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Technical Information Report
ROPPE SINGLE FAMILY RESIDENCE
Renton, Washington – King County
Parcel # 1423059097
14005 160TH Ave. SE
For: Vicki Roppe
July 21, 2020
Revised: October 05, 2020
Revised: January 07, 2021
Revised: April 13, 2022
Revised: July 06, 2022
Prepared by: Dean A. Furr, P.E.
FES Project #20053
07/06/2022
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1.0 PROJECT OVERVIEW ..................................................................................................... 1
TECHNICAL INFORMATION REPORT WORKSHEET ............................................................. 2
2.0 CONDITIONS AND REQUIREMENTS SUMMARY .......................................................... 8
Analysis of the Nine Core Requirements .......................................................................... 8
Analysis of the Five Special Requirements .....................................................................10
3.0 OFF-SITE ANALYSIS ......................................................................................................11
Define and Map Study Area ............................................................................................11
Resource Review ............................................................................................................13
Lower Cedar River Basin ................................................................................................13
No mapped floodplains exist on site. ...............................................................................13
Drainage Complaints ......................................................................................................15
Field Inspection ...............................................................................................................21
Drainage System Description and Problem Description ..................................................21
4.0 STORMWATER ANALYSIS AND DESIGN .....................................................................24
Existing Site Hydrology ...................................................................................................24
Developed Site Hydrology...............................................................................................25
Small Lot BMP Evaluation...............................................................................................26
Water Quality ..................................................................................................................27
Flood Plain ......................................................................................................................27
Existing Conditions Exhibit ....................................................................................................28
Developed Conditions Exhibit ...............................................................................................29
5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN.......................................................35
6.0 SPECIAL REPORTS AND STUDIES ...............................................................................36
7.0 OTHER PERMITS ............................................................................................................37
8.0 ESC ANALYSIS AND DESIGN ........................................................................................38
9.0 BOND QUANTITIES ........................................................................................................39
10.0 OPERATIONS AND MAINTENANCE MANUAL ..............................................................55
Page 1
1.0 PROJECT OVERVIEW
The Roppe Single Family Residence project is in Renton, Washington. The site is bound
by rural residential homes to the west, north and south and 106th Ave SE to the east. More
generally, the site is located within the SW 1/4 of the SE ¼, Section 14, Township 23 North
Range 5 East WM. The project area consists of a single parcel #1423059097, 14005 160TH
Ave. SE and approximately 0.5ac in size. The site takes access from an existing driveway
along the south property line to 160th Ave SE. The site can be characterized as sloping to
the southeast and is covered with grass and some trees, typical of rural/urban
landscaping. Stormwater runoff flows to the southeast and enters the existing drainage
system within the street.
Per the Geotechnical Evaluation performed by NGA, Inc., the site is underlain by 3 feet of
undocumented fill. Underlying the fill is native glacial till. A pit test was performed on 4ft x
3ft x 45ft deep infiltration pit. The infiltration test was performed in accordance with the
2017 City of Renton Surface Design Manual. Due to the perched groundwater and dense
nature of the underlying glacial till, the geotechnical opinion is that “infiltration within the
site is not feasible”, see page 10 of the report.
The proposal is to construct a Single Family Residence, includes off-site frontage
improvements (curb, gutter and sidewalk and driveway cut), landscaping and associated
utilities. The existing on-site paved driveway will remain. The project on-off site plans on
disturbing approximately 14,327sf and 6,352sf of new+replaced impervious surface.
The project is required to utilize on-site stormwater management techniques to the
maximum extent feasible. The parcel is under 22,000sf and is considered “Small Lot” per
Appendix C, Forested land cover over Group C soil. The facility will be sized to Flow
Control Duration Standard – Matching Forested Conditions using WWHM 2012. The
project stormwater discharge will be analyzed and mitigated in accordance with the 2017
City of Renton Surface Water Design Manual (CoRSWDM).
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TECHNICAL INFORMATION REPORT WORKSHEET
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Page 8
2.0 CONDITIONS AND REQUIREMENTS SUMMARY
Hearing Examiners TBD
Analysis of the Nine Core Requirements
Core Requirement #1: Discharge at the Natural Location
The intent of this requirement is to “prevent adverse impacts to downstream properties
caused by diversion of flow from one flowpath to another, and to discharge in a manner
that does not significantly impact downhill properties or drainage systems.”
The existing site drains east into the existing drainage system along 160th Ave SE. The
proposed discharge will maintain the same natural drainage pattern.
Core Requirement #2: Off-Site Analysis
The intent of this requirement is to identify and evaluate off-site flooding and erosion
problems that may be created or aggravated by the proposed project and to ensure
appropriate measures are provided for preventing creation or aggravation of those
problems.
A complete off-site analysis is located in Section 2 of this report
Core Requirement #3: Flow Control
The intent is to ensure the minimum level of control needed to protect downstream
properties and resources from increases in peak, duration, and volume of runoff
generated by new development.
Basic Exemption:
1. Less than 5,000sf of new plus replaced impervious surface AND
2. Less than ¾ acres of new pervious surface will be added
The project must COMPLY with CR#3 because the 5,841sf impervious surface is
greater than 5,000sf.
Conservation Flow Control is waived for any Threshold Discharge Area in which there is
no more than 0.15cfs difference (WWHM 15min) modeling.
100yr Exist. flow = 0.0498cfs (15min)
100yr Dev. flow = 0.1536cfs (15min)
The difference is 0.1038cfs; therefore, Conservation Flow Control is not required.
Core Requirement #4: Conveyance System
The intent of this requirement is to ensure proper design and construction of engineered
conveyance system elements.
The conveyance system will be designed to convey the 25-yr and 100yr storm events.
See Section 5.0 of this report.
Page 9
Core Requirement #5: Erosion and Sediment Control
The intent of this requirement is to prevent the transport of sediment and other impacts,
such as increased runoff, related to land disturbing activities.
A temporary Erosion and Sedimentation Control (TESC) Plan has been prepared as part
of the Civil Plan Set. The TESC Plan will identify BMPs that will aid in controlling the
transport of sediment and turbid stormwater to downstream surface waters and adjacent
properties in accordance with all the applicable standards of the CoRSWDM and the
Department of Ecology Stormwater Management Manual.
Core Requirement #6: Maintenance and Operations
The intent is to ensure that the maintenance responsibility for drainage facilities is clearly
assigned and that these facilities will be properly maintained and operated in perpetuity.
Operations and Maintenance instructions are included in Section 10.0.
Core Requirement #7: Financial Guarantees and Liability
This requirement is intended to ensure financial guarantees are posted to sufficiently
cover the cost of correcting, if necessary, incomplete or substandard drainage facility
construction work, and to warrant for two years the satisfactory performance and
maintenance of those newly-constructed drainage facilities to be assumed by PRIVATE
OWNERSHIP for maintenance and operation.
Applicable guarantees will be provided for the project as required by the City of Renton.
Core Requirement #8: Water Quality
The intent of the water quality requirement is "to require an efficient, cost-effective level
of water quality treatment tailored to the sensitivities and resource protection needs of
the downstream receiving water to which the project site drains." and "Core Requirement
No. 8 requires that water quality treatment facilities be provided to remove pollutants
from runoff discharging from the project site."
Basic Exemption:
1. Less than 5,000sf of new plus replaced PGIS AND
2. Less than ¾ acres of new PGPS will be added
The project is EXEMPT from CR#8 because the project proposes to add 690sf PGIS.
See Section 4.4 of this report.
Core Requirement #9: Flow Control BMPs
The intent of the flow control BMPs is to provide mitigation of hydrologic impacts that are
not possible/practical to mitigate with a flow control facility. Flow control BMPs seek to
reduce runoff volumes and flashiness and increase groundwater recharge by reducing
imperviousness and making use of the pervious portions of the development sites to
maximize infiltration and retention of stormwater onsite. The goal is to apply flow control
BMPs to new impervious and pervious surfaces, replaced impervious surfaces, and
existing impervious surfaces added since January 8, 2001 to the maximum extent
feasible without causing flooding or erosion impacts.
Page 10
The proposed project lot is 21,785sf and will therefore utilize “Small Lot” BMP. See
Section 4.0 of this report.
The project site soils are not conducive to infiltration.
Analysis of the Five Special Requirements
Special Requirement No. 1: Other Adopted Area-Specific Requirement
The following is a list of other possible adopted area-specific requirements according to
the CoRSWDM:
Critical Drainage Areas: This development is not located within a critical drainage
area.
Master Drainage Plan: There are no special requirements for the existing storm
drainage system associated with this project.
Salmon Conservation Plan: A Salmon Conservation Plan does not apply to this
development.
Lake Management Plan: This development is not located with a Lake Management
Plan.
Shared Facility Drainage Plan: The project does not propose to connect to a
shared detention facility system or create a shared facility. This plan does not apply.
Special Requirement No. 2: Flood Hazard Area Delineation
Review of the FEMA Flood Map shows the site is outside of the 100 year floodplain.
Special Requirement No. 3: Flood Protection Facilities
Special Requirement No. 3 does not apply to the proposed site because the site
does not meet either of the conditions set forward in the CoRSWDM:
o Contains or is adjacent to a Class 1 or 2 stream that has an existing flood
protection facility (such as a levee, revetment, or berm).
o Proposed to construct a new or to modify an existing flood protection
facility.
The design of the site will not affect any existing flood protection facilities.
Special Requirement No. 4: Source Control
Special Requirement No. 4 will be met through a variety of on-site source control BMPs.
This includes the good housekeeping practices and maintenance.
Special Requirement No. 5: Oil Control
The proposed building/site is not classified as a high-use site as defined in the
CoRSWDM.
Special Requirement No. 6: Aquifer Protection Area (APA)
Special Requirement #6 is not applicable because the project site is not located
within an APA.
Page 11
3.0 OFF-SITE ANALYSIS
Define and Map Study Area
The offsite Analysis was prepared in accordance with Core Requirement #2, of the 2017
City of Renton Surface Water Design Manual (Manual). The site is located at 14005 160TH
Ave. SE, Renton. Bound to the south, west and north by single family residences and the
east by 160th Ave. SE. The site is covered with landscaping, typical for urban development.
The project is located on the east side of ridge located along the west property line. The
project slopes to the southeast at 3% slope. There is insignificant runon from the west or
north.
See Figure 1 and Figure 2 for maps of the study area.
Figure 1: King County vicinity map.
Page 12
Figure 2: King County iMap topography.
Page 13
Resource Review
Adopted Basin Plans:
Lower Cedar River Basin
Floodplan/Floodway (FEMA) Map
No mapped floodplains exist on site.
Other Offsite Analysis Report:
As part of the research, we have reviewed the Downstream Drainage Analysis for the
Mindy’s Place Developed on the east side of the 160th.
Sensitive Areas Folio Maps
Review of the Environmentally Sensitive Areas Maps on King County’s IMAP website
and other Reports
o A Potential landslide hazard area (2016) is NOT on or adjacent to a the project
o A Potential landslide hazard area 50-foot buffer (2016) is NOT on, adjacent or
downstream of the project
o A Landslide hazard (1990) is NOT on, adjacent or downstream of the project
o A Potential steep slope hazard area (2016) is NOT on, adjacent or downstream of
the project
o A LOW Basin Condition (2005 CAO) IS located within the project
o A Shoreline condition (2005 CAO) is NOT on, adjacent or downstream of the
project
o A Erosion hazard (1990 SAO) is NOT on, adjacent or downstream of the project
o A Seismic hazard (1990 SAO) is NOT on, adjacent or downstream of the project
o A Coal mine hazard (1990 SAO) is NOT on, adjacent or downstream of the project
o A Stream (1990 SAO) is NOT on or adjacent to the project.
o The project is NOT on or adjacent to a Wetland (1990 SAO).
o The project is NOT on or adjacent to properties that have Sensitive area notice on
title.
o A Chinook distribution is NOT on, adjacent or downstream of the project
o A Wildlife network is NOT on, adjacent or downstream of the project
o A Channel migration hazard area is NOT on, adjacent or downstream of the project
Groundwater
o A Groundwater source IS located adjacent to the project.
Page 14
o
Well Detail
Well ID S_472836122073701
Location Name OUIMET
Well Type Well
Well Depth (ft) 32
Surface Elevation (ft) 390
X Coord (WAN-SPF) 1320522.5
Y Coord (WAN-SPF) 176564.015625
Has Water Level Data? No
Has Water Quality Data? No
Local Number 23N/05E-14Q01
Ecology Well Tag Unknown
Parcel Number
GWMA Code Other
Basin Lower Cedar River
CARA Area None
City King County
o A Groundwater quality sampling site is NOT on, adjacent or downstream of the
project
o The project is NOT within the King County Groundwater management area
o The project IS located on, adjacent or downstream of a LOW Area susceptible to
groundwater contamination
o The project is NOT within A Critical aquifer recharge area.
o The project is NOT within a Sole source aquifer.
Page 15
o A Wellhead protection area (one year) is NOT on, adjacent or downstream of the
project
o A Wellhead protection area (five year) is NOT on, adjacent or downstream of the
project
o The project IS within a Wellhead protection area (ten year).
o The project IS within the King County Water District 90 Water District.
Drainage Complaints
Review of IMAP shows there are several drainage complaints on and downstream of the
project site. It appears that all of the complaints have been closed.
Figure 1: Downstream Drainage Map\Drainage complaints
The drainage complaints listed below begin with the project parcel and continue in order
of downstream drainage path and terminates a ¼ mile downstream.
Page 16
Parcel: 1457500105
Drainage
complaints Drainage
complaints
Complaint
number 2002-0766 Complaint number 1997-0423
Complaint type C Complaint type CL
Date received Date received
Problem DTA Problem FLDG
Date closed 12/25/2002 Date closed 12/17/1997
Address 14028 160TH AVE SE Address 14028 160TH AVE SE
Parcel 1457500105 Parcel 1457500105
Comments
COMPLAINANT
REQUESTED
TECHNICAL
ASSISTANCE TO
RESOLVE HISTORIC
FLOODING
PROBLEM. INFOR
PROVIDED AND
WILL SEND TO
ROADS FOR THEIR
REVIEW
Comments
ROADSIDE DITCH
OVERFLOW-160TH
AVE SE
Tracker ID 27594 Tracker ID 22021
Complaint
number 1997-0203 Complaint number 2001-0344
Complaint type C Complaint type WQC
Date received Date received
Problem FLDG Problem WQO
Date closed 2/10/1997 Date closed 6/21/2001
Address 14028 160TH AVE SE Address 13644 160TH AVE SE
Parcel 1457500105 Parcel 1457500090
Comments
OVERFLOW FROM
D/W CULV IMPACT
PVT PROP
Comments
IRON OXIDE
DISCHARGE FROM
PIPE OUTLET
Tracker ID 21791 Tracker ID 25868
Complaint
number 1982-0520 Complaint number 2000-0322
Complaint type C Complaint type WQC
Page 17
Date received Date received
Problem FLDG Problem WQI
Date closed 2/24/1982 Date closed 5/25/2000
Address 13612 160TH AVE SE Address 13612 160TH AVE SE
Parcel 1457500085 Parcel 1457500085
Comments
Comments
APPARENT IRON
OXIDE BACTERIA IN
DISCHARGE FROM
PIIPE. SOURCE OF
FLOW TO PIPE NOT
IDENTIFIED
Tracker ID 3578 Tracker ID 2160
Parcel: 5547540080
Drainage
complaints
Drainage
complaints
Complaint
number 2000-0322 Complaint number 1982-0520
Complaint type WQC Complaint type C
Date received Date received
Problem WQI Problem FLDG
Date closed 5/25/2000 Date closed 2/24/1982
Address 13612 160TH AVE SE Address 13612 160TH AVE SE
Parcel 1457500085 Parcel 1457500085
Comments
APPARENT IRON
OXIDE BACTERIA IN DISCHARGE FROM
PIIPE. SOURCE OF
FLOW TO PIPE NOT
IDENTIFIED
Comments
Tracker ID 2160 Tracker ID 3578
Complaint
number 2001-0344
Complaint type WQC
Date received
Problem WQO
Date closed 6/21/2001
Address 13644 160TH AVE SE
Parcel 1457500090
Comments
IRON OXIDE
DISCHARGE FROM
PIPE OUTLET
Page 18
Tracker ID 25868
Parcel: 1457500115
Drainage
complaints Complaint number 2000-0322
Complaint
number 2001-0344 Complaint type WQC
Complaint type WQC Date received
Date received Problem WQI
Problem WQO Date closed 5/25/2000
Date closed 6/21/2001 Address 13612 160TH AVE SE
Address 13644 160TH AVE SE Parcel 1457500085
Parcel 1457500090
Comments
APPARENT IRON
OXIDE BACTERIA IN
DISCHARGE FROM
PIIPE. SOURCE OF
FLOW TO PIPE NOT
IDENTIFIED
Comments
IRON OXIDE
DISCHARGE FROM
PIPE OUTLET
Tracker ID 2160
Tracker ID 25868
Complaint
number 1982-0520
Complaint type C
Date received
Problem FLDG
Date closed 2/24/1982
Address 13612 160TH AVE SE
Parcel 1457500085
Comments
Tracker ID 3578
Parcel: 1397510110
Drainage
complaints
Complaint
number 2018-0946 Complaint
type R Date
received
Page 19
Problem DTA
Date closed 8/29/2018
Address 15845 SE 143RD ST
Parcel 1397510110
Comments
RUNOFF FROM CUL-DE-SAC.
- TA PROVIDED FOR
IMPROVED
INFILTRATION/DISPERSION.
Tracker ID 43540
Parcel: 1472230200
Drainage
complaints
Drainage
complaints
Complaint
number 2009-0163 Complaint number 2009-0349
Complaint
type FI Complaint type FIR
Date
received Date received
Problem REM Problem REM
Date closed 2/18/2009 Date closed 7/8/2019
Address 16023 SE 144TH ST Address 16023 SE 144TH ST
Parcel 2323059044 Parcel 2323059044
Comments 18.6%.
Comments
STOPPED BY SITE ON
JUNE 23, 2009 AND
EXPLAINED TO BILL
SPIRY SPECIFICALLY
WHAT I NEEDED IN
ORDER TO CONSIDER
THIS SITE
RESIDENTIAL.
Tracker ID 33804 Tracker ID 33996
Complaint
number 2009-0349 Complaint
type FIH Date
received
Problem REM
Date closed 7/8/2019
Address 16023 SE 144TH ST
Parcel 2323059044
Page 20
Comments
STOPPED BY SITE ON JUNE
23, 2009 AND EXPLAINED
TO BILL SPIRY
SPECIFICALLY WHAT I
NEEDED IN ORDER TO
CONSIDER THIS SITE
RESIDENTIAL. Tracker ID 34326
Page 21
Field Inspection
Date: April 29, 2020
Time: 12:00pm
Weather Observation: mostly sunny, 58ºF, 3mph wind in a SSW direction
24-hour precipitation: 0.04 inches (wunderground website)
Monthly Precipitation: 1.7 inches (wunderground website)
Precipitation 10/1/19 to 4/1/20: 29.79 inches (wunderground website)
A field investigation was performed by Dean A. Furr, P.E. of Furr Engineering Services to
determine the existing upstream and downstream storm drainage patterns.
Drainage System Description and Problem Description
Upstream
There is no significant upstream drainage, because it the west edge of the site is on a
North to South ridge, where the ground slopes down to the south east.
Downstream
Stormwater sheet flows 52ft “A” and enters a CB “B” on the west side which is the
beginning of the existing drainage system within 160th Ave SE. Stormwater flows south
within a 12” pipe “C” for 60lf and enters a CB “D”. Stormwater flows through a 12” pipe
“E” for 62ft and enters a CB “F”. Stormwater continues to flow south through a 12” pipe
“G” for 75ft and discharges “H” into a vegetated ditch “I” and flows for 30ft. The
stormwater enters a 12” culvert inlet “J” and flows south through a 12” pipe “K” and
enters a CB “L”. The stormwater flows southeast under 160th Ave SE through a 12” pipe
“M” for 68ft and discharges through a culvert outlet “N”. Stormwater enters onto private
property and flows through a vegetated ditch “O” in a southeast direction for
approximately 955ft to the terminus of the quarter mile downstream.
See the exhibit and table in the following this pages.
4,538 378
Roppe SFR Downstream
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.
None
5/22/2020
Legend
2570129
THIS MAP IS NOT TO BE USED FOR NAVIGATION
Feet
Notes
257
WGS_1984_Web_Mercator_Auxiliary_Sphere
Information Technology - GIS
RentonMapSupport@Rentonwa.gov
City and County Labels
City and County Boundary
Addresses
Parcels
Network Structures
Access Riser
Inlet
Manhole
Utility Vault
Clean Out
Unknown
Control Structures
Pump Stations
Discharge Points
Water Quality
Detention Facilities
Pond
Tank
Vault
Bioswale
Wetland
Other
Stormwater Mains
Culverts
Open Drain
Facility Outlines
A
SITE
B
C
D
E
F
G
H
I J
K
L
M N
O
1/4MILE
Basin Lower Cedar River Subbasin Name:Subbasin Number: DrainageDrainage ComponentSlopeDistanceExisting PotentialObservations of field inspectorComponent Type, Descriptionfrom siteProblemsProblemsresource reviewer, or residentName, and SizedischargeType: sheet flow, swale,constrictions, under capacity, ponding, see mapstream, channel, pipe, drainage basin, vegetation, cover, %1/4 mi = 1,320 ftovertopping, flooding, habitat or organismtributary area, likelihood of problem, pond; Size: diameter,depth, type of sensitive area, volumedestruction, scouring, bank sloughing,overflow pathways, potential impacts.surface areasedimentation, incision, other erosionSITE DISCHARGE0'A sheet flow Asphalt 3.5% 52 none observed none observed Ditch is functioning as intendedB Catch Basin Catch Basin w/standard grate - 0 none none observed Grate is functioning as intendedC 12" Pipe 60LF betweein catch basins ? 112 none none No noticable obstructionsD Catch Basin Catch Basin w/standard grate - 0 none none Grate is functioning as intendedE 12" Pipe 62LF pipe between catch basins ? 174 none none No noticable obstructionsF Catch Basin Catch Basin w/standard grate - 0 none none Grate is functioning as intendedG 12" Pipe 75LF pipe discharge into ditch ? 249 none nonecouldn't lift the CB cover, assume the pipe is functioningH Culvert outlet 12" outlet into vegetated ditch - 0Pipe outlet is partially burriedrestricted flow excavate ditch to outlet IEI Ditch 30lf vegetated roadside ditch ? 280 none noneDitch is functioning as intended, but should be excavated to create a new flow line from outlet IEJ Culvert inlet Inlet to 12" pipe - 0 none debris blockage No noticable obstructionsK 12" Pipe 17LF pipe between ditch and cb ? 297 none none No noticable obstructionsL Catch Basin Catch Basin w/standard grate - 0 none none Grate is functioning as intendedM 12" Pipe68LF pipe between CB and outfall on east side of road? 365 none none No noticable obstructionsN Culvert outlet12" outlet into vegetated ditch onto privat property- 0 vegetated outlet restricted flow excavate ditch to outlet IEO Vegetated Channelchannel on private property - unable to inspect? 1320 nonedebris blockage, scouringchannel on private property - unable to inspectthe termination of the 1/4mi. (1,320ft)OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLESurface Water Design Manual, Core Requirement #2Symbol
Page 24
4.0 STORMWATER ANALYSIS AND DESIGN
The project is required to utilize on-site stormwater management techniques to the
maximum extent feasible. The parcel is under 22,000sf and is considered “Small Lot” per
Appendix C, Forested land cover over Group C soil. The facility will be sized to Flow
Control Duration Standard – Matching Forested Conditions using WWHM 2012. The
project stormwater discharge will be analyzed and mitigated in accordance with the 2017
City of Renton Surface Water Design Manual (CoRSWDM).
Existing Site Hydrology
The project area consists of a single parcel #1423059097, 14005 160TH Ave. SE and
approximately 0.5ac in size. The site takes access from an existing driveway along the
south property line to 160th Ave SE. The site can be characterized as sloping to the
southeast 3% and is covered with grass and some trees, typical of rural/urban
landscaping. Stormwater runoff enters the existing drainage system within the street.
Per the Geotechnical Evaluation performed by NGA, Inc., the site is underlain by 3 feet
of undocumented fill. Underlying the fill is native glacial till. A pit test was performed on
4ft x 3ft x 45ft deep infiltration pit. The infiltration test was performed in accordance with
the 2017 City of Renton Surface Design Manual. Due to the perched groundwater and
dense nature of the underlying glacial till, the geotechnical opinion is that “infiltration
within the site is not feasible”, see page 10 of the report, please see the Geotechnical
Report in Section 6.0.
See the following existing conditions area breakdown table and the Existing Conditions
Exhibit at the end of this section.
EXISTING CONDITIONS sf ac
PARCEL AREA 21,785.40 0.50
ON-SITE DISTURBED AREA 12,065 0.28
OFF-SITE DISTURBED AREA 2,262 0.05
ON-SITE sf ac
IMPERVIOUS 9,408 0.22
HOUSE(TBR) 3,270 0.08
GARAGE 519 0.01
CARPORT(TBR) 243 0.01
SHED 1 251 0.01
SHED 2(TBR) 191 0.00
SHED 3(TBR) 16 0.00
GAZEBO 101 0.00
EX. CIRCULAR DRIVE(TBR) 1,361 0.03
MAIN DRIVEWAY (SOUTH) 3,457 0.08
PERVIOUS (LS) 12,377 0.28
OFF-SITE sf ac
DRIVEWAY/PAVING 1,167 0.03 PGIS
PERVIOUS (LS) 1,095 0.03
Table 1: Existing Conditions area breakdown.
Page 25
DEVELOPED SITE HYDROLOGY
This project proposes to construct a Single Family Residence and includes frontage
improvements (curb, gutter and sidewalk and driveway cut). The existing ON-SITE paved
driveway will remain, and is not included in the following area breakdown.
TOTAL ON/OFF-SITE DEV sf ac
DISTURBED AREA 13,894 0.319
IMPERVIOUS 5,841 0.134 >5,000SF CR#3 REQ'D
HOUSE 4,126 0.095
SIDEWALK 918 0.021
DRIVEWAY 797 0.018 PGIS << 5,000SF
PERVIOUS (LS) 8,053 0.185 AMENDED SOIL MODELED AS PASTURE
Table 2: Lot area break down.
Frontage Improvements:
The project is required to widen 160th Ave. SE., which will require the existing drainage ditch at
the north east corner to be shortened; will install a new 54” Type 2 CB along the flow line inline of
the existing 24” SD; and will realign a new 24” SD pipe culvert. The reconstructed driveway will
add 690sf of impervious area. See Developed Conditions Exhibit at the end of this section.
The project requires frontage improvements. See the following OFF-SITE break down
table.
OFF-SITE DEVELOPMENT sf ac
DISTURBED AREA 2,262 0.05
IMPERVIOUS 1,287 0.030
DRIVEWAY/CG (PGIS) 690 0.016 PGIS << 5,000sf
SIDEWALK 597 0.014
PERVIOUS (LS) 975 0.022 AMENDED SOIL MODELED AS PASTURE
Table 3: Proposed Off-site area breakdown.
100-year Peak Runoff Exception
The facility requirement in Conservation Flow Control Areas is waived for a TDA in which there
is no more than a 0.15-cfs difference (when modeled using 15 min. time steps) between
predeveloped and mitigated, developed 100-yr peak flows.
FLOW
FREQUENCY
FLOW (CFS)
501 801
2 Year 0.0125 0.0673
5 Year 0.0206 0.0878
10 Year 0.0268 0.1023
25 Year 0.0354 0.1219
50 Year 0.0423 0.1374
100 Year 0.0498 0.1536 ∆ OF 0.1038CFS
Table 4: existing and developed runoff.
Page 26
The previous table shows a 0.1038cfs increase in runoff, which is less than 0.15cfs
increase threshold at which Flow Control IS NOT required. The developed runoff also
assumes that all pervious areas within the disturbed area will be treated with the Post
Construction Soil Amendment and is modeled as pasture.
Small Lot BMP Evaluation
This area will be analyzed against C.1.2.9.2.1 SMALL LOT BMP.
1. Full Dispersion: Full dispersion is not feasible because the impervious area
percentage is greater than 15% compared to the NGPA tract area as well as, the
sum of the impervious and pervious area is greater than 35%. Furthermore, the site
does not contain native vegetation.
2. Full Infiltration of Roof Runoff: The geotechnical opinion is that “traditional
stormwater infiltration within the site is not feasible;” see page 10 of geotechnical
report.
3. If Requirements of #1 and #2, above, are infeasible, then the site must be evaluated
per the following list:
a. Full Infiltration: The geotechnical opinion is that “traditional stormwater
infiltration within the site is not feasible;” see page 10 of geotechnical report.
b. Limited Infiltration: The geotechnical opinion is that “traditional stormwater
infiltration within the site is not feasible;” see page 10 of geotechnical report.
c. Rain Garden: The impermeable layer “Glacial Till” makes this BMP
infeasible. The geotechnical opinion is that “traditional stormwater infiltration
within the site is not feasible;” see page 10 of geotechnical report.
d. Bioretention: The impermeable layer “Glacial Till” makes this BMP
infeasible. The geotechnical opinion is that “traditional stormwater infiltration
within the site is not feasible;” see page 10 of the report.
e. Permeable Pavement: The impermeable layer “Glacial Till” makes this BMP
infeasible. The geotechnical opinion is that “traditional stormwater infiltration
within the site is not feasible;” see page 10 of geotechnical report.
4. If Requirements of #1, #2, and #3, above, are infeasible, then the site must be
evaluated per the Basic Dispersion List below.
a. Splash Block: This BMP will be used on a 700sf portion of the roof, as
shown on the developed conditions exhibit, which have a 50ft vegetated flow
path.
b. Rock Pad: This BMP will not be used, as a splash block is recommended.
c. Gravel-Filled Trench: This BMP will be used on 3,426 sf of roof area. The
vegetated flow path will be maintained for the 49ft dispersion trench. A 49ft
trench will be used, as 10lf of gravel dispersion trench can be used to treat
700sf of impervious area,.3,426sf/700sf = 49lf.
d. Sheet Flow: A small portion of the sidewalk will be mitigated by this BMP.
5. If Requirements of #1, #2, #3 and #4 above are infeasible, then the site must be
evaluated per the Basic Dispersion List below.
Page 27
N/A
6. Soil Amendment: Feasible. All disturbed pervious areas will be amended per KCC
16.82, either using post-construction standard OPTION 2, 3 OR 4.
Water Quality
This site includes less than 5,000sf of PGIS and is therefore not subject to Basic
Water Quality treatment.
Flood Plain
This property is outside of the 100-year flood Zone per review of the King County
Flood map.
BSBLBSBL
BSBLBSBLBSBLCARPORTTBR
SHED3TBRASPHALT TBRph 206.890.82914715 142nd Pl. SW #B,Edmonds, WA 9802640202010FEETSCALE:01 INCH = 20DAF07/06/202220053NEXISTING CONDITIONS DITCH ALONG 160th AVE SELEGENDEXISTING IMPERVIOUS SURFACE
RDRDRDRDRDRDRD
RDRD
RD RD
RD RDPROPOSEDHOUSEPROPOSED CONC.DRIVEWAYPORCHRDRDPORCHSIDEPORCHph 206.890.82914715 142nd Pl. SW #B,Edmonds, WA 9802640202010FEETSCALE:01 INCH = 20DAF07/06/202220053NDEVELOPED CONDITIONS NEW INLET INTO EXISTNGSTORM SYSTEMLANDSCAPNGWITH STREETTREES49LF DISPERSIONTRENCHYARD DRAIN50LF VEGETATED FLOW PATHSPLASH BLOCKNEW 24"SD PIPENEW 54" SDMHCONNECTED TO EXISTING24"SD PIPE3,426SF PORTION OF ROOF TO 47LF DISPERSION TRENCHLEGEND700SF OF NW CORNER TO SPLASH BLOCK25.0'VEGETATED FLOW PATH
Page 30
WWHM2012
PROJECT REPORT
___________________________________________________________________
Project Name: EX vs DEV
Site Name: Roppe SFR
Site Address:
City : Renton
Report Date: 4/20/2022
Gage : Seatac
Data Start : 1948/10/01
Data End : 2009/09/30
Precip Scale: 1.17
Version Date: 2019/09/13
Version : 4.2.17
___________________________________________________________________
Low Flow Threshold for POC 1 : 50 Percent of the 2 Year
___________________________________________________________________
High Flow Threshold for POC 1: 50 year
___________________________________________________________________
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use acre
C, Forest, Flat .32
Pervious Total 0.32
Impervious Land Use acre
Impervious Total 0
Basin Total 0.32
___________________________________________________________________
Element Flows To:
Surface Interflow Groundwater
___________________________________________________________________
MITIGATED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Page 31
Pervious Land Use acre
C, Pasture, Flat .185
Pervious Total 0.185
Impervious Land Use acre
ROOF TOPS FLAT 0.095
DRIVEWAYS FLAT 0.018
SIDEWALKS FLAT 0.021
Impervious Total 0.134
Basin Total 0.319
___________________________________________________________________
Element Flows To:
Surface Interflow Groundwater
___________________________________________________________________
___________________________________________________________________
ANALYSIS RESULTS
Stream Protection Duration
___________________________________________________________________
Predeveloped Landuse Totals for POC #1
Total Pervious Area:0.32
Total Impervious Area:0
___________________________________________________________________
Mitigated Landuse Totals for POC #1
Total Pervious Area:0.185
Total Impervious Area:0.134
___________________________________________________________________
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.012501
5 year 0.02061
10 year 0.026765
25 year 0.035368
50 year 0.042345
100 year 0.049788
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.067281
5 year 0.087766
10 year 0.102329
Page 32
25 year 0.12191
50 year 0.13738
100 year 0.15363
___________________________________________________________________
Stream Protection Duration
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1949 0.015 0.094
1950 0.018 0.085
1951 0.026 0.060
1952 0.009 0.044
1953 0.007 0.048
1954 0.011 0.055
1955 0.016 0.061
1956 0.013 0.059
1957 0.012 0.071
1958 0.012 0.054
1959 0.010 0.053
1960 0.020 0.066
1961 0.010 0.059
1962 0.007 0.049
1963 0.010 0.059
1964 0.012 0.053
1965 0.009 0.073
1966 0.008 0.047
1967 0.019 0.083
1968 0.011 0.089
1969 0.011 0.065
1970 0.009 0.064
1971 0.011 0.074
1972 0.020 0.084
1973 0.009 0.043
1974 0.010 0.070
1975 0.015 0.074
1976 0.011 0.056
1977 0.004 0.053
1978 0.009 0.066
1979 0.006 0.088
1980 0.028 0.104
1981 0.008 0.069
1982 0.019 0.102
1983 0.013 0.074
1984 0.008 0.049
1985 0.005 0.065
1986 0.021 0.063
1987 0.019 0.085
1988 0.008 0.051
1989 0.005 0.070
1990 0.054 0.162
1991 0.024 0.110
1992 0.010 0.050
1993 0.010 0.045
1994 0.004 0.045
1995 0.013 0.061
1996 0.031 0.079
Page 33
1997 0.024 0.068
1998 0.009 0.062
1999 0.033 0.128
2000 0.009 0.066
2001 0.002 0.067
2002 0.013 0.088
2003 0.018 0.078
2004 0.021 0.127
2005 0.014 0.060
2006 0.014 0.055
2007 0.040 0.141
2008 0.042 0.107
2009 0.019 0.079
___________________________________________________________________
Stream Protection Duration
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0.0535 0.1616
2 0.0421 0.1414
3 0.0396 0.1281
4 0.0333 0.1271
5 0.0305 0.1098
6 0.0280 0.1068
7 0.0257 0.1038
8 0.0241 0.1021
9 0.0241 0.0944
10 0.0209 0.0893
11 0.0206 0.0882
12 0.0200 0.0880
13 0.0196 0.0852
14 0.0194 0.0845
15 0.0192 0.0838
16 0.0190 0.0832
17 0.0189 0.0790
18 0.0179 0.0786
19 0.0178 0.0782
20 0.0162 0.0745
21 0.0153 0.0739
22 0.0149 0.0737
23 0.0140 0.0729
24 0.0136 0.0712
25 0.0133 0.0697
26 0.0132 0.0696
27 0.0130 0.0692
28 0.0130 0.0684
29 0.0122 0.0673
30 0.0121 0.0664
31 0.0119 0.0664
32 0.0114 0.0656
33 0.0111 0.0651
34 0.0107 0.0649
35 0.0106 0.0637
36 0.0105 0.0626
37 0.0104 0.0615
38 0.0103 0.0611
Page 34
39 0.0101 0.0607
40 0.0100 0.0605
41 0.0098 0.0596
42 0.0097 0.0594
43 0.0093 0.0589
44 0.0093 0.0588
45 0.0091 0.0564
46 0.0090 0.0553
47 0.0089 0.0550
48 0.0086 0.0544
49 0.0086 0.0530
50 0.0084 0.0528
51 0.0083 0.0527
52 0.0082 0.0513
53 0.0081 0.0503
54 0.0073 0.0495
55 0.0068 0.0486
56 0.0055 0.0475
57 0.0052 0.0473
58 0.0049 0.0446
59 0.0040 0.0445
60 0.0037 0.0438
61 0.0024 0.0434
___________________________________
________________________________
_____________________________________________________
The development has an increase in flow durations
from 1/2 Predeveloped 2 year flow to the 2 year flow
or more than a 10% increase from the 2 year to the 50
year flow.
The development has an increase in flow durations for
more than 50% of the flows for the range of the
duration analysis.
___________________________________________________________________
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0 acre-feet
On-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
Off-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
___________________________________________________________________
LID Report
LID Technique Used for Total Volume Volume Infiltration Cumulative Percent
Water Quality Percent Comment
Treatment? Needs Through Volume Volume Volume
Water Quality
Treatment Facility (ac-ft.) Infiltration
Infiltrated Treated
(ac-ft) (ac-ft) Credit
Total Volume Infiltrated 0.00 0.00 0.00 0.00
0.00 0% No Treat. Credit
Compliance with LID Standard 8
Duration Analysis Result = Failed
____________________________________________________________
Perlnd and Implnd Changes
No changes have been made. ___________________
Page 35
5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
This project proposes to use on-site, prescriptive BMPs that do not need conveyance
analysis.
This project proposes to install a new 24” CPEP culvert at the end of the existing ditch
along 160th Ave SE, which will connect to a 54” SDMH along the flow line of the new
curb line. The Mindys Place development across the street was required to upgrade the
storm system for the discharge of the ditch. Review of the Mindys Place analysis of the
upstream flow (see following sheet) determined that the 100-year developed flow is
approximately 20.16cfs. This project also proposes to install a 24” CPEP, N12 at a slope
of 3.20% to the proposed 54” SDMH, which will connect to the existing 24” CPEP
system within 160th Ave SE.
Using Mannings equation:
Mannings equation inputs:
D (in): 24
D (ft): 2.000
S (ft/ft): 0.0320
n: 0.012
R (ft): 0.500
R (ft): 0.500 For the 24” pipe, Qfull (100% pipe capacity) = 43.96cfs. Q60% (60% pipe capacity) =
26.38cfs. Both are greater than 20.16cfs; therefore, the proposed pipe has capacity.
Figure 1: Upstream Analysis along 160th Ave SE, by DMP, Inc. dated 9/18/2015
Page 36
6.0 SPECIAL REPORTS AND STUDIES
Geotechnical Engineering Evaluation, by NGA, Inc. Roppe Residence Development,
dated March 9, 2020.
Page 37
7.0 OTHER PERMITS
The following permits and/or approvals are thought to be required as part of this project:
• Clearing and Grading Permit
• Right-Of-Way use Permit
• Land Use Permit
Page 38
8.0 ESC ANALYSIS AND DESIGN
TESC measures are put into place to prevent sediment from leaving the site. The site is
generally flat. The proposed TESC plan will include, but not be limited to, the following
guidelines set in the 2016 CoRSWDM in order to comply with Core Requirement No. 5.
A SWPPP will be provided at Final Approval
1. Clearing Limits – Clearing limits specify the boundary of the work to be done.
Clearing are defined on the TESC plans and will be flagged in the field.
2. Cover Measures – Cover measures are involved (typically) with the means to
control erosion of exposed soil and are specified on the TESC plans.
3. Perimeter Protection – Perimeter protection keeps site sediment from leaving the
construction site. This type of protection typically involves a silt fence. The silt
fence and clearing limits are shown on the TESC plans.
4. Traffic Area Stabilization – Traffic area stabilization is addressed by a stabilized
construction entrance.
5. Sediment Retention – Retention will be established by silt fences around the
perimeter and catch basin inserts that will control of the on-site sediment-laden
water.
6. Surface Water Collection – An interceptor ditch with check dams is shown in the
plans and will be implemented in the field if necessary.
7. Dewatering Control – Any water from dewatering shall be filtered or contained so
sediment can filter out prior to discharge downstream.
8. Dust Control – Dust control will be provided by sprinkling.
9. Wet Season Construction – Construction will be conducted according to the
jurisdiction’s standards during the wet season.
10. Construction Within Sensitive Areas and Buffers - Any construction within the
wetland buffer will be subject to sensitive areas restrictions and is contained in the
TESC notes.
11. Maintenance – Maintenance requirements are detailed in the TESC notes within
the engineering plans.
12. Final Stabilization – Upon completion of the project, all disturbed areas will be
stabilized and Best Management Practices removed.
Page 39
9.0 BOND QUANTITIES
See the following Bond Quantities Worksheets
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$ Each271.00Crushed 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$ LF257385.50Fence, 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$ SY Interceptor 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$ SY Mulch, 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$ SY1560.00Rip 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$ SY Sodding, 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$ HR Water truck, dust controlESC-31SWDM 5.4.7140.00$ HR UnitReference #PriceUnitQuantity Cost EROSION/SEDIMENT SUBTOTAL:2,316.50SALES TAX @ 10%231.65EROSION/SEDIMENT TOTAL:2,548.15(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 2/19/2021
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$ CYClear/Remove Brush, by hand (SY)GI-31.00$ SYBollards - fixedGI-4240.74$ EachBollards - removableGI-5452.34$ EachClearing/Grubbing/Tree RemovalGI-610,000.00$ Acre0.02200.00Excavation - bulkGI-72.00$ CYExcavation - TrenchGI-85.00$ CYFencing, 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$ CY10250.00Fill & compact - gravel baseGI-1427.00$ CY10270.00Fill & 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$ HR8960.00Trail, 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:1,480.00200.00(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 2/19/2021
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$ LF1331,662.50Curb and Gutter, demolition and disposalRI-918.00$ LFCurb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LFSawcut, asphalt, 3" depthRI-121.85$ LF152281.20Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LFShoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SY662,508.00Sidewalk, 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$ SYHMA 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:4,451.70(B)(C)(D)(E)Page 5 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/19/2021
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-1225.00$ 2450.00Median LandscapingLA-2Right-of-Way LandscapingLA-32.50$ SF8632,157.50Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:2,607.50(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-ITEMSUG-1150.00$ LFDW-12,500.00$ EASUBTOTAL WRITE-IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL:8,539.20200.00SALES TAX @ 10%853.9220.00STREET AND SITE IMPROVEMENTS TOTAL:9,393.12220.00(B)(C)(D)(E)Page 6 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/19/2021
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$ EachCB Type ILD-51,750.00$ EachCB Type II, 48" diameterD-62,300.00$ Each12,300.00 for additional depth over 4' D-7480.00$ FTCB 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$ Each1550.00Cleanout, PVC, 4"D-20150.00$ EachCleanout, PVC, 6"D-21170.00$ EachCleanout, PVC, 8"D-22200.00$ EachCulvert, PVC, 4" D-2310.00$ LFCulvert, PVC, 6" D-2413.00$ LFCulvert, PVC, 8" D-2515.00$ LFCulvert, PVC, 12" D-2623.00$ LFCulvert, 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:2,850.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)Page 7 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/19/2021
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)DRAINAGE (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$ LF231,288.00Culvert, 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:1,288.00(B)(C)(D)(E)Page 8 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/19/2021
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)DRAINAGE (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$ LFCulvert, 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:(B)(C)(D)(E)Page 9 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/19/2021
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)Specialty Drainage ItemsDitching SD-19.50$ CYFlow Dispersal Trench (1,436 base+)SD-328.00$ LF 472,752.00 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:2,752.00(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 2/19/2021
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)WRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)WI-1WI-2WI-3WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:4,138.002,752.00SALES TAX @ 10%413.80275.20DRAINAGE AND STORMWATER FACILITIES TOTAL:4,551.803,027.20(B) (C) (D) (E)Page 11 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/19/2021
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 2/19/2021
CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ Each11,000.00Grease 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$ LFSide Sewer Pipe, PVC. 6 Inch DiameterSS-695.00$ LF222,090.00Sewer 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:3,090.00SALES TAX @ 10%309.00SANITARY SEWER TOTAL:3,399.00(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 2/19/2021
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)9,393.12$ Future Public Improvements Subtotal(c)-$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d)(d)7,579.00$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond3,394.42$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. 206-890-8291furrengineering@gmail.comRoppe SFR##-######14005 160th Ave SE1423059097FOR APPROVAL########4715 142nd Pl SW Unit # B24,216.83$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS 7/21/2020Dean Furr46937Furr Engineering Services, PLLCR((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)EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)2,548.15$ 9,393.12$ 21,668.68$ 2,548.15$ -$ 7,579.00$ -$ Page 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/19/2021
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10.0 OPERATIONS AND MAINTENANCE MANUAL
The drainage facilities on this project will be private facilities maintained by the Owner.
See the following.
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