HomeMy WebLinkAboutzTIR-3944.pdfKING COUNTY REGIONAL
AFIS LAB REPLACEMENT
900 Oaksdale Ave SW
Renton, WA 98057
STORMWATER
TIR
Prepared for:
King County
500 5th Ave
Seattle, WA 98104
(206) 357-5600
Prepared by:
David Evans and Associates, Inc.
14432 SE Eastgate Way, Suite 400
Bellevue, WA 98007
(425) 519-6500
BUFF 0000-0011
Prepared: August 2017
Revised: May 2018
DEVELOPMENT ENGINEERING
rnair 11/29/2018
C18000069 R-3994
SURFACE WATER UTILITY
rstraka 11/29/2018
KING COUNTY REGIONAL
AFIS LAB REPLACEMENT
900 Oaksdale Ave SW
Renton, WA 98057
STORMWATER
TIR
Prepared for:
King County
500 5th Ave
Seattle, WA 98104
(206) 357-5600
Prepared by:
David Evans and Associates, Inc.
14432 SE Eastgate Way, Suite 400
Bellevue, WA 98007
(425) 519-6500
BUFF 0000-0011
Prepared: August 2017
Revised: May 2018
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN PAGE i
TABLE OF CONTENTS
1 PROJECT OVERVIEW ................................................................................................. 1
1.1 Drainage Basins, Sub-basins and Site Characteristics ...................................... 1
1.1.1 Drainage Basins .................................................................................... 1
1.1.2 Site Characteristics ................................................................................ 1
1.2 Soils ................................................................................................................... 1
2 CONDITIONS AND REQUIREMENTS SUMMARY ......................................................... 3
2.1 Drainage Review Requirements ........................................................................ 3
2.2 Core Requirements ............................................................................................ 6
2.2.1 Core Requirement #1: ........................................................................... 6
2.2.2 Core Requirement #2: ........................................................................... 6
2.2.3 Core Requirement #3: ........................................................................... 7
2.2.4 Core Requirement #4: ........................................................................... 7
2.2.5 Core Requirement #5: ........................................................................... 7
2.2.6 Core Requirement #6: ........................................................................... 7
2.2.7 Core Requirement #7: ........................................................................... 7
2.2.8 Core Requirement #8: ........................................................................... 8
2.2.9 Core Requirement #9: ........................................................................... 8
2.3 Special Requirements ........................................................................................ 8
2.3.1 Special Requirement #1: ....................................................................... 8
2.3.2 Special Requirement #2: ....................................................................... 8
2.3.3 Special Requirement #3: ....................................................................... 8
2.3.4 Special Requirement #4: ....................................................................... 9
2.3.5 Special Requirement #5: ....................................................................... 9
2.3.6 Special Requirement #6: ....................................................................... 9
3 OFFSITE ANALYSIS .................................................................................................. 10
3.1 Task 1: Study Area Definition ........................................................................ 10
3.2 Task 2: Resource Review ................................................................................ 10
3.3 Task 3: Field Inspection .................................................................................. 10
3.4 Task 4: Drainage System Description and Problems Description .................. 11
3.5 Task 5: Mitigation of Existing or Potential Problems ..................................... 11
4 FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY
FACILITY ANALYSIS AND DESIGN ........................................................................... 12
4.1 Flow Control ................................................................................................... 12
4.1.1 Part A: Existing Site Hydrology ......................................................... 12
4.1.2 Part B: Proposed Site Hydrology ........................................................ 12
4.1.3 Part C: Performance Standards ........................................................... 13
4.1.4 Part D: Flow Control System .............................................................. 13
4.2 On-site BMPs: ................................................................................................. 14
4.3 Water Quality: ................................................................................................. 16
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN PAGE ii
5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN ...................................................... 18
6 SPECIAL REPORTS AND STUDIES ............................................................................. 21
7 OTHER PERMITS ...................................................................................................... 22
8 CONSTRUCTION STORMWATER POLLUTION PREVENTION ANALYSIS AND DESIGN23
8.1 Part A: ESC Measures: ................................................................................... 23
8.2 Part B: SWPPS Measures: .............................................................................. 25
9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT .. 26
9.1 City of Renton Bond Quantity Worksheet ...................................................... 26
9.2 Flow Control and Water Quality Facility Summary Sheet and Sketch .......... 26
10 OPERATIONS AND MAINTENANCE MANUAL ........................................................... 27
List of Figures
Figure 1: TIR Worksheet
Figure 2: Site Location Map
Figure 3: Drainage Basin Map
Figure 4: Existing Discharge Point
Figure 5: NRCS Web Soil Survey
Figure 6: Flow Control Application Map
Figure 7: FEMA FIRM
Figure 8: Tree Retention Credit Calculation
List of Appendices
Appendix A: Offsite Analysis
Appendix B: Flow Control
Appendix C: Conveyance System Analysis
Appendix D: Water Quality
Appendix E: Other Reports
Appendix F: Bond Quantity Worksheet
Appendix G: Operations and Maintenance Manual
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN PAGE 1
1 PROJECT OVERVIEW
King County is proposing to construct new facilities for the relocation of the County’s Automated
Fingerprint Identification System (AFIS) processing laboratory at 900 Oaksdale Avenue SW.
The project is located on the east side of the Oaksdale Ave SW, south of SW 7th Street. It will
occupy 15,585 square feet of the renovated area inside the King County Black River Building.
These interior improvements will not affect the footprint of the existing building and are not
considered redevelopment per the 2017 City of Renton Surface Water Design Manual.
The project includes a 3,065 square foot addition to the east side of the existing building, which
will eliminate approximately 25 of the approximately 324 parking spaces on site. The project also
includes grading of the associated parking lot in order to accommodate the addition. There is no
proposed change to the site access from the public street.
The total lot size of the parcel is 214,079 square feet. The disturbed area, or redevelopment area,
includes the new addition surrounding new and replaced landscaping and paving. The total
redevelopment area is 17,879 square, of which, 12,386 square feet is existing impervious area. The
proposed impervious area within the redevelopment area is 12,514 square feet. The minor net
increase in impervious surface within the redevelopment area is due to the required expansion of
the existing trash and recycle enclosure.
See Figure 1 for the TIR Worksheet and Figure 2 for the Site Location Map.
1.1 Drainage Basins, Sub-basins and Site Characteristics
1.1.1 Drainage Basins
The project site is located in the Black River Basin. See Figure 3, Drainage Basin Map.
1.1.2 Site Characteristics
Figure 4, Existing Discharge Point, illustrates the location of the discharge point from the site to
the city storm system.
The proposed storm system consists of a system of catch basins (CB) in the parking lot that
discharge to an existing CB to the north of the existing building. Figure 4 illustrates the length of
travel from the proposed storm system in the redevelopment area to the existing CB.
1.2 Soils
Soil information at the project is Woodinville Silt loam (Wo). The soil is classified as a Hydrologic
Group C/D soil. See Figure 5 NRCS Web soil survey. According to the generalized soil profile
from the Geotech (see geotechnical report from S&EE dated: 03-07-2017), the site consists of the
following:
Fill soil for a depth of 5 feet approximately
Silt and Clay soil for a depth of 20 feet approximately
Sand, Silty Sand and Gravel for a depth of 45 feet approximately
The water table is at depth of 5.2 feet from ground approximately.
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
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2 CONDITIONS AND REQUIREMENTS SUMMARY
The stormwater design in this project is designed according to the 2017 City of Renton Surface
Water Design Manual.
2.1 Drainage Review Requirements
The proposed redevelopment of the project site will result in 12,514 square feet of new plus
replaced impervious surface area, which is greater than 2,000 square feet. Full Drainage Review
is required for this project in accordance with Figure 1.1.2.A of 2017 City of Renton Surface Water
Design Manual, shown on the following pages. Also per Table 1.1.2.A of 2017 City of Renton
Surface Water Design Manual, all nine core requirements (see Section 2.2) and six special
requirements (see Section 2.3) are applicable to the Full Drainage Review and will be addressed
in this TIR.
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KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
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KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN PAGE 6
2.2 Core Requirements
2.2.1 Core Requirement #1:
Discharge at Natural Location: The 100-year peak flow under existing conditions is 0.26 cfs and
under developed conditions is 0.26 cfs. See Table 2 for the WWHM Model Summary under
Section 4.1.3 of the report. The proposed project shall comply with Discharge Requirement 1 per
Section 1.2.1 of the 2017 City of Renton Surface Water Design Manual. Runoff from the
redevelopment area will be collected and conveyed to the existing onsite drainage system. The
existing system will convey the runoff to the existing outfall in the Black river located northwest
of the project site. The proposed design will not cause significant adverse impacts to the
downstream waters.
2.2.2 Core Requirement #2:
Offsite Analysis: A Level 1 Downstream Analysis was performed and is described in detail under
Section 3.0 of this report. The Offsite analysis was performed for ¼ mile downstream of the
existing on-site catch basin (referred to as Existing CB in the Drainage Plans), which collects the
runoff from the redevelopment area. The study area has been field inspected and the description
of the drainage system and its existing and predicted drainage and water quality problems have
been described in the field notes included in the Appendix A. See Appendix A for the photos,
field notes and downstream analysis map.
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
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2.2.3 Core Requirement #3:
Flow Control: Flow control is required for this project. The project is located in the Peak Rate
Flow Control Standard area (See Figure 6, Flow Control Application Map from City of Renton
Manual). The project proposes to add 12,514 square feet of new plus replaced impervious surface
area, which is more than 5,000 square and does not meet the basic exemption.
However, according to the WWHM analysis the 2-year, 10-year and 100-year peak flows for the
developed conditions the same as the existing conditions. For example, the 100 year peak flow for
the proposed condition is 0.26 cfs which the same as the 100 year peak flow for the existing
condition which is 0.26 cfs. See Table 2. WWHM Model Summary under Section 4.1.3. A flow
control facility will not be required for this project per the exemption listed in the section 1.2.3.1
A (peak rate flow control standards) of 2017 City of Renton Surface Water Design Manual. The
target surfaces do not generate more than a 0.15 cfs increase when modeled using 15-minute time
steps and do not discharge to critical area. See Section 4.1 for the Flow Control Analysis in detail.
2.2.4 Core Requirement #4:
Conveyance System: The proposed conveyance system is private and has been designed per the
2017 COR Surface Water Design Manual. It includes a system of 8”and 10”, PVC and Ductile
Iron (DI), pipes and Type-1 catch basins that collect the runoff from the redevelopment area and
convey it to the existing on-site system. The new pipe systems have been designed to contain and
convey the 100-year peak flow. This higher than the minimum design requirement for private
systems, which is the 25-year peak flow. See Section 5.0 for more detail.
2.2.5 Core Requirement #5:
Erosion and Sedimentation Control (EC): A Construction Stormwater Pollution Prevention
(CSWPP) Plan will be provided as part of the design drawings for the site improvements. This
plan will provide erosion and sediment control information, locations where Best Management
Practices (BMPs) shall be implemented, and requirements that the contractor must follow
throughout construction. BMPs that will be implemented during construction are dust control,
temporary and permanent seeding, storm drain inlet protection, and all clearing limits.
The CSWPP Plan, which includes Temporary Erosion and Sediment Control (TESC) measures
and Stormwater Pollution Prevention and Spill Control (SWPPS) measures, will become part of
the contract documents for construction of the project. Additional erosion control may be applied
as needed if directed by the design engineer or by the City of Renton. At the completion of the
project, exposed soils will be seeded or mulched.
See Section 8.0 for a detailed description of the CSWPP Analysis and Design.
2.2.6 Core Requirement #6:
Maintenance and Operations: The property owner will perform all necessary maintenance of the
on-site conveyance systems.
2.2.7 Core Requirement #7:
Financial Guarantees and Liability: The City of Renton will receive Financial Guarantees and
Liability per permit requirements.
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN PAGE 8
2.2.8 Core Requirement #8:
Water Quality: This project proposes to add 7,777 square feet of new plus replaced PGIS area,
which is more than 5,000 square feet and does not meet the exemptions listed for Core
Requirement #8 per 2017 City of Renton Surface Water Design Manual. Water Quality Treatment
is required for this project.
This is a commercial project and it requires an Enhanced Water Quality Treatment. This project
will use two Filterra units placed in the proposed on-site landscape islands. The units will treat a
combination of new and/or replaced PGIS area or an equivalent area of existing PGIS area. See
Section 4.3 for the analysis and design of the proposed Water Quality Facilities.
2.2.9 Core Requirement #9:
On-site BMPs: The project proposes to add 12,514 square feet of new and replaced impervious
surface, which is more than 2,000 square feet and does not meet the exemptions listed under Core
Requirement #9 of 2017 City of Renton Surface Water Design Manual. The On-site BMP
requirement for this project is met by the application of BMPs to the maximum extent feasible
using the lists specific to the project. The proposed redevelopment is for a non-subdivision project
on an individual lot and the redevelopment area is 17,879 square feet, which is less than 22,000
square feet. The application of On-site BMPs according to the Small Lot BMP requirements per
section 1.2.9.2 of the 2017 City of Renton Surface Water Design Manual is detailed in Section 4.2
of this report.
2.3 Special Requirements
2.3.1 Special Requirement #1:
Other Adopted Area-Specific Requirements
Not applicable.
2.3.2 Special Requirement #2:
Flood Hazard Area Delineation
This project is not within flood hazard areas. The base flood elevation west of the site is 15 and
the existing and proposed buildings finish floor elevations are 21.50. See Figure 7: FEMA Flood
Insurance Rate Map (FIRM).
2.3.3 Special Requirement #3:
Flood Protection Facilities
No flood protection facilities are required.
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN PAGE 9
2.3.4 Special Requirement #4:
Source Control
During the construction phase of the project, source controls measures will be implemented in
accordance with the SWPP Plan. BMPs that will be employed are temporary and permanent
seeding, catch basin inserts, clearing limits and mulch.
2.3.5 Special Requirement #5:
Oil Control
Not applicable. This project is not a high-use site as defined in the of 2017 City of Renton Surface
Water Design Manual. It does not have an expected average daily traffic count (ADT) of 100
vehicles or more per 1,000 square feet of gross building area. It does not store or transfer petroleum
in excess of 1,500 gallons per and it is not subject to use, storage, or maintenance of a fleet of 25
or more vehicles that are over 10 tons net weight.
2.3.6 Special Requirement #6:
Aquifer Protection Area
Not applicable.
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN PAGE 10
3 OFFSITE ANALYSIS
Per Core Requirement #2, all proposed redevelopments must conduct an offsite analysis to assess
the potential offsite drainage and water quality impacts associated with development of the project
site. The intent of this section is to identify the conditions and existing problems of the downstream
system leaving the site and to demonstrate that the proposed project will not create any new
drainage problems.
A Level 1 analysis was performed and from the field inspection data (see field notes in Appendix
A), it was determined that there are no significant problems and a Level 2 analysis is not required.
The redevelopment area is collected in a system of proposed catch basins and conveyed to an
existing catch basin northeast of the proposed addition (Existing CB/CB A). The runoff is then
conveyed through a system of existing storm drain manholes and catch basins for over ¼ mile
downstream. The field inspection was conducted for the ¼ mile downstream of the existing catch
basin (Existing CB).
3.1 Task 1: Study Area Definition
The existing commercial building on the project site and the parking areas to the south and east
will remain. The proposed project will include a 3,065 square foot addition to the east side of the
existing building, which will eliminate 25 of the approximately 317 existing parking spaces on
site. The 3,065 square feet is the interior square footage and the total footprint of the building is
3,210 square feet. The total amount of impervious area will only increase about 128 square feet
and areas of existing landscape removed will be replaced elsewhere with in the disturbed area.
The Basin Area Summary (see Table 1 in Section 4.1) shows that the existing impervious surfaces
and the proposed impervious surfaces have similar runoff-generating characteristics. The proposed
redevelopment does not change the rate, volume, duration, or location of discharges to and from
the project site.
Per Core Requirement #8, the project triggers the water quality requirement (See Section 4.3). Per
Core Requirement #2, projects that trigger Core Requirement #8 must perform offsite analysis
sufficient to identify and address “Downstream Water Quality Problems Requiring Special
Attention”.
3.2 Task 2: Resource Review
The FEMA flood plan map was reviewed for this site. A copy of the Flood Insurance Rate Map
(FIRM) is included as Figure 7.
3.3 Task 3: Field Inspection
The stormwater from the redeveloped area within the clearing limits discharges into the City storm
system at the northwest corner of the site, which discharges into the Black River. See Figure 4
Existing Discharge Point.
This downstream analysis was completed based on a site visit conducted on July 20th, 2017, at
approximately 10:30 am. The conditions during the site visit were cloudy and 71° F. This analysis
follows the existing storm system ¼ mile downstream from the existing catch basin (CB A,
referred to as Existing CB in the Drainage Plans).
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN PAGE 11
See Appendix A for the downstream analysis map, photos of the downstream system and Field
Notes.
Downstream of CB A, the stormwater is conveyed in storm drains manholes and catch basins to
the Black River to the north of the project site. The stormwater is not discharged to the Black River
within ¼ mile downstream of CB A.
No onsite flooding or ponding was observed in the downstream analysis.
3.4 Task 4: Drainage System Description and Problems Description
No downstream problems were observed that this project will aggravate or create. See Figure 8
King County Downstream Drainage Complaint Map.
3.5 Task 5: Mitigation of Existing or Potential Problems
No existing or potential problems were observed or are anticipated.
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN PAGE 12
4 FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY
ANALYSIS AND DESIGN
4.1 Flow Control
Per Core Requirement #3, flow control is required for this project. The project is located in the
Peak Rate Flow Control Standard area (See Appendix A for the Flow Control Application Map
from City of Renton Manual). The project proposes to add a new plus replaced impervious surface
area of 12,514 square feet, which is more than 5,000 square feet and does not meet the basic
exemption.
Impervious and pervious surface areas for the existing and proposed conditions within the
redevelopment area were calculated to check if the project site meets the flow control facility
requirement exemptions according to the City of Renton Manual. The peak flow rates for the
existing and proposed site conditions were calculated using Western Washington Hydrology
Model (WWHM) (See Appendix B for Hydrologic Analysis). According to the WWHM analysis,
the 2-year, 10-year and 100-year peak flows for the proposed conditions are equal to the existing
conditions. For example the 100 year peak flow for the proposed condition is 0.26 cfs which is
the same as the 100 year peak flow for the existing condition which is 0.26 cfs. Table 2 on the
following page provides the calculation results.
A flow control facility will not be required for this project per the exemption listed in the section
1.2.3.1 A (peak rate flow control standards) of 2017 City of Renton Surface Water Design Manual.
The target surfaces do not generate more than a 0.15 cfs increase when modeled using 15-minute
time steps and do not discharge to critical area.
4.1.1 Part A: Existing Site Hydrology
Presently, the project site is developed with a commercial building, parking lots around the
building, landscaping and concrete paths. The existing stormwater runoff from the site is collected
in a system of catch basins throughout the parking lot. The discharge from the catch basins is
conveyed through a system of storm drains to the city storm system at the northwest corner of the
site. See Exhibit B-1 in Appendix B for the existing site areas within the limits of disturbance;
referred to as the redevelopment area.
4.1.2 Part B: Proposed Site Hydrology
The proposed redevelopment consists of improvements to an area already developed as an existing
parking lot to the east of the existing building. The project proposes a 3,065 square foot addition
to the east side of the existing building and associated grading of the existing parking lot
surrounding the addition. The 3,065 square feet is the interior square footage and the total footprint
of the building is 3,210 square feet. The project proposes to add 12,514 square feet of new plus
replaced impervious surface area. The total pervious area within the redevelopment area will
increase by approximately 365 square. This minor net increase in impervious surface within the
redevelopment area is due to the expansion of the existing trash and recycle enclosure, required by
the City of Renton. See Exhibit B-2 in Appendix B for the proposed site areas within the
redevelopment area.
Table 1 on the next page provides a summary of the site areas within the limits of disturbance.
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN PAGE 13
Table 1. Basin Area Summary
BASIN ID EXISTING BASIN PROPOSED BASIN
SQFT ACRES SQFT ACRES
Pervious area
(Landscape)
5300 0.12 5365 0.12
Building area 0 0 3210 0.08
Hard surface
(concrete walkway)
683 0.02 2224 0.05
Asphalt area 11703 0.27 7080 0.16
Total Impervious 12386 0.29 12514 0.29
Total 17879 0.41 17879 0.41
4.1.3 Part C: Performance Standards
The proposed redevelopment does not change the amount of impervious surface area within the
limits of disturbance and, as shown in WWHM model summary, the peak discharge rates do not
change. See Table 2 on the next page for the WWHM model summary.
Table 2. WWHM Model Summary
BASIN ID 2-YEAR
STORM (CFS)
10-YEAR
STORM
(CFS)
25-YEAR
STORM (CFS)
100-YEAR
STORM (CFS)
Existing Basin 0.12 0.18 0.21 0.26
Proposed Basin 0.12 0.18 0.21 0.26
4.1.4 Part D: Flow Control System
Per 2017 City of Renton Surface Water Design Manual Core Requirement #3, all proposed
projects are must provide on-site flow control facilities or flow control BMPs or both to mitigate
the impacts of storm and surface water run-off generated by new impervious surface, new
pervious surface and replaced impervious surface targeted for flow mitigation.
Exemptions from Core Requirement # 3:
Per 2017 City of Renton Surface Water Design Manual Peak Rate Flow Control Standard Area
exceptions, the flow control facility requirement will be waived for any threshold discharge area
in which the target surfaces subject to this requirement will generate no more than a 0.15-cubic
feet per second (cfs) increase from the existing site conditions (when modeled using 15 minute
time steps.
This project meets the exemption, the flow rates for the 2-year, 10-year and 100-year
storms of the proposed conditions are equal to or less than the existing 2-year, 10-year and
100-year flow rates. A Flow Control Facility is not required.
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
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4.2 On-site BMPs:
The project proposes to add 12,514 square feet of new plus replaced impervious surface, which is
more than the 2,000 square foot threshold mentioned in the 2017 City of Renton Surface Water
Design Manual (2017 COR SDWM) Core Requirement #9 and does not meet the basic exemption.
Per the exceptions listed in the section 1.2.3.1 A (peak rate flow control standards) of 2017 COR
SDWM, a flow control facility will not be required for this project and it does not meet the Flow
Control Facility Exemption.
The On-site BMP requirements are met by the application of BMPs to the maximum extent feasible
using the lists specific to the project location, size and impervious coverage. The percentage of the
proposed impervious area coverage is 74% of the buildable portion of the site.
The proposed redevelopment is for a non-subdivision project on an individual lot and the
redevelopment area is 17,879 square feet, which is less than 22,000 square feet. The On-site BMPs
are selected according to the Small Lot BMP requirements per section 1.2.9.2 of the 2017 COR
SDWM.
1. The site was evaluated for full dispersion. Full Dispersion is not feasible because dispersion
requires substantial amounts of undisturbed native vegetation on-site. This site is in an
urban location and site conditions do not make dispersion feasible as there is not adequate
space for the required 100 feet vegetated flow path.
2. Full Dispersion is not feasible for roof runoff, because the Geotechnical Engineer stated
that infiltration is infeasible due to reasonable concerns of down gradient flooding. The
Geotechnical Engineer further stated that all forms of infiltration (both full and limited),
including bioretention and permeable pavement are not options for this site. (See
Geotechnical Report and Infiltration Addendum dated April 23, 2018 from S&EE in
Appendix E).
3. The following five BMPs were evaluated for the target impervious surfaces:
Full Infiltration is not feasible. The Geotechnical Engineer stated that infiltration is
infeasible due to reasonable concerns of down gradient flooding. The Geotechnical
Engineer further stated that all forms of infiltration (both full and limited), including
bioretention and permeable pavement are not options for this site. (See Geotechnical
Report and Infiltration Addendum dated April 23, 2018 from S&EE in Appendix E).
Limited Infiltration is not feasible. Per Section C2.3.2 of the 2017 COR SWDM,
limited infiltration has the same infeasibility requirements as full infiltration. The
Geotechnical Engineer stated that infiltration is infeasible due to reasonable concerns
of down gradient flooding. The Geotechnical Engineer further stated that all forms of
infiltration (both full and limited) including bioretention and permeable pavement are
not options for this site. (See Geotechnical Report and Infiltration Addendum dated
April 23, 2018 from S&EE in Appendix E).
Rain Gardens are not feasible. Per Section C2.12 of the 2017 COR SWDM, rain
gardens have the same infeasibility requirements as bioretention. Per the bioretention
infeasibility criteria list in Section C2.6, the Geotechnical Engineer has provided a
written recommendation that infiltration, including bioretention, not be used. (See
Geotechnical Report and Infiltration Addendum from S&EE in Appendix E).
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN PAGE 15
Bioretention: Per the bioretention infeasibility criteria list in Section C2.6 of the 2017
COR SWDM, the Geotechnical Engineer has provided a written recommendation that
infiltration, including bioretention, not be used. (See Geotechnical Report and
Infiltration Addendum from S&EE in Appendix E).
Permeable Pavement: Per the permeable pavement infeasibility criteria list in Section
C2.7 of the 2017 COR SWDM, the Geotechnical Engineer has provided a written
recommendation that infiltration, including permeable pavement, not be used. (See
Geotechnical Report and Infiltration Addendum from S&EE in Appendix E).
4. The site was evaluated for Basic Dispersion infeasible for the same reasons listed under
full dispersion as there is not adequate space for the required vegetated flow paths.
There is not space available for the 50 foot vegetated flows paths required for splash
blocks or rock pads.
There is not space available for the 25 foot vegetated flow paths required for gravel
filled trenches.
Surface Sheet Flow for basic dispersion requires 10 feet of vegetated flow path for
every 20-foot-wide strip of impervious surface. There are no areas of impervious
surface that is only 20-feet-wide; therefore, an additional 10 feet of vegetated flow path
would be required for every 20 feet of additional impervious surface area width. The
areas to the east and south of the landscape island NE of the proposed addition are both
greater than 45 feet wide and would require more than 25 feet of vegetated flow path.
Much of this area is existing and will not be disturbed; therefore, it is not feasible to
separate drainage from these areas to make the surface areas less than 45 feet.
5. BMPs are required to be implemented for at least 20% of the site or 3575.8 square feet. As
mentioned above, it is not feasible to implement BMPs for 20% of the site area; therefore,
the following credits were evaluated for the site:
The site was evaluated for the Reduced Impervious Surface Credit. Reduced
Impervious Surface Credit is not feasible because it requires substantial amounts of
vegetated pervious areas on the site or the runoff from the target impervious surface
should be discharged through a perforated pipe connection. This site is in an urban
location and site conditions do not make Reduced Impervious Surface Credit feasible
as there is not adequate space.
The site was evaluated for the Native Growth Retention Credit. The majority of the site
consists of an existing building and an associated parking lot with landscape islands;
therefore, Native Growth Retention Credit is not feasible.
The site was evaluated for the Tree Retention Credit. A total of 14 trees exist within
the project limits. A total of 8 trees will be removed and 6 trees will remain. Table 3
below is a summary of the numbers of trees. However, per section C2.14.2 of the 2017
COR SDWM, trees in planters are not applicable. This site was previously developed
as a parking lot and all of the existing trees are located in planters; therefore, the tree
retention credit cannot be applied. For reference only, Figure 8 Tree Retention Credit
Calculation has been provided in the list of figures.
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6. The Soil Amendment BMP will applied to all new and replace pervious surface. Per
Section C.2.13 of the 2017 COR SDWM, the project will retain and protect undisturbed
soil in areas not being developed, and prior to completion of the project, amend the topsoil
of all disturbed areas that are not being covered by impervious surface with organic matter
to the extent required by and in compliance with the design requirements.
7. All proposed roof drain connections will be via perforated pipe per Section C.2.11 of the
2017 COR SDWM.
Table 3. Tree Information
TREE DETAILS: NUMBER
Existing Trees 14
Trees to Remain 6
Trees to be Removed 8
Proposed Trees 16
4.3 Water Quality:
Water Quality is required for this project. The project proposes to add 7,777 square feet of new
plus replaced impervious surface, which is more than 5,000 square feet threshold per core
requirement #8 and does not meet the basic exemption.
The project site land use is commercial, which requires Enhanced Basic Water Quality treatment
per Core Requirement #8. Option 5-Proprietary Facility was chosen from the Enhanced Basic
Water treatment facility options per Chapter 6 of the 2017 City of Renton Surface Water Design
manual. This project will employ Filterra units sized for enhanced water quality treatment. Filterra
units are approved by the State of Washington Department of Ecology (WSDOE) for enhanced
treatment. Filterra units have been designated by WSDOE as facilities that meet the requirements
of enhanced stormwater treatment and oil control. There will be two Filterra Bioscope units, sized
4’x6’ and 4’x4’, placed in the landscape islands within the redevelopment area.
See Table 3 for the new and replaced PGIS area summary. See Table 4 for the summary of the
PGIS areas treated by the two Filterra Bioscape units.
See Appendix D for Exhibit D-1: New and Replaced PGIS Area. The New and Replaced PGIS
area includes a small portion of the concrete walkway to the east and south of the proposed building
as there is no curb delineating the concrete hard surface and the asphalt pavement. The New PGIS
area includes the portions of the existing Landscape islands that have been replaced with asphalt
pavement and contains no parking spaces. A total of five parking spaces are provided within the
replaced PGIS area.
See Appendix D for Exhibit D-2: PGIS Area treated by the Filterra Bioscape units (Water Quality
Units A & B). Due to existing site grades, the new and replaced PGIS area to the northwest and
south of the proposed building cannot be treated by the proposed Filterra Bioscape units. The
design proposes to treat an equivalent existing PGIS area to the east of the redevelopment area
(0.13 acres). The existing PGIS area treated by the Filterra Bioscape units consists of 12 parking
spaces and a drive aisle and is not currently being treated.
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STORMWATER SITE PLAN PAGE 17
The Filterra Bioscape units have been sized based on PGIS area treated per the sizing table from
Contech (a copy of the sizing table can be found in Appendix D). The Filterra Bioscape unit A of
size 4’x6’ can collect 0.219 acres of impervious area and is treating 0.16 acres of impervious area.
The Filterra Bioscape unit B of size 4’x4’ can collect 0.148 acres and is treating 0.14 acres of
impervious area. See Table 5 for the Filterra Unit Sizing. Contech has confirmed that the proposed
units are sufficient to treat the water quality flow from the existing and proposed PGIS areas
draining to the Filterra Bioscape units.
Table 4. New and Replaced PGIS Area Summary
New PGIS Area Replaced PGIS Area TOTAL PGIS Area
SF acres SF acres SF acres
575 0.01 7202 0.17 7777 0.18
Table 5. Summary of the PGIS Area Treated
New/Replace PGIS
Area
Equivalent Existing
PGIS Area
Total Treated PGIS
Area
SF acres SF acres SF acres
4945 0.11 5676 0.13 10621 0.24
The total PGIS area treated by the Filterra Bioscape units is greater than the new plus replaced
PGIS area added to the project site due to the proposed redevelopments. Therefore, two Filterra
Bioscape units of size 4’x6’ and 4’x4’ are sufficient to provide Enhanced Basic Water Quality
treatment for the redeveloped area of the project site.
Table 5 Filterra Sizing per Contech Sizing Chart
Description Basin Filterra Size Actual Drainage Area Maximum Impervious
Drainage Area
Onsite Filterra
Bioscape
unit A
4’x6’ 0.16 Acres 0.219 Acres
Onsite Filterra
Bioscape
unit B
4’x4’ 0.14 Acres 0.148 Acres
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5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
Conveyance was calculated via the rational method for the proposed storm drain pipes upstream
of the discharge point of the site. The site discharge point is the existing catch basin in the parking
lot to the northwest of the proposed building. The proposed site subbasins’ delineations and areas
are shown on Exhibit C-1 in Appendix C. The new private pipe systems have been designed to
contain and convey the 100-year peak flow. This higher than the minimum design requirement for
private systems, which is the 25-year peak flow.
A backwater analysis was also performed to confirm pipes have sufficient capacity to convey the
100-year peak flows.
Rational Method
Proposed Subbasin A
Proposed Subbasin A drains to CB#3 and is then conveyed to CB#2 via a proposed 8” DI storm
drain. The proposed 8” DI SD has a slope of approximately 1.67%. Bentley Flow Master was used
to calculate the full flow capacity for this pipe, based on a Manning’s N-value of 0.014. The full
flow capacity is 1.47 cubic feet per second (cfs). See Appendix C for Full Flow Capacity Results.
Proposed Subbasin Area is approximately 0.08 acres with 0.06 acres of impervious and 0.02 acres
of pervious area. Using the Rational Method, Subbasin A’s 25-year flow rate at CB#3 was
calculated at 0.18 cfs. The 25-year flow rate of Subbasin A is less than the full flow capacity of
proposed 8” DI SD; therefore, proposed 8” DI SD has the capacity to convey Subbasin A. See
Appendix C for Rational Method Calculations.
Proposed Subbasin B
Proposed Subbasin B drains to Water Quality Unit A and is then conveyed to CB#2 via a proposed
8” DI storm drain. This will allow the pollutant generating impervious surface area to drain directly
to the proposed Water Quality Unit A for treatment before draining to proposed CB#2. The
proposed 8” DI SD has a slope of approximately 0.50%. Bentley Flow Master was used to calculate
the full flow capacity for this pipe, based on a Manning’s N-value of 0.014. The full flow capacity
is 0.8 cubic feet per second (cfs). See Appendix C for Full Flow Capacity Results.
Proposed Subbasin B Area is approximately 0.16 acres with 0.15 acres of impervious and 0.01
acres of pervious area. Using the Rational Method, Subbasin B’s 25-year flow rate at Water
Quality Unit A was calculated at 0.38 cfs. The 25-year flow rate of Subbasin B is less than the full
flow capacity of proposed 8” DI SD; therefore, proposed 8” DI SD has the capacity to convey
Subbasin B. See Appendix C for Rational Method Calculations.
CB#2 will be conveyed to the proposed CB#1 via a proposed 8” PVC storm drain. Proposed 8”
PVC SD has a slope of approximately 0.50% and a full flow capacity of 0.87 cfs.
The combined area of Proposed Subbasin A and Proposed Subbasin B is approximately 0.24 acres
with 0.21 acres of impervious and 0.03 acres of pervious area. Using the Rational Method, the
combined flow rate at CB#2 is 0.54 cfs. 0.54 cfs is less than the full flow capacity of Proposed 8”
PVC SD (0.87 cfs); therefore, Proposed 8” PVC SD has capacity to convey Proposed Subbasin A
and Proposed Subbasin B.
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Proposed Subbasin C
Proposed Subbasin C drains to Water Quality Unit B and is then conveyed to CB#1 via a proposed
8” DI SD. This will allow the pollutant generating impervious surface area to drain directly to the
proposed Water Quality Unit B for treatment before draining to proposed CB#1. The proposed 8”
DI SD has a slope of approximately 0.97%. Bentley Flow Master was used to calculate the full
flow capacity for this pipe, based on a Manning’s N-value of 0.014. The full flow capacity is 1.12
cubic feet per second (cfs). See Appendix C for Full Flow Capacity Results.
Proposed Subbasin C Area is approximately 0.14 acres with 0.11 acres of impervious and 0.03
acres of pervious area. Using the Rational Method, Subbasin C’s 25-year flow rate at Water
Quality Unit B was calculated at 0.29 cfs. The 25-year flow rate of Subbasin C is less than the full
flow capacity of proposed 8” DI SD; therefore, proposed 8” DI SD has the capacity to convey
Subbasin C. See Appendix C for Rational Method Calculations.
CB#1 will be conveyed to the site discharge point (existing catch basin to the northwest of the
proposed building) via a proposed 10” DI storm drain. Proposed 10” PVC SD has a slope of
approximately 0.56% and a full flow capacity of 1.51 cfs.
The combined area of Proposed Subbasins A, B & C is approximately 0.38 acres with 0.32 acres
of impervious and 0.06 acres of pervious area. Using the Rational Method, the combined flow rate
at CB#1 is 0.79 cfs. 0.79 cfs is less than the full flow capacity of Proposed 10” DI SD (1.51cfs);
therefore, Proposed 10” DI SD has capacity to convey Proposed Subbasins A, B & C.
Proposed Subbasin D
Proposed Subbasin D Area is approximately 0.04 acres with 0.005 acres of impervious and 0.035
acres of pervious area. Due to the existing and proposed site grades, it is not possible to collect
and convey runoff from Proposed Subbasin D. The proposed Subsbain D discharges to the existing
system of storm drains and catch basins in the existing parking lot.
Proposed Subbasin E
Proposed Subbasin E is collected via a roof drain and is conveyed to CB#4 via a proposed 8” PVC
SD and then is conveyed to the discharge point on the site via a proposed 8” DI SD. Both the
proposed 8” pipes have a slope of at least 2.00%. Using a Manning’s N-value of 0.013 for PVC
and 0.014 for DI, the full flow capacities of the 8” pipes are 1.73 cfs and 1.61 cfs for PVC and DI,
respectively.
Proposed Subbasin E is approximately 0.07 acres of roof area. Using the Rational Method,
Subbasin E’s flow rate at CB #4 is 0.17 cfs. 0.17 cfs is less than the full flow capacity of the 8” DI
pipe (1.61 cfs); therefore, the pipe has capacity to convey Proposed Subbasin E.
Proposed Subbasin F
Proposed Subbasin F drains to the existing catch basin to the northwest of the proposed building
(discharge point of the site) and then will be conveyed to the existing system of storm drains and
catch basins in the parking lot via an existing 10” storm drain.
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STORMWATER SITE PLAN PAGE 20
Backwater Analysis
A backwater analysis was performed per Section 4.2.1.2 of the 2017 COR SWDM, to analyze
the capacity of the pipe system. The calculations and spreadsheets can be found in Appendix C
of this report. The analysis confirmed that the conveyance system has sufficient capacity for the
100 year peak flows of the site subbasins.
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6 SPECIAL REPORTS AND STUDIES
See Appendix E for the Geotechnical Engineering Report from S&EE dated: 03-07-2017.
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7 OTHER PERMITS
Not Applicable
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8 CONSTRUCTION STORMWATER POLLUTION PREVENTION ANALYSIS AND DESIGN
CSWPP measures include ESC measures and SWPPS measures.
8.1 Part A: ESC Measures:
1. Clearing Limits
Prior to any site clearing or grading, areas to remain undisturbed during project
construction shall be delineated. The clearing and grading limits are indicated in the TESC
Plan.
2. Cover Measures
Temporary Cover using Mulch (according to Appendix D, D.2.1.2.2 of 2017 City of
Renton Surface Water Design Manual) will be installed if an area is to remain unworked
for more than seven days during the dry season (May 1 to September 30) or for more than
two consecutive working days during the wet season (October 1 to April 30). If the exposed
area is to remain unworked for more than 30 days, Temporary and Permanent Seeding
(according to Appendix D, D.2.1.2.6 of 2017 City of Renton Surface Water Design
Manual) will be used.
3. Perimeter Protection
Silt Fence (according to Appendix D, D.2.1.3.1 of 2017 City of Renton Surface Water
Design Manual) will be used to filter sediment from sheetwash and will be located
downslope of all the disturbed areas. It will be installed prior to any upslope grading or
clearing. The location of the Silt Fence is indicated in the TESC Plan.
4. Traffic Area Stabilization
The proposed redevelopment will use the existing paved area as a paved construction
access. No additional BMPs are needed.
5. Sediment Retention
As the contributing drainage area is less than an acre, Catch Basin Inserts (according to
Appendix D, D.2.1.5.3 of 2017 City of Renton Surface Water Design Manual) will be
installed within 500 feet of construction area in order to prevent the sediments form
entering the storm drainage systems. They will be installed prior to any clearing and
grading.
6. Surface Water Collection
As the contributing drainage area is small enough to be treated with Perimeter protection
and Sediment retention, Silt Fence and Catch Basin Inserts will be installed prior to any
clearing and grading, as shown on the TESC Plan.
7. Dewatering Control
Dewatering of trench and foundation will be done via vactor trucks as needed.
8. Dust Control
Dust Control will not be required as the redevelopment involves replacing the existing
paved area with the proposed building.
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STORMWATER SITE PLAN PAGE 24
9. Flow Control
Surface water from disturbed areas will be routed through the existing flow control facility.
10. Control Pollutants
Similar to SWPPS Measures.
11. Protect Existing and Proposed Stormwater Facilities and On-site BMPs
Protection measures will be installed and maintained so as to prevent adverse impacts to
existing stormwater facilities and on-site BMPs and areas of proposed stormwater facilities
and on-site BMPs for the project. Adverse impacts can prompt the requirement to restore
or replace affected stormwater facilities and on-site BMPs.
a. Protect all stormwater facilities and on-site BMPs and proposed stormwater facility and
on-site BMP footprints from sedimentation through installation and maintenance of
erosion and sediment control BMPs on portions of the site that drain into the
BMPs/facilities.
b. Stormwater facilities and on-site BMPs will be restored to their fully functioning
condition if they accumulate sediment during construction. Restoring the stormwater
facilities and on-site BMPs will include, at a minimum, removal of sediment and any
sediment-laden bioretention soils, and replacing the removed soils with soils meeting
the design specification. Replacement with a new fully functioning stormwater facility
and/or on-site BMP may be required if restoration to the fully functioning condition
cannot be accomplished.
c. Prevent compacting Bioretention BMPs/facilities by excluding construction equipment
and foot traffic. Protect completed lawn and landscaped areas from compaction due to
construction equipment.
d. Control erosion and avoid introducing sediment from surrounding land uses onto
permeable pavement BMPs. Do not allow muddy construction equipment on the base
material or pavement. Do not allow sediment-laden runoff onto permeable pavements.
e. Permeable pavement BMPs fouled with sediments or no longer passing an initial
infiltration text will be cleaned using procedures from Appendix A of 2017 City of
Renton SWDM or the manufacturer’s procedures.
f. Keep all heavy equipment off existing soils under stormwater facilities and on-site
BMPs that have been excavated to final grade to retain the infiltration rate of the soils.
12. Maintain Protective BMPs
Protection measures will be maintained to ensure continued performance of their intended
function, to prevent adverse impacts to the existing stormwater facilities and on-site BMPs
and areas of proposed BMPs/facilities, and protect other disturbed areas of the project.
Protection measures will be monitored per Section D.2.4.4 of 2017 City of Renton SWDM
at a minimum.
a. Maintain and repair all temporary and permanent erosion and sediment control BMPs
as needed to ensure continued performance of their intended function in accordance
with BMP specifications.
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STORMWATER SITE PLAN PAGE 25
b. Remove all temporary erosion and sediment control BMPs prior to final construction
approval or within 30 days after achieving final site stabilization or after the temporary
BMPs are no longer needed.
c. Provide protection to all stormwater facilities and on-site BMPs installed for the
permanent control of stormwater from sediment and compaction. All stormwater
facilities and on-site BMPs that are to remain in place following completion of
construction will be examined and placed in full operating conditions. If sediment
enters the stormwater facilities and/or on-site BMPs during construction, it shall be
removed and the stormwater facility and on-site BMP will be returned to the conditions
specified in the construction documents or as required for full stormwater facility and
on-site BMP replacement.
d. Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil
resulting from removal of erosion and sediment control BMPs or vegetation.
13. Manage the Project
The project will be effectively managed by coordinating the timing of site development
relative to the ESC concerns and timely inspection, maintenance and update of protective
measures.
A qualified CSWPP Supervisor will be assigned to be the primary contact for ESC and
SWPPP issues.
In addition, project management will incorporate the following;
a. Phase development projects to the maximum degree practicable and take into account
seasonal work limits.
b. Inspection and monitoring – Inspect, maintain, and repair all BMPs as needed to ensure
continued performance of their intended function. Conduct site inspections and
monitoring in accordance with the Construction Stormwater General Permit and City
requirements.
c. Maintaining an updated construction SWPPP – Maintain, update, and implement the
SWPPP in accordance with the Construction Stormwater General Permit and City
requirements.
8.2 Part B: SWPPS Measures:
The following SWPPS measures were considered for application to the project:
a) Follow effective pollutant handling and disposal procedures.
b) Provide cover and containment for materials, fuel and other pollutants
c) Manage Project site to maximize pollutant control and minimize pollutant sources.
d) Protect from spills and drips of petroleum products and other pollutants
e) Avoid over application or untimely application of chemicals and fertilizers
f) Prevent or treat contamination of stormwater runoff by pH modifying sources
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STORMWATER SITE PLAN PAGE 26
9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT
9.1 City of Renton Bond Quantity Worksheet
A copy of the bond quantity worksheet is included in Appendix F.
9.2 Flow Control and Water Quality Facility Summary Sheet and Sketch
To be submitted following final approval of the plans.
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STORMWATER SITE PLAN PAGE 27
10 OPERATIONS AND MAINTENANCE MANUAL
All drainage facilities must be maintained by the property owner as specified in the Appendix A
of the City of Renton 2017 Surface Water Design Manual, “Maintenance Requirements for
Stormwater Facilities and On-site BMPs”, and as further prescribed in Chapter 6 for water quality
facilities. A copy of the Operation and Maintenance Manual submitted as part of the permit
application for flow control and water quality treatment facilities used will be retained on site. See
Appendix G of this report for a copy of the maintenance manual. A log of maintenance activity
indicating when cleaning occurred and where waste was disposed of will also be kept by the owner
and be available for inspection by the City.
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN
FIGURES
1. FIGURE 1: TIR WORKSHEET
2. FIGURE 2: SITE LOCATION MAP
3. FIGURE 3: DRAINAGE BASIN MAP
4. FIGURE 4: EXISTING DISCHARGE POINT
5. FIGURE 5: NRCS WEB SOIL SURVEY
6. FIGURE 6: FLOW CONTROL APPLICATION MAP
7. FIGURE 7: FEMA FLOOD INSURANCE RATE MAP (FIRM)
8. FIGURE 8: TREE RETENTION CREDIT CALCULATION
9. FIGURE 9: CITY OF RENTON BOND QUANTITY WORKSHEET
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN
Appendix A –
OFFSITE ANALYSIS
1. DOWNSTREAM ANALYSIS MAP
2. PHOTOS
3. FIELD NOTES
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN
Appendix B –
FLOW CONTROL
1. WWHM HYDROLOGIC ANALYSIS
2. EXISTING LAND COVER EXHIBIT
3. PROPOSED LAND COVER EXHIBIT
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STORMWATER SITE PLAN
Appendix C -
CONVEYANCE SYSTEM ANALYSIS
1. EXHIBIT C1 – PROPOSED CONVEYANCE BASINS
2. ISOPLUVIALS
3. RATIONAL METHOD CALCULATIONS
4. BENTLEY FLOW MASTER ANALYSIS
5. BACKWATER ANALYSIS
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN
Appendix D -
WATER QUALITY
1. EXHIBIT D-1: NEW AND REPLACED PGIS AREA
2. EXHIBIT D-2: PGIS AREA TREATED BY FILTERRA
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STORMWATER SITE PLAN
Appendix E -
OTHER REPORTS
1. GEOTECHNICAL REPORT
2. GEOTECHNICAL REPORT INFILTRATION ADDENDUM
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN
Appendix F -
BOND QUANTITY WORSKSHEET
1. CITY OF RENTON BOND QUANTITY WORKSHEET
Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200••Section I: Project Information•••Section II: Bond Quantities Worksheets••Section II.a EROSION CONTROL (Stabilization/Erosion Sediment Control (ESC))•Section II.b TRANSPORTATION (Street and Site Improvements)•Section II.c DRAINAGE (Drainage and Stormwater Facilities): •Section II.d WATER - ONLY APPLICABLE IF WATER SERVICE IS PROVIDED BY CITY OF RENTON•Section II.e SANITARY SEWER - ONLY APPLICABLE IF SEWER SERVICE IS PROVIDED BY CITY OF RENTON••••••Section III. Bond Worksheet• This section calculates the required Permit Bond for construction permit issuance as well as the required Maintenance Bond for project close-out submittals to release the permit bond on a project. All unit prices include labor, equipment, materials, overhead and profit. Complete the 'Quantity' columns for each of the appropriate section(s). Include existing Right-of-Way (ROW), Future Public Improvements and Private Improvements.The 'Quantity Remaining' column is only to be used when a project is under construction. The City allows one (1) bond reduction during the life of the project with the exception of the maintenance period reduction.Excel will auto-calculate and auto-populate the relevant fields and subtotals throughout the document. Only the 'Quantity' columns should need completing.Additional items not included in the lists can be added under the "write-in" sections. Provide a complete description, cost estimate and unit of measure for each write-in item. Note: Private improvements, with the exception of stormwater facilities, are not included in the bond amount calculation, but must be entered on the form. Stormwater facilities (public and private) are required to be included in the bond amount.BOND QUANTITY WORKSHEET INSTRUCTIONSThis worksheet is intended to be a "working" copy of the bond quantity worksheet, which will be used throughout all phases of the project, from initial submittal to project close-out approval. Submit this workbook, in its entirety, as follows:The following forms are to be completed by the engineer/developer/applicant as applicable to the project: The Bond Worksheet form will auto-calculate and auto-populate from the information provided in Section I and Section II.This section includes all pertinent information for the projectSection II contains a separate spreadsheet TAB for each of the following specialties: (1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for civil construction permit submittal. Hard copies are to be included as part of the Technical Information Report (TIR).(1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for final close-out submittal.This section must be completed in its entiretyInformation from this section auto-populates to all other relevant areas of the workbookPage 1 of 14Ref 8-H Bond Quantity WorksheetINSTRUCTIONSUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018
Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date Prepared: Name:PE Registration No:Firm Name:Firm Address:Phone No.Email Address:Project Name: Project Owner:CED Plan # (LUA):Phone:CED Permit # (U):Address: Site Address:Street Intersection:Addt'l Project Owner:Parcel #(s):Phone:Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:NOWater Service Provided by:If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONCITY OF RENTONCITY OF RENTON1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out SubmittalEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and GradingUtility ProvidersN/AProject Location and DescriptionProject Owner InformationKing County Regional AFIS Lab ReplacementSeattle, WA 981049188000146King County DES Facilities (c/o Joe Hicker)17-000627206-477-93705/10/2018Prepared by:FOR APPROVALProject Phase 1Map@deainc.comMarc Pudists33790David Evans and Associates, Inc.2106 Pacific Ave, Suite 400, Tacoma, Wa 98402253.250.0630900 Oaksdale Ave SW, Renton WA500 4th Avenue, Suite 800SW Grady Way18-000069Abbreviated Legal Description:SE 1/4, Section 26, Townhsip 23 North, Range 4 East, W.M.Page 2 of 14Ref 8-H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018
CED Permit #:18-000069UnitReference #PriceUnitQuantity CostBackfill & compaction-embankmentESC-16.50$ CY5003,250.00Check dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ Each Catch Basin ProtectionESC-335.50$ Each6213.00Crushed surfacing 1 1/4" minusESC-4WSDOT 9-03.9(3)95.00$ CY DitchingESC-59.00$ CY Excavation-bulkESC-62.00$ CY Fence, siltESC-7SWDM 5.4.3.11.50$ LF Fence, Temporary (NGPE)ESC-81.50$ LF7001,050.00Geotextile 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$ SY6001,500.00Mulch, by machine, straw, 2" deepESC-16SWDM 5.4.2.12.00$ SY Piping, temporary, CPP, 6"ESC-1712.00$ LF Piping, temporary, CPP, 8"ESC-1814.00$ LF Piping, temporary, CPP, 12"ESC-1918.00$ LF Plastic covering, 6mm thick, sandbaggedESC-20SWDM 5.4.2.34.00$ SY Rip Rap, machine placed; slopesESC-21WSDOT 9-13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22SWDM 5.4.4.11,800.00$ Each Rock 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:6,013.00SALES TAX @ 10%601.30EROSION/SEDIMENT TOTAL:6,614.30(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)WRITE-IN-ITEMS Page 3 of 14Ref 8-H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018
CED Permit #:18-000069ExistingFuture 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$ AcreExcavation - 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$ LF2354,700.00Fencing, chain link, gate, vinyl coated, 20' GI-121,400.00$ EachFill & compact - common barrowGI-1325.00$ CYFill & compact - gravel baseGI-1427.00$ CYFill & compact - screened topsoilGI-1539.00$ CYGabion, 12" deep, stone filled mesh GI-1665.00$ SYGabion, 18" deep, stone filled mesh GI-1790.00$ SYGabion, 36" deep, stone filled meshGI-18150.00$ SYGrading, fine, by handGI-192.50$ SYGrading, fine, with graderGI-202.00$ SYMonuments, 3' LongGI-21250.00$ EachSensitive Areas SignGI-227.00$ EachSodding, 1" deep, sloped groundGI-238.00$ SYSurveying, line & gradeGI-24850.00$ DaySurveying, lot location/linesGI-251,800.00$ AcreTopsoil Type A (imported)GI-2628.50$ CYTraffic control crew ( 2 flaggers )GI-27120.00$ HRTrail, 4" chipped woodGI-288.00$ SYTrail, 4" crushed cinderGI-299.00$ SYTrail, 4" top courseGI-3012.00$ SYConduit, 2"GI-315.00$ LFWall, retaining, concreteGI-3255.00$ SFWall, rockeryGI-3315.00$ SFSUBTOTAL THIS PAGE:4,700.00(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 5/11/2018
CED Permit #:18-000069ExistingFuture 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$ SY130045,500.00Barricade, Type III ( Permanent )RI-556.00$ LFGuard RailRI-630.00$ LFCurb & Gutter, rolledRI-717.00$ LFCurb & Gutter, verticalRI-812.50$ LF5006,250.00Curb and Gutter, demolition and disposalRI-918.00$ LF5009,000.00Curb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LFSawcut, asphalt, 3" depthRI-121.85$ LF5501,017.50Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LFShoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SY2007,600.00Sidewalk, 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$ Each428.00Striping, 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:69,395.50(B)(C)(D)(E)Page 5 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018
CED Permit #:18-000069ExistingFuture 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$ SY89024,920.004" select borrowPL-35.00$ SY1.5" top course rock & 2.5" base coursePL-414.00$ SYSUBTOTAL PARKING LOT SURFACING:24,920.00(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street TreesLA-1Median LandscapingLA-2Right-of-Way LandscapingLA-3Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.SignsTR-1Street Light System ( # of Poles)TR-2Traffic SignalTR-3Traffic Signal ModificationTR-4SUBTOTAL TRAFFIC & LIGHTING:(B)(C)(D)(E)WRITE-IN-ITEMSSUBTOTAL WRITE-IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL:74,095.50SALES TAX @ 10%7,409.55STREET AND SITE IMPROVEMENTS TOTAL:81,505.05(B)(C)(D)(E)Page 6 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018
CED Permit #:18-000069ExistingFuture 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$ Each46,000.00CB Type ILD-51,750.00$ EachCB Type II, 48" diameterD-62,300.00$ Each 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$ EachCleanout, PVC, 4"D-20150.00$ EachCleanout, PVC, 6"D-21170.00$ EachCleanout, PVC, 8"D-22200.00$ Each1200.00Culvert, PVC, 4" D-2310.00$ LFCulvert, PVC, 6" D-2413.00$ LFCulvert, PVC, 8" D-2515.00$ LF41615.00Culvert, 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:6,815.00(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 5/11/2018
CED Permit #:18-000069ExistingFuture 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$ LFCulvert, CPE Triple Wall, 30" D-5778.00$ LFCulvert, CPE Triple Wall, 36" D-58130.00$ LFCulvert, LCPE, 6"D-5960.00$ LFCulvert, LCPE, 8"D-6072.00$ LFCulvert, LCPE, 12"D-6184.00$ LFCulvert, LCPE, 15"D-6296.00$ LFCulvert, LCPE, 18"D-63108.00$ LFCulvert, LCPE, 24"D-64120.00$ LFCulvert, LCPE, 30"D-65132.00$ LFCulvert, LCPE, 36"D-66144.00$ LFCulvert, LCPE, 48"D-67156.00$ LFCulvert, LCPE, 54"D-68168.00$ LFSUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 8 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018
CED Permit #:18-000069ExistingFuture 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$ LF19116,044.00Culvert, 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:16,044.00(B)(C)(D)(E)Page 9 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018
CED Permit #:18-000069ExistingFuture 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 French Drain (3' depth)SD-426.00$ LFGeotextile, laid in trench, polypropyleneSD-53.00$ SYMid-tank Access Riser, 48" dia, 6' deepSD-62,000.00$ EachPond Overflow SpillwaySD-716.00$ SYRestrictor/Oil Separator, 12"SD-81,150.00$ EachRestrictor/Oil Separator, 15"SD-91,350.00$ EachRestrictor/Oil Separator, 18"SD-101,700.00$ EachRiprap, placedSD-1142.00$ CYTank End Reducer (36" diameter)SD-121,200.00$ EachInfiltration pond testingSD-13125.00$ HRPermeable PavementSD-14Permeable Concrete SidewalkSD-15Culvert, Box __ ft x __ ftSD-16SUBTOTAL SPECIALTY DRAINAGE ITEMS:(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention PondSF-1Each Detention TankSF-2Each Detention VaultSF-3Each Infiltration PondSF-4Each Infiltration TankSF-5Each Infiltration VaultSF-6Each Infiltration TrenchesSF-7Each Basic Biofiltration SwaleSF-8Each Wet Biofiltration SwaleSF-9Each WetpondSF-10Each WetvaultSF-11Each Sand FilterSF-12Each Sand Filter VaultSF-13Each Linear Sand FilterSF-14Each Proprietary FacilitySF-15Each 2Bioretention 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 5/11/2018
CED Permit #:18-000069ExistingFuture 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)STORM PIPE PVC 10"WI-120.00$ LF621,240.004'x4' Filterra (proprietary facility)WI-29,500.00$ EA19,500.004'x6' Filterra (proprietary facility)WI-310,500.00$ EA110,500.00WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:21,240.00DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:28,055.00SALES TAX @ 10%2,805.50DRAINAGE AND STORMWATER FACILITIES TOTAL:30,860.50(B) (C) (D) (E)Page 11 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018
CED Permit #:18-000069ExistingFuture 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 5/11/2018
CED Permit #:18-000069ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ EachGrease 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$ LFSewer 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:SALES TAX @ 10%SANITARY SEWER TOTAL:(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 5/11/2018
Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)Existing Right-of-Way Improvements Subtotal (b)(b)-$ Future Public Improvements Subtotal(c)-$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d)(d)30,860.50$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond6,172.10$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. 253.250.0630Map@deainc.comKing County Regional AFIS Lab Replacement17-000627900 Oaksdale Ave SW, Renton WA9188000146FOR APPROVAL18-0000692106 Pacific Ave, Suite 400, Tacoma, Wa 9840237,474.80$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS5/10/2018Marc Pudists33790David Evans and Associates, Inc.R((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)6,614.30$ -$ 30,860.50$ 6,614.30$ -$ 30,860.50$ -$ Page 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018
KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018
STORMWATER SITE PLAN
Appendix G -
OPERATIONS AND MAINTENANCE MANUAL
1. OPERATIONS AND MAINTENANCE MANUAL FOR ON-SITE BMPS