sediment exceeds 60% of the depth from
the bottom of the catch basin to the invert
of the lowest pipe into or out of the catch
basin or is within 6 inches of the invert of
the lowest pipe into or out of the catch
basin.
Sump of catch basin contains no sediment.
Trash and debris Trash or debris of more than ½ cubic foot
which is located immediately in front of the
catch basin opening or is blocking capacity
of the catch basin by more than 10%.
No Trash or debris blocking or potentially
blocking entrance to catch basin.
Trash or debris in the catch basin that
exceeds 1/3 the depth from the bottom of
basin to invert the lowest pipe into or out of
the basin.
No trash or debris in the catch basin.
Dead animals or vegetation that could
generate odors that could cause
complaints or dangerous gases (e.g.,
methane).
No dead animals or vegetation present
within catch basin.
Deposits of garbage exceeding 1 cubic
foot in volume.
No condition present which would attract or
support the breeding of insects or rodents.
Damage to frame
and/or top slab
Corner of frame extends more than ¾ inch
past curb face into the street (If
applicable).
Frame is even with curb.
Top slab has holes larger than 2 square
inches or cracks wider than ¼ inch.
Top slab is free of holes and cracks.
Frame not sitting flush on top slab, i.e.,
separation of more than ¾ inch of the
frame from the top slab.
Frame is sitting flush on top slab.
Cracks in walls or
bottom
Cracks wider than ½ inch and longer than
3 feet, any evidence of soil particles
entering catch basin through cracks, or
maintenance person judges that catch
basin is unsound.
Catch basin is sealed and is structurally
sound.
Cracks wider than ½ inch and longer than
1 foot at the joint of any inlet/outlet pipe or
any evidence of soil particles entering
catch basin through cracks.
No cracks more than 1/4 inch wide at the
joint of inlet/outlet pipe.
Settlement/
misalignment
Catch basin has settled more than 1 inch
or has rotated more than 2 inches out of
alignment.
Basin replaced or repaired to design
standards.
Damaged pipe joints Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil
entering the catch basin at the joint of the
inlet/outlet pipes.
No cracks more than ¼-inch wide at the
joint of inlet/outlet pipes.
Contaminants and
pollution
Any evidence of contaminants or pollution
such as oil, gasoline, concrete slurries or
paint.
Materials removed and disposed of
according to applicable regulations. Source
control BMPs implemented if appropriate.
No contaminants present other than a
surface oil film.
Inlet/Outlet Pipe Sediment
accumulation
Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris Trash and debris accumulated in
inlet/outlet pipes (includes floatables and
non-floatables).
No trash or debris in pipes.
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APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
2017 City of Renton Surface Water Design Manual 12/12/2016
A-11
NO. 5 – CATCH BASINS AND MANHOLES
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITION WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Inlet/Outlet Pipe
(cont.)
Damaged inlet/outlet
pipe
Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil
entering at the joints of the inlet/outlet
pipes.
No cracks more than ¼-inch wide at the
joint of the inlet/outlet pipe.
Metal Grates
(Catch Basins)
Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards.
Trash and debris Trash and debris that is blocking more
than 20% of grate surface.
Grate free of trash and debris. footnote to
guidelines for disposal
Damaged or missing
grate
Grate missing or broken member(s) of the
grate. Any open structure requires
urgent maintenance.
Grate is in place and meets design
standards.
Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in
place. Any open structure requires
urgent maintenance.
Cover/lid protects opening to structure.
Locking mechanism
not working
Mechanism cannot be opened by one
maintenance person with proper tools.
Bolts cannot be seated. Self-locking
cover/lid does not work.
Mechanism opens with proper tools.
Cover/lid difficult to
remove
One maintenance person cannot remove
cover/lid after applying 80 lbs. of lift.
Cover/lid can be removed and reinstalled
by one maintenance person.
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NO. 6 – CONVEYANCE PIPES AND DITCHES
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Pipes Sediment & debris
accumulation
Accumulated sediment or debris that
exceeds 20% of the diameter of the pipe.
Water flows freely through pipes.
Vegetation/root
growth in pipe
Vegetation/roots that reduce free
movement of water through pipes.
Water flows freely through pipes.
Contaminants and
pollution
Any evidence of contaminants or pollution
such as oil, gasoline, concrete slurries or
paint.
Materials removed and disposed of
according to applicable regulations. Source
control BMPs implemented if appropriate.
No contaminants present other than a
surface oil film.
Damage to protective
coating or corrosion
Protective coating is damaged; rust or
corrosion is weakening the structural
integrity of any part of pipe.
Pipe repaired or replaced.
Damaged pipes Any dent that decreases the cross section
area of pipe by more than 20% or is
determined to have weakened structural
integrity of the pipe.
Pipe repaired or replaced.
Ditches Trash and debris Trash and debris exceeds 1 cubic foot per
1,000 square feet of ditch and slopes.
Trash and debris cleared from ditches.
Sediment
accumulation
Accumulated sediment that exceeds 20%
of the design depth.
Ditch cleaned/flushed of all sediment and
debris so that it matches design.
Noxious weeds Any noxious or nuisance vegetation which
may constitute a hazard to City personnel
or the public.
Noxious and nuisance vegetation removed
according to applicable regulations. No
danger of noxious vegetation where City
personnel or the public might normally be.
Contaminants and
pollution
Any evidence of contaminants or pollution
such as oil, gasoline, concrete slurries or
paint.
Materials removed and disposed of
according to applicable regulations. Source
control BMPs implemented if appropriate.
No contaminants present other than a
surface oil film.
Excessive vegetation
growth
Vegetation that reduces free movement of
water through ditches.
Water flows freely through ditches.
Erosion damage to
slopes
Any erosion observed on a ditch slope. Slopes are not eroding.
Rock lining out of
place or missing (If
applicable)
One layer or less of rock exists above
native soil area 5 square feet or more, any
exposed native soil.
Replace rocks to design standards.
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
12/12/2016 2017 City of Renton Surface Water Design Manual
A-40
NO. 28 – NATIVE VEGETATED SURFACE/NATIVE VEGETATED LANDSCAPE BMP
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITION WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Site Trash and debris Trash and debris accumulated on the
native vegetated surface/native vegetated
landscape site.
Native vegetated surface site free of any
trash or debris.
Vegetation Insufficient vegetation Less than two species each of native
trees, shrubs, and groundcover occur in
the design area.
A minimum of two species each of native
trees, shrubs, and groundcover is
established and healthy.
Poor vegetation
coverage
Less than 90% if the required vegetated
area has healthy growth.
A minimum of 90% of the required
vegetated area has healthy growth.
Undesirable
vegetation present
Weeds, blackberry, and other undesirable
plants are invading more than 10% of
vegetated area.
Less than 10% undesirable vegetation
occurs in the required native vegetated
surface area.
Vegetated Area Soil compaction Soil in the native vegetation area
compacted.
Less than 8% of native vegetation area is
compacted.
Insufficient vegetation Less than 3.5 square feet of native
vegetation area for every 1 square foot of
impervious surface.
A minimum of 3.5 square feet of native
vegetation area for every 1 square foot of
impervious surface.
Excess slope Slope of native vegetation area greater
than 15%.
Slope of native growth area does not
exceed 15%.
NO. 29 – PERFORATED PIPE CONNECTIONS BMP
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Preventive Blocking, obstructions Debris or trash limiting flow into perforated
pipe system or outfall of BMP is plugged or
otherwise nonfunctioning.
Outfall of BMP is receiving designed flows
from perforated pipe connection.
Inflow Inflow impeded Inflow into the perforated pipe is partially or
fully blocked or altered to prevent flow from
getting into the pipe.
Inflow to the perforated pipe is unimpeded.
Pipe Trench Area Surface compacted Ground surface over the perforated pipe
trench is compacted or covered with
impermeable material.
Ground surface over the perforated pipe is
not compacted and free of any impervious
cover.
Outflow Outflow impeded Outflow from the perforated pipe into the
public drainage system is blocked.
Outflow to the public drainage system is
unimpeded.
Outfall Area Erosion or landslides Existence of the perforated pipe is causing
or exasperating erosion or landslides.
Perforated pipe system is sealed off and
an alternative BMP is implemented.
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
2017 City of Renton Surface Water Design Manual 12/12/2016
A-47
NO. 38 – SOIL AMENDMENT BMP
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Soil Media Unhealthy vegetation Vegetation not fully covering ground
surface or vegetation health is poor.
Yellowing: possible Nitrogen (N)
deficiency. Poor growth: possible
Phosphorous (P) deficiency. Poor
flowering, spotting or curled leaves, or
weak roots or stems: possible Potassium
(K) deficiency.
Plants are healthy and appropriate for site
conditions
Inadequate soil
nutrients and
structure
In the fall, return leaf fall and shredded
woody materials from the landscape to the
site when possible
Soil providing plant nutrients and structure
Excessive vegetation
growth
Grass becomes excessively tall (greater
than 10 inches); nuisance weeds and other
vegetation start to take over.
Healthy turf- “grasscycle” (mulch-mow or
leave the clippings) to build turf health
Weeds Preventive maintenance Avoid use of pesticides (bug and weed
killers), like “weed & feed,” which damage
the soil
Fertilizer needed Where fertilization is needed (mainly turf
and annual flower beds), a moderate
fertilization program should be used which
relies on compost, natural fertilizers or
slow-release synthetic balanced fertilizers
Integrated Pest Management (IPM)
protocols for fertilization followed
Bare spots Bare spots on soil No bare spots, area covered with
vegetation or mulch mixed into the
underlying soil.
Compaction Poor infiltration due to soil compaction
• To remediate compaction, aerate
soil, till to at least 8-inch depth, or
further amend soil with compost and
re-till
• If areas are turf, aerate compacted
areas and top dress them with 1/4 to
1/2 inch of compost to renovate them
• If drainage is still slow, consider
investigating alternative causes (e.g.,
high wet season groundwater levels,
low permeability soils)
• Also consider site use and protection
from compacting activities
No soil compaction
Poor infiltration Soils become waterlogged, do not appear
to be infiltrating.
Facility infiltrating properly
Erosion/Scouring Erosion Areas of potential erosion are visible Causes of erosion (e.g., concentrate flow
entering area, channelization of runoff)
identified and damaged area stabilized
(regrade, rock, vegetation, erosion control
matting).For deep channels or cuts (over 3
inches in ponding depth), temporary
erosion control measures in place until
permanent repairs can be made
Grass/Vegetation Unhealthy vegetation Less than 75% of planted vegetation is
healthy with a generally good appearance.
Healthy vegetation. Unhealthy plants
removed/replaced. Appropriate vegetation
planted in terms of exposure, soil and soil
moisture.
Noxious Weeds Noxious weeds Listed noxious vegetation is present (refer
to current County noxious weed list).
No noxious weeds present.
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
2020 D. R. STRONG Consulting Engineers Inc. Page 47 ROGOLO TOWNHOMES
Technical Information Report Renton, Washington
APPENDICES
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
2020 D. R. STRONG Consulting Engineers Inc. Page 48 ROGOLO TOWNHOMES
Technical Information Report Renton, Washington
APPENDIX “A” LEGAL DESCRIPTION
BEGINNING ON THE EASTERLY LINE OF WILLIAMS STREET AT A POINT 190.00
FEET NORTHERLY OF THE NORTHWEST CORNER OF BLOCK 23, TOWN OF
RENTON, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 1 OF
PLATS, PAGE 115, RECORDS OF KING COUNTY, WASHINGTON;THENCE
NORTHERLY ALONG SAID EASTERLY LINE 50.00 FEET;THENCE EASTERLY AT
RIGHT ANGLES 120.00 FEET;THENCE SOUTHERLY PARALLEL WITH SAID
EASTERLY LINE 50.00 FEET;THENCE WESTERLY 120.00 FEET TO THE POINT OF
BEGINNING.
SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON.
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
2020 D. R. STRONG Consulting Engineers Inc. Page 49 ROGOLO TOWNHOMES
Technical Information Report Renton, Washington
APPENDIX “B” BOND QUANTITY WORKSHEET
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
Planning Division |1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200
Date Prepared:
Name:
PE Registration No:
Firm Name:
Firm Address:
Phone No.
Email Address:
Project Name: Project Owner:
CED Plan # (LUA):Phone:
CED Permit # (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:NO Water Service Provided by:
If Yes, Provide Forest Practice Permit #:Sewer Service Provided by:
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
PROJECT INFORMATION
CITY OF RENTON
CITY OF RENTON
1 Select the current project status/phase from the following options:
For Approval - Preliminary Data Enclosed, pending approval from the City;
For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City;
Project Closeout - Final Costs and Quantities Enclosed for Project Close-out Submittal
Engineer Stamp Required
(all cost estimates must have original wet stamp and signature)
Clearing and Grading Utility Providers
N/A
Project Location and Description Project Owner Information
Rogolo Townhomes
Renton, WA 98056
145750-0025
Joe Bernasconi
PRE19-000224 (253) 740-2119
7/6/2020
Prepared by:
FOR APPROVALProject Phase 1
yoshio.piediscalzi@drstrong.com
Yoshio L. Piediscalzi
53232
DR Strong Consulting Engineers
620 7th Avenue, Kirkland, WA 98033
(425) 827-3063
82 Williams Avenue S. Renton, WA
PO Box 1343
Just south of S. Tobin St. and Williams Ave. S.
Abbreviated Legal
Description:
Page 2 of 14
Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
CED Permit #:
Unit
Reference #Price Unit Quantity Cost
Backfill & compaction-embankment ESC-1 6.50$ CY
Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 80.00$ Each
Catch Basin Protection ESC-3 35.50$ Each 2 71.00
Crushed surfacing 1 1/4" minus ESC-4 WSDOT 9-03.9(3)95.00$ CY
Ditching ESC-5 9.00$ CY
Excavation-bulk ESC-6 2.00$ CY
Fence, silt ESC-7 SWDM 5.4.3.1 1.50$ LF 224 336.00
Fence, Temporary (NGPE)ESC-8 1.50$ LF
Geotextile Fabric ESC-9 2.50$ SY
Hay Bale Silt Trap ESC-10 0.50$ Each
Hydroseeding ESC-11 SWDM 5.4.2.4 0.80$ SY 68 54.40
Interceptor Swale / Dike ESC-12 1.00$ LF
Jute Mesh ESC-13 SWDM 5.4.2.2 3.50$ SY
Level Spreader ESC-14 1.75$ LF
Mulch, by hand, straw, 3" deep ESC-15 SWDM 5.4.2.1 2.50$ SY
Mulch, by machine, straw, 2" deep ESC-16 SWDM 5.4.2.1 2.00$ SY
Piping, temporary, CPP, 6"ESC-17 12.00$ LF
Piping, temporary, CPP, 8"ESC-18 14.00$ LF
Piping, temporary, CPP, 12"ESC-19 18.00$ LF
Plastic covering, 6mm thick, sandbagged ESC-20 SWDM 5.4.2.3 4.00$ SY
Rip Rap, machine placed; slopes ESC-21 WSDOT 9-13.1(2)45.00$ CY
Rock Construction Entrance, 50'x15'x1'ESC-22 SWDM 5.4.4.1 1,800.00$ Each
Rock Construction Entrance, 100'x15'x1'ESC-23 SWDM 5.4.4.1 3,200.00$ Each
Sediment pond riser assembly ESC-24 SWDM 5.4.5.2 2,200.00$ Each
Sediment trap, 5' high berm ESC-25 SWDM 5.4.5.1 19.00$ LF
Sed. trap, 5' high, riprapped spillway berm section ESC-26 SWDM 5.4.5.1 70.00$ LF
Seeding, by hand ESC-27 SWDM 5.4.2.4 1.00$ SY
Sodding, 1" deep, level ground ESC-28 SWDM 5.4.2.5 8.00$ SY
Sodding, 1" deep, sloped ground ESC-29 SWDM 5.4.2.5 10.00$ SY
TESC Supervisor ESC-30 110.00$ HR 60 6,600.00
Water truck, dust control ESC-31 SWDM 5.4.7 140.00$ HR 12 1,680.00
Unit
Reference #Price Unit Quantity Cost
EROSION/SEDIMENT SUBTOTAL:8,741.40
SALES TAX @ 10%874.14
EROSION/SEDIMENT TOTAL:9,615.54
(A)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR EROSION & SEDIMENT CONTROL
Description No.
(A)
WRITE-IN-ITEMS
Page 3 of 14
Ref 8-H Bond Quantity Worksheet SECTION II.a EROSION_CONTROL
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
GENERAL ITEMS
Backfill & Compaction- embankment GI-1 6.00$ CY
Backfill & Compaction- trench GI-2 9.00$ CY 20 180.00
Clear/Remove Brush, by hand (SY)GI-3 1.00$ SY
Bollards - fixed GI-4 240.74$ Each
Bollards - removable GI-5 452.34$ Each
Clearing/Grubbing/Tree Removal GI-6 10,000.00$ Acre
Excavation - bulk GI-7 2.00$ CY
Excavation - Trench GI-8 5.00$ CY 20 100.00
Fencing, cedar, 6' high GI-9 20.00$ LF
Fencing, chain link, 4'GI-10 38.31$ LF
Fencing, chain link, vinyl coated, 6' high GI-11 20.00$ LF
Fencing, chain link, gate, vinyl coated, 20' GI-12 1,400.00$ Each
Fill & compact - common barrow GI-13 25.00$ CY 20 500.00
Fill & compact - gravel base GI-14 27.00$ CY
Fill & compact - screened topsoil GI-15 39.00$ CY
Gabion, 12" deep, stone filled mesh GI-16 65.00$ SY
Gabion, 18" deep, stone filled mesh GI-17 90.00$ SY
Gabion, 36" deep, stone filled mesh GI-18 150.00$ SY
Grading, fine, by hand GI-19 2.50$ SY
Grading, fine, with grader GI-20 2.00$ SY
Monuments, 3' Long GI-21 250.00$ Each
Sensitive Areas Sign GI-22 7.00$ Each
Sodding, 1" deep, sloped ground GI-23 8.00$ SY
Surveying, line & grade GI-24 850.00$ Day
Surveying, lot location/lines GI-25 1,800.00$ Acre
Topsoil Type A (imported)GI-26 28.50$ CY
Traffic control crew ( 2 flaggers )GI-27 120.00$ HR 16 1,920.00
Trail, 4" chipped wood GI-28 8.00$ SY
Trail, 4" crushed cinder GI-29 9.00$ SY
Trail, 4" top course GI-30 12.00$ SY
Conduit, 2"GI-31 5.00$ LF
Wall, retaining, concrete GI-32 55.00$ SF
Wall, rockery GI-33 15.00$ SF
SUBTOTAL THIS PAGE:2,200.00 500.00
(B)(C)(D)(E)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR STREET AND SITE IMPROVEMENTS
Quantity Remaining
(Bond Reduction)
(B)(C)
Page 4 of 14
Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR STREET AND SITE IMPROVEMENTS
Quantity Remaining
(Bond Reduction)
(B)(C)
ROAD IMPROVEMENT/PAVEMENT/SURFACING
AC Grinding, 4' wide machine < 1000sy RI-1 30.00$ SY
AC Grinding, 4' wide machine 1000-2000sy RI-2 16.00$ SY
AC Grinding, 4' wide machine > 2000sy RI-3 10.00$ SY
AC Removal/Disposal RI-4 35.00$ SY
Barricade, Type III ( Permanent )RI-5 56.00$ LF
Guard Rail RI-6 30.00$ LF
Curb & Gutter, rolled RI-7 17.00$ LF
Curb & Gutter, vertical RI-8 12.50$ LF
Curb and Gutter, demolition and disposal RI-9 18.00$ LF
Curb, extruded asphalt RI-10 5.50$ LF
Curb, extruded concrete RI-11 7.00$ LF
Sawcut, asphalt, 3" depth RI-12 1.85$ LF 52 96.20
Sawcut, concrete, per 1" depth RI-13 3.00$ LF
Sealant, asphalt RI-14 2.00$ LF 52 104.00
Shoulder, gravel, 4" thick RI-15 15.00$ SY
Sidewalk, 4" thick RI-16 38.00$ SY
Sidewalk, 4" thick, demolition and disposal RI-17 32.00$ SY
Sidewalk, 5" thick RI-18 41.00$ SY
Sidewalk, 5" thick, demolition and disposal RI-19 40.00$ SY
Sign, Handicap RI-20 85.00$ Each
Striping, per stall RI-21 7.00$ Each
Striping, thermoplastic, ( for crosswalk )RI-22 3.00$ SF
Striping, 4" reflectorized line RI-23 0.50$ LF
Additional 2.5" Crushed Surfacing RI-24 3.60$ SY
HMA 1/2" Overlay 1.5" RI-25 14.00$ SY
HMA 1/2" Overlay 2"RI-26 18.00$ SY
HMA Road, 2", 4" rock, First 2500 SY RI-27 28.00$ SY
HMA Road, 2", 4" rock, Qty. over 2500SY RI-28 21.00$ SY
HMA Road, 4", 6" rock, First 2500 SY RI-29 45.00$ SY
HMA Road, 4", 6" rock, Qty. over 2500 SY RI-30 37.00$ SY
HMA Road, 4", 4.5" ATB RI-31 38.00$ SY
Gravel Road, 4" rock, First 2500 SY RI-32 15.00$ SY
Gravel Road, 4" rock, Qty. over 2500 SY RI-33 10.00$ SY
Thickened Edge RI-34 8.60$ LF
SUBTOTAL THIS PAGE:200.20
(B)(C)(D)(E)
Page 5 of 14
Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR STREET AND SITE IMPROVEMENTS
Quantity Remaining
(Bond Reduction)
(B)(C)
PARKING LOT SURFACING No.
2" AC, 2" top course rock & 4" borrow PL-1 21.00$ SY
2" AC, 1.5" top course & 2.5" base course PL-2 28.00$ SY 219 6,132.00
4" select borrow PL-3 5.00$ SY
1.5" top course rock & 2.5" base course PL-4 14.00$ SY
SUBTOTAL PARKING LOT SURFACING:6,132.00
(B)(C)(D)(E)
LANDSCAPING & VEGETATION No.
Street Trees LA-1 200.00$
Median Landscaping LA-2
Right-of-Way Landscaping LA-3
Wetland Landscaping LA-4
SUBTOTAL LANDSCAPING & VEGETATION:
(B)(C)(D)(E)
TRAFFIC & LIGHTING No.
Signs TR-1 200.00$
Street Light System ( # of Poles)TR-2 3,000.00$
Traffic Signal TR-3
Traffic Signal Modification TR-4
SUBTOTAL TRAFFIC & LIGHTING:
(B)(C)(D)(E)
WRITE-IN-ITEMS
SUBTOTAL WRITE-IN ITEMS:
STREET AND SITE IMPROVEMENTS SUBTOTAL:2,400.20 6,632.00
SALES TAX @ 10%240.02 663.20
STREET AND SITE IMPROVEMENTS TOTAL:2,640.22 7,295.20
(B)(C)(D)(E)
Page 6 of 14
Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
DRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.)
Access Road, R/D D-1 26.00$ SY
* (CBs include frame and lid)
Beehive D-2 90.00$ Each
Through-curb Inlet Framework D-3 400.00$ Each
CB Type I D-4 1,500.00$ Each 1 1,500.00 1 1,500.00
CB Type IL D-5 1,750.00$ Each
CB Type II, 48" diameter D-6 2,300.00$ Each
for additional depth over 4' D-7 480.00$ FT
CB Type II, 54" diameter D-8 2,500.00$ Each
for additional depth over 4'D-9 495.00$ FT
CB Type II, 60" diameter D-10 2,800.00$ Each
for additional depth over 4'D-11 600.00$ FT
CB Type II, 72" diameter D-12 6,000.00$ Each
for additional depth over 4'D-13 850.00$ FT
CB Type II, 96" diameter D-14 14,000.00$ Each
for additional depth over 4'D-15 925.00$ FT
Trash Rack, 12"D-16 350.00$ Each
Trash Rack, 15"D-17 410.00$ Each
Trash Rack, 18"D-18 480.00$ Each
Trash Rack, 21"D-19 550.00$ Each
Cleanout, PVC, 4"D-20 150.00$ Each
Cleanout, PVC, 6"D-21 170.00$ Each
Cleanout, PVC, 8"D-22 200.00$ Each
Culvert, PVC, 4" D-23 10.00$ LF 5 50.00
Culvert, PVC, 6" D-24 13.00$ LF 19 247.00
Culvert, PVC, 8" D-25 15.00$ LF
Culvert, PVC, 12" D-26 23.00$ LF
Culvert, PVC, 15" D-27 35.00$ LF
Culvert, PVC, 18" D-28 41.00$ LF
Culvert, PVC, 24"D-29 56.00$ LF
Culvert, PVC, 30" D-30 78.00$ LF
Culvert, PVC, 36" D-31 130.00$ LF
Culvert, CMP, 8"D-32 19.00$ LF
Culvert, CMP, 12"D-33 29.00$ LF
SUBTOTAL THIS PAGE:1,747.00 1,550.00
(B)(C)(D)(E)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
Quantity Remaining
(Bond Reduction)
(B)(C)
Page 7 of 14
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
Quantity Remaining
(Bond Reduction)
(B)(C)
DRAINAGE (Continued)
Culvert, CMP, 15"D-34 35.00$ LF
Culvert, CMP, 18"D-35 41.00$ LF
Culvert, CMP, 24"D-36 56.00$ LF
Culvert, CMP, 30"D-37 78.00$ LF
Culvert, CMP, 36"D-38 130.00$ LF
Culvert, CMP, 48"D-39 190.00$ LF
Culvert, CMP, 60"D-40 270.00$ LF
Culvert, CMP, 72"D-41 350.00$ LF
Culvert, Concrete, 8"D-42 42.00$ LF
Culvert, Concrete, 12"D-43 48.00$ LF
Culvert, Concrete, 15"D-44 78.00$ LF
Culvert, Concrete, 18"D-45 48.00$ LF
Culvert, Concrete, 24"D-46 78.00$ LF
Culvert, Concrete, 30"D-47 125.00$ LF
Culvert, Concrete, 36"D-48 150.00$ LF
Culvert, Concrete, 42"D-49 175.00$ LF
Culvert, Concrete, 48"D-50 205.00$ LF
Culvert, CPE Triple Wall, 6" D-51 14.00$ LF
Culvert, CPE Triple Wall, 8" D-52 16.00$ LF
Culvert, CPE Triple Wall, 12" D-53 24.00$ LF
Culvert, CPE Triple Wall, 15" D-54 35.00$ LF
Culvert, CPE Triple Wall, 18" D-55 41.00$ LF
Culvert, CPE Triple Wall, 24" D-56 56.00$ LF
Culvert, CPE Triple Wall, 30" D-57 78.00$ LF
Culvert, CPE Triple Wall, 36" D-58 130.00$ LF
Culvert, LCPE, 6"D-59 60.00$ LF
Culvert, LCPE, 8"D-60 72.00$ LF
Culvert, LCPE, 12"D-61 84.00$ LF
Culvert, LCPE, 15"D-62 96.00$ LF
Culvert, LCPE, 18"D-63 108.00$ LF
Culvert, LCPE, 24"D-64 120.00$ LF
Culvert, LCPE, 30"D-65 132.00$ LF
Culvert, LCPE, 36"D-66 144.00$ LF
Culvert, LCPE, 48"D-67 156.00$ LF
Culvert, LCPE, 54"D-68 168.00$ LF
SUBTOTAL THIS PAGE:
(B)(C)(D)(E)
Page 8 of 14
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
Quantity Remaining
(Bond Reduction)
(B)(C)
DRAINAGE (Continued)
Culvert, LCPE, 60"D-69 180.00$ LF
Culvert, LCPE, 72"D-70 192.00$ LF
Culvert, HDPE, 6"D-71 42.00$ LF
Culvert, HDPE, 8"D-72 42.00$ LF
Culvert, HDPE, 12"D-73 74.00$ LF
Culvert, HDPE, 15"D-74 106.00$ LF
Culvert, HDPE, 18"D-75 138.00$ LF
Culvert, HDPE, 24"D-76 221.00$ LF
Culvert, HDPE, 30"D-77 276.00$ LF
Culvert, HDPE, 36"D-78 331.00$ LF
Culvert, HDPE, 48"D-79 386.00$ LF
Culvert, HDPE, 54"D-80 441.00$ LF
Culvert, HDPE, 60"D-81 496.00$ LF
Culvert, HDPE, 72"D-82 551.00$ LF
Pipe, Polypropylene, 6"D-83 84.00$ LF
Pipe, Polypropylene, 8"D-84 89.00$ LF
Pipe, Polypropylene, 12"D-85 95.00$ LF
Pipe, Polypropylene, 15"D-86 100.00$ LF
Pipe, Polypropylene, 18"D-87 106.00$ LF
Pipe, Polypropylene, 24"D-88 111.00$ LF
Pipe, Polypropylene, 30"D-89 119.00$ LF
Pipe, Polypropylene, 36"D-90 154.00$ LF
Pipe, Polypropylene, 48"D-91 226.00$ LF
Pipe, Polypropylene, 54"D-92 332.00$ LF
Pipe, Polypropylene, 60"D-93 439.00$ LF
Pipe, Polypropylene, 72"D-94 545.00$ LF
Culvert, DI, 6"D-95 61.00$ LF
Culvert, DI, 8"D-96 84.00$ LF
Culvert, DI, 12"D-97 106.00$ LF
Culvert, DI, 15"D-98 129.00$ LF
Culvert, DI, 18"D-99 152.00$ LF
Culvert, DI, 24"D-100 175.00$ LF
Culvert, DI, 30"D-101 198.00$ LF
Culvert, DI, 36"D-102 220.00$ LF
Culvert, DI, 48"D-103 243.00$ LF
Culvert, DI, 54"D-104 266.00$ LF
Culvert, DI, 60"D-105 289.00$ LF
Culvert, DI, 72"D-106 311.00$ LF
SUBTOTAL THIS PAGE:
(B)(C)(D)(E)
Page 9 of 14
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
Quantity Remaining
(Bond Reduction)
(B)(C)
Specialty Drainage Items
Ditching SD-1 9.50$ CY
Flow Dispersal Trench (1,436 base+)SD-3 28.00$ LF
French Drain (3' depth)SD-4 26.00$ LF
Geotextile, laid in trench, polypropylene SD-5 3.00$ SY
Mid-tank Access Riser, 48" dia, 6' deep SD-6 2,000.00$ Each
Pond Overflow Spillway SD-7 16.00$ SY
Restrictor/Oil Separator, 12"SD-8 1,150.00$ Each
Restrictor/Oil Separator, 15"SD-9 1,350.00$ Each
Restrictor/Oil Separator, 18"SD-10 1,700.00$ Each
Riprap, placed SD-11 42.00$ CY
Tank End Reducer (36" diameter)SD-12 1,200.00$ Each
Infiltration pond testing SD-13 125.00$ HR
Permeable Pavement SD-14
Permeable Concrete Sidewalk SD-15
Culvert, Box __ ft x __ ft SD-16
SUBTOTAL SPECIALTY DRAINAGE ITEMS:
(B)(C)(D)(E)
STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)
Detention Pond SF-1 Each
Detention Tank SF-2 Each
Detention Vault SF-3 Each
Infiltration Pond SF-4 Each
Infiltration Tank SF-5 Each
Infiltration Vault SF-6 Each
Infiltration Trenches SF-7 Each
Basic Biofiltration Swale SF-8 Each
Wet Biofiltration Swale SF-9 Each
Wetpond SF-10 Each
Wetvault SF-11 Each
Sand Filter SF-12 Each
Sand Filter Vault SF-13 Each
Linear Sand Filter SF-14 Each
Proprietary Facility SF-15 Each
Bioretention Facility SF-16 Each
SUBTOTAL STORMWATER FACILITIES:
(B)(C)(D)(E)
Page 10 of 14
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR DRAINAGE AND STORMWATER FACILITIES
Quantity Remaining
(Bond Reduction)
(B)(C)
WRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)
WI-1
WI-2
WI-3
WI-4
WI-5
WI-6
WI-7
WI-8
WI-9
WI-10
WI-11
WI-12
WI-13
WI-14
WI-15
SUBTOTAL WRITE-IN ITEMS:
DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:1,747.00 1,550.00
SALES TAX @ 10%174.70 155.00
DRAINAGE AND STORMWATER FACILITIES TOTAL:1,921.70 1,705.00
(B)(C)(D)(E)
Page 11 of 14
Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Connection to Existing Watermain W-1 2,000.00$ Each 1 2,000.00
Ductile Iron Watermain, CL 52, 4 Inch Diameter W-2 50.00$ LF
Ductile Iron Watermain, CL 52, 6 Inch Diameter W-3 56.00$ LF
Ductile Iron Watermain, CL 52, 8 Inch Diameter W-4 60.00$ LF
Ductile Iron Watermain, CL 52, 10 Inch Diameter W-5 70.00$ LF
Ductile Iron Watermain, CL 52, 12 Inch Diameter W-6 80.00$ LF
Gate Valve, 4 inch Diameter W-7 500.00$ Each
Gate Valve, 6 inch Diameter W-8 700.00$ Each
Gate Valve, 8 Inch Diameter W-9 800.00$ Each
Gate Valve, 10 Inch Diameter W-10 1,000.00$ Each
Gate Valve, 12 Inch Diameter W-11 1,200.00$ Each
Fire Hydrant Assembly W-12 4,000.00$ Each
Permanent Blow-Off Assembly W-13 1,800.00$ Each
Air-Vac Assembly, 2-Inch Diameter W-14 2,000.00$ Each
Air-Vac Assembly, 1-Inch Diameter W-15 1,500.00$ Each
Compound Meter Assembly 3-inch Diameter W-16 8,000.00$ Each
Compound Meter Assembly 4-inch Diameter W-17 9,000.00$ Each
Compound Meter Assembly 6-inch Diameter W-18 10,000.00$ Each
Pressure Reducing Valve Station 8-inch to 10-inch W-19 20,000.00$ Each
WATER SUBTOTAL:2,000.00
SALES TAX @ 10%200.00
WATER TOTAL:2,200.00
(B)(C)(D)(E)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR WATER
Quantity Remaining
(Bond Reduction)
(B)(C)
Page 12 of 14
Ref 8-H Bond Quantity Worksheet SECTION II.d WATER
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
CED Permit #:
Existing Future Public Private
Right-of-Way Improvements Improvements
(D) (E)
Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost
Clean Outs SS-1 1,000.00$ Each
Grease Interceptor, 500 gallon SS-2 8,000.00$ Each
Grease Interceptor, 1000 gallon SS-3 10,000.00$ Each
Grease Interceptor, 1500 gallon SS-4 15,000.00$ Each
Side Sewer Pipe, PVC. 4 Inch Diameter SS-5 80.00$ LF
Side Sewer Pipe, PVC. 6 Inch Diameter SS-6 95.00$ LF 10 950.00
Sewer Pipe, PVC, 8 inch Diameter SS-7 105.00$ LF
Sewer Pipe, PVC, 12 Inch Diameter SS-8 120.00$ LF
Sewer Pipe, DI, 8 inch Diameter SS-9 115.00$ LF
Sewer Pipe, DI, 12 Inch Diameter SS-10 130.00$ LF
Manhole, 48 Inch Diameter SS-11 6,000.00$ Each
Manhole, 54 Inch Diameter SS-13 6,500.00$ Each
Manhole, 60 Inch Diameter SS-15 7,500.00$ Each
Manhole, 72 Inch Diameter SS-17 8,500.00$ Each
Manhole, 96 Inch Diameter SS-19 14,000.00$ Each
Pipe, C-900, 12 Inch Diameter SS-21 180.00$ LF
Outside Drop SS-24 1,500.00$ LS
Inside Drop SS-25 1,000.00$ LS
Sewer Pipe, PVC, _10 Inch Diameter SS-26 115.00$ LF
Lift Station (Entire System)SS-27 LS
SANITARY SEWER SUBTOTAL:950.00
SALES TAX @ 10%95.00
SANITARY SEWER TOTAL:1,045.00
(B)(C)(D)(E)
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
FOR SANITARY SEWER
Quantity Remaining
(Bond Reduction)
(B)(C)
Page 13 of 14
Ref 8-H Bond Quantity Worksheet SECTION II.e SANITARY SEWER
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E
Planning Division |1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200
Date:
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)4,840.22$
Future Public Improvements Subtotal (c)-$
Stormwater & Drainage Facilities (Public & Private) Subtotal (d)(d)3,626.70$
(e)
(f)
Site Restoration
Civil Construction Permit
Maintenance Bond 1,693.38$
Bond Reduction 2
Construction Permit Bond Amount 3
Minimum Bond Amount is $10,000.00
1 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.
2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% will
cover all remaining items to be constructed.
3 Required Bond Amounts are subject to review and modification by Development Engineering.
* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.
** Note: All prices include labor, equipment, materials, overhead and profit.
(425) 827-3063
yoshio.piediscalzi@drstrong.com
Rogolo Townhomes
PRE19-000224
82 Williams Avenue S. Renton, WA
145750-0025
FOR APPROVAL
620 7th Avenue, Kirkland, WA 98033
20,502.57$
P
(a) x 100%
SITE IMPROVEMENT BOND QUANTITY WORKSHEET
BOND CALCULATIONS
7/6/2020
Yoshio L. Piediscalzi
53232
DR Strong Consulting Engineers
R
((b x 150%) + (d x 100%))
S
(e) x 150% + (f) x 100%
Bond Reduction: Existing Right-of-Way Improvements (Quantity
Remaining)2
Bond Reduction: Stormwater & Drainage Facilities (Quantity
Remaining)2
T
(P +R - S)
Prepared by:Project Information
CONSTRUCTION BOND AMOUNT */**
(prior to permit issuance)
EST1
((b) + (c) + (d)) x 20%
-$
MAINTENANCE BOND */**
(after final acceptance of construction)
9,615.54$
4,840.22$
10,887.03$
9,615.54$
-$
3,626.70$
-$
Page 14 of 14
Ref 8-H Bond Quantity Worksheet SECTION III. BOND WORKSHEET
Unit Prices Updated: 06/14/2016
Version: 04/26/2017
Printed 7/14/2020
DocuSign Envelope ID: 7AA8C5B2-956E-4E15-93A2-9CB8F148EB1E