HomeMy WebLinkAboutR_Greens Landing_Technical_Information_Report_210625_ApprovedLITCHFIELD ENGINEERING
Civil Engineering & Development Services
TECHNICAL INFORMATION REPORT
for the
GREEN’S LANDING SHORT PLAT
Prepared for:
Sid Constantinescu
Pacific Crest Realty Advisors, LLC as
General Receiver for Xavier Crossing, LLC
10900 NE 4th Street, Suite 2300
Bellevue, WA 98004
Prepared By:
Keith A. Litchfield, P.E.
Date Issued: March 20, 2019
Date Revised: October 22, 2020
Updated: April 23, 2021
12840 81ST AVENUE NE ¨ KIRKLAND, WA 98034
PH 425-821-5038 FAX 425-821-5739
APPROVED
06/25/2021 msippo
DEVELOPMENT ENGINEERING DIVISION
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Contents
SECTION 1: Project Overview ....................................................................................... 6
SECTION 2: Core and Special Requirements Summary ........................................... 10
SECTION 3: Offsite Analysis ....................................................................................... 13
SECTION 4: Flow Control, LID, and Water Quality Facility Analysis and Design .... 15
SECTION 5: Conveyance System Analysis and Design ............................................ 22
SECTION 6: Special Reports and Studies .................................................................. 23
SECTION 7: Other Permits .......................................................................................... 23
SECTION 8: CSWPP Analysis and Design ................................................................. 23
SECTION 9: Bond Quantities, Facility Summaries, and Declaration of Covenant .. 25
SECTION 10: Operations and Maintenance Manual ................................................. 25
FIGURES
Figure 1 – TIR Worksheet
Figure 2 – Vicinity Map
Figure 3 – Drainage Basin & Site Characteristics
Figure 4 – Soils Map
APPENDICIES
Appendix A – WWHM Analysis
Appendix B – Operations & Maintenance Manual
Appendix C – Pacific Engineering Design, LLC Offsite Analysis
Appendix D – Geotechnical Report
Appendix E – Bond Quantity Worksheet
Appendix F – Declaration of Covenant for Privately Maintained Flow Control and
Water Quality Features
Appendix G – Flow Control and Water Quality Facility Summary Sheet and Sketch
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SECTION 2: Conditions and Requirements Summary
CONDITIONS
The Green's Landing short plat, File No. LUA21-000053, SHPL-A, MOD, as depicted in Exhibit 2, is
approved and is subject to the following conditions per the Administrative Report & Decision
dated April 8, 2021:
1. A detailed landscape plan meeting the requirements of RMC 4-8-120D.12 shall be submitted
at the time of Construction Permit review for review and approval by the Current Planning
Manager. The detailed landscape plan shall include, but not be limited to, a 10-foot on-site
landscape strip along all street frontages and a minimum 15-foot perimeter landscape buffer
around the stormwater detention tract.
Status-The Landscape Plan included with the submittal package includes 5’ landscape strip
and 10’ of grass to provide the 15’ of landscaping.
2. A Homeowners Association shall be established to maintain all common improvements
within the short plat. Draft CC and R’s for the Homeowners Association shall be submitted to
the City for review and approval at the time of Construction Permit review.
Status-A draft of the CC&R’s for the Homeowners Association will be submitted under
separate cover.
3. A final Tree Retention and Replacement Plan shall be submitted at the time of Construction
Permit application for review and approval by the Current Planning Project Manager. The
final Tree Retention and Replacement Plan shall include the planting of a minimum of 18
minimum 2-inch caliper replacement trees and a minimum of two trees per 5,000 square feet
of lot area for compliance with the minimum tree density requirements. Any replacement
trees that are not required for compliance with an individual lots minimum tree density shall
be planted within the stormwater detention tract and the stormwater detention tract (Tract
B) shall be renamed to a Stormwater Detention/Tree Retention Tract.
Status-The Tree Retention & Replacement Plan is included in the plan set.
4. Additional infiltration tests shall be done on the site where infiltration BMPS are proposed. If
the infiltration tests do not provide information that the required minimum infiltration rate
is available at the proposed full infiltration BMP location, the applicant may be required to
apply additional on-site BMPs in order to meet the minimum requirements outlined in Core
Requirement #9. This may impact the maximum ground impervious surface allowed on the
lots, which may impact the building square footage. The additional infiltration testing shall
be provided to the Plan Reviewer at the time of Construction Permit application for review
and approval.
Status-A note regarding the additional infiltration tests has been added on Sheet 4 of the
plan set.
5. A revised utility plan shall be submitted at the time of Construction Permit review showing
the required 8-inch diameter sewer main extension along the entire NE 2nd St frontage from
the existing sewer manhole located at the intersection of Hoquiam Ave NE and NE 2nd St, to
provide future service to properties located upstream. The revised Utility Plans shall be
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submitted to the Plan Review at the time of Construction Permit application for review and
approval.
Status-The plan set includes the sewer extension on NE 2nd Street.
6. The stormwater vault shall be located entirely below grade. Any proposal to convert the
proposed stormwater vault within the storm drainage tract to a stormwater detention pond
shall be considered a Major Plat Amendment subject to the requirements outlined under
RMC 4-7-080M.2.
Status-The vault is entirely below grade and the section updated to reflect this on Sheet 7.
DRAINAGE REVIEW REQUIREMENTS
Per Figure 1.1.2.A – Flow Chart for Determining Type of Drainage Review Required of the 2017 City
of Renton Surface Water Design Manual the project requires Directed Drainage Review. See below
for Figure 1.1.2.A. Per Section 1.1.2.3 Directed Drainage Review requires the project to comply with
all nine core requirements and all six special requirements.
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CORE & SPECIAL REQUIREMENTS
1. Core Req. #1 – Discharge at natural location
A field review of the site-specific topography indicates that the developed drainage will
discharge to the natural point of discharge located downstream of the project site. Currently
the conveyance system abutting the project site is a grass/dirt lined ditch that is
approximately 2’ wide by 1’ deep. The ditch is proposed to be replaced with 12” CPEP and
backfilled with gravel. Discharge will be made to a new catch basin at the location of an
existing 18” culvert approximately 240 feet to the west of the site.
2. Core Req. #2 – Offsite Analysis
An off-site analysis has been prepared for approval by the City of Renton, See Section 3.
3. Core Req. #3 – Flow Control
Flow control will be provided for the development via a private combined detention/water
quality vault. See Section 4.
4. Core Req. #4 – Conveyance System
The proposed on-site conveyance and tightline system will route runoff to the proposed
detention vault. The detention vault will outlet to the proposed conveyance system within
NE 2nd Street. Please refer to Section 5 for a capacity analysis.
5. Core Req. #5 – Construction Stormwater Pollution Prevention
An erosion and sediment control plan, which will serve to minimize soil
erosion/sedimentation during the proposed site construction, will be prepared for approval
by the City of Renton.
6. Core Req. #6 – Maintenance and Operations
The on-site stormwater system will be maintained by the homeowners. The off-site
conveyance systems and detention/water quality vault will be maintained by the City of
Renton. See Appendix B.
7. Core Req. #7 – Financial Guarantees & Liability
Financial Guarantee & Liability commitments between the property developer and the City
of Renton will be established at the time of permit issuance.
8. Core Req. #8 – Water Quality Facilities
The proposed pollution generating impervious surfaces are greater than 5,000 SF, therefore
water quality treatment is required. The project proposes a private combined detention and
wetvault system to meet the water quality requirement.
9. Core Req. #9 – On-Site BMPs
Proposed on-site BMPs consist of permeable pavement and limited infiltration trenches.
Please refer to Section 4 for more detail.
10. Special Req. #1 – Other Adopted Area-Specific Requirements
The 2017 City of Renton SWDM was reviewed and there are no additional requirements.
11. Special Req. #2 – Flood Hazard Area Delineation
Per City of Renton mapping the site does not lie within a floodplain, zero-rise flood fringe,
zero-rise floodway or FEMA floodway.
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12. Special Req. #3 – Flood Protection Facilities
Not applicable to this project.
13. Special Req. #4 – Source Controls
Not applicable to this project
14. Special Req. #5 – Oil Control
This project is not considered high-use therefore oil control is not applicable to this project.
15. Special Req. #6 – Aquifer Protection Area
Not applicable to this project per Reference 15-B in the City of Renton SWDM.
SECTION 3: Offsite Analysis
A field review of the downstream conditions was performed on December 31, 2018. The weather
was sunny; the temperature was approximately 50 degrees. Prior to performing the site
reconnaissance, the City of Renton GIS Mapping and the Offsite Analysis within the Preliminary
TIR prepared by Pacific Engineering Design, LLC, dated January 2, 2018, was reviewed. Litchfield
Engineering concurs with the Offsite Analysis prepared by Pacific Engineering Design, LLC. Please
see below for a summary of the downstream system. Please refer to Appendix C for the Offsite
Analysis prepared by Pacific Engineering Design, LLC.
Upstream Analysis:
Based on topography, there are no significant upstream tributary areas to the site. Upstream
runoff to the north and east is intercepted by the existing conveyance system within Hoquiam
Ave NE.
Runoff from the site sheet flows to the southwest towards NE 2nd Street and is collected in the
existing public conveyance ditch. The existing ditch conveys runoff to the west for approximately
240 feet before entering an existing 18” public concrete culvert. The existing culvert directs
runoff to the south for approximately 50 feet before discharging to Maplewood Creek. The creek
conveys runoff in the southeasterly direction for 356 feet before entering an existing 18”
concrete culvert. The creek is then conveyed to the south through the culvert for 88 feet before
continuing in the southern direction via an open channel for approximately 260 feet. The creek
continues to the south via a concrete culvert for approximately 75 feet before being redirected
to the west via 36” conveyance pipe for approximately 335 feet. Runoff is then directed to the
south via 36” conveyance pipe for approximately 630 feet. The field reconnaissance was
terminated as the investigation exceeded the required ¼ mile point analysis. Please note that the
creek was not observed during the field reconnaissance due to right of entry.
Downstream Concerns & Effects of Proposed Project: Drainage from the developed site will be
detained onsite and discharged to the existing public conveyance system within NE 2nd Street.
The downstream appears capable of conveying the release rates associated with the project.
Significant impacts to the downstream system are not anticipated, as no significant signs of
drainage related problems were observed during the field reconnaissance.
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Resource Review:
The following list from the 2016 KCSWDM Resource Review was reviewed:
Basin Plan - There is no known Adopted Basin Plan for this area.
Floodplain Map - Per FEMA Panel Map # 53033C0982F, the site is not located within a flood
hazard area.
Other Offsite Analysis Reports – The Offsite Analysis within the Preliminary TIR prepared by
Pacific Engineering Design, LLC, dated January 2, 2018 was reviewed.
Sensitive Areas - The City of Renton online mapping was reviewed and there are no sensitive
areas on or adjacent to the site.
Downstream Complaints – There are no known downstream drainage complaints.
Road Drainage – There are no known road drainage complaints.
King County Soils Survey - The on-site soils are AgC-Alderwood gravelly sandy loam, 8 to 15
percent slopes, per the US Department of Agriculture.
Wetlands Inventory - There are no wetlands located on-site.
Migrating River Studies - There are no known migrating rivers in the resource review area.
Section 303d list of polluted waters – There is an unnamed creek within the Maplewood Golf
Course located approximately 0.95 miles from the site that is listed as a Category 5 water body
per the Water Quality Assessment Map on the DOE website.
KC designated water quality problems - There are no known King County designated water
quality problems within the area.
Stormwater compliance plans - Not applicable to this project.
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SECTION 4: Flow Control, LID, and Water Quality Facility Analysis and Design
A formal flow control facility is required for the project site based on Section 1.2.3 of the City of
Renton Surface Water Design Manual (SWDM). According to the Flow Control Application Map
in the City of Renton SWDM, Reference 15-A, the project site is located within the Flow Control
Duration Standard (Forested Conditions). This flow control standard matches the flow duration
of pre-developed rates for forested (historic) site conditions over the range of flows extending
from 50% of 2-year up to the full 50-year flow and matches peaks for the 2- and 10-year return
periods. A private combined detention and wetvault is proposed to meet the Flow Control and
Water Quality Requirements.
A hydrologic analysis of the site was completed in order to size the required on-site detention
and water quality treatment necessary to account for the increase in the peak storm water
release rate for the developed site. The site was analyzed for the pre-developed and developed
conditions under the Western Washington Hydrology Model (WWHM) using the WWHM2012
software developed and provided by the Department of Ecology. The detention vault was sized
assuming maximum impervious allowed per zoning (65%) and by implementing flow control BMP
credits (limited infiltration and permeable pavement). Below are the areas used in the analysis;
please refer to Appendix A for the complete WWHM analysis.
Given the site topography approximately 1,700 SF of the improved NE 2nd Street ROW could not
be conveyed to the detention vault. See the Existing and Developed Conditions Maps on the
following pages for additional information.
Predeveloped Conditions:
On-Site:
Area Forest = 1.160 acre
Off-Site (Hoquiam Ave & 2nd St):
Area Forest = 0.136 acre
Total Project (On & Off-Site)
Area Forest = 1.296 acre
Developed Conditions w/ Flow Control BMP Credits:
Please see below for a summary of the developed areas with flow control BMP credits
implemented for permeable pavement (50% credit) and limited infiltration (10% credit).
Please refer to the following page for a more detailed summary of on and off-site areas.
On-Site (after dedication):
Impervious = 0.532 acre
Pervious = 0.382 acre
Total Onsite = 0.914 acre
Off-Site (after dedication):
Impervious = 0.251 acre
Pervious = 0.092 acre
Total Offsite = 0.343 acre
Off-Site Bypass (after dedication):
Impervious = 0.032 acre
Pervious = 0.007 acre
Total Bypass = 0.039 acre
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Total Project:
Impervious = 0.815 acre
Pervious = 0.481 acre
Total Area = 1.296 acre
Table 1: Developed Areas (after dedication)
Area Description Area (SF) Notes
Onsite:
Lot 1: SF
Roof*= 1,885 Limited Infiltration
Driveway = 400 Permeable Pavement
Misc. Impervious = 1,189
Total Impervious (65%) = 3,474
Total Pervious (35%) = 1,870
Total Lot Area = 5,344
Lot 2:
Roof*= 2,631 Limited Infiltration
Driveway = 400 Permeable Pavement
Misc. Impervious = 858
Total Impervious (65%) = 3,889
Total Pervious (35%) = 2,094
Total Lot Area = 5,983
Lot 3:
Roof*= 2,523 Limited Infiltration
Driveway = 400 Permeable Pavement
Misc. Impervious = 885
Total Impervious (65%) = 3,808
Total Pervious (35%) = 2,051
Total Lot Area = 5,859
Lot 4:
Roof*= 1,850 Limited Infiltration
Driveway = 400 Permeable Pavement
Misc. Impervious = 1,195
Total Impervious (65%) = 3,445
Total Pervious (35%) = 1,855
Total Lot Area = 5,300
Lot 5:
Roof*= 2,135 Limited Infiltration
Driveway = 400 Permeable Pavement
Misc. Impervious = 649
Total Impervious (65%) = 3,184
Total Pervious (35%) = 1,715
Total Lot Area = 4,899
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Lot 6:
Roof*= 1,860 Limited Infiltration
Driveway = 400 Permeable Pavement
Misc. Impervious = 1,046
Total Impervious (65%) = 3,306
Total Pervious (35%) = 1,780
Total Lot Area = 5,086
Tract A:
Impervious = 1,380 Permeable Pavement
Pervious = 0
Total Area = 1,380
Tract B:
Impervious (65%) = 3,872
Pervious (35%) = 2,085
Total Area = 5,957
Offsite:
Impervious = 9,571
Pervious = 3,711
Total Offsite Area = 13,282
Offsite Bypass:
Impervious = 1,400
Pervious = 300
Total Offsite Bypass = 1,700
* The roof area for each lot is the max allowable per the building setback lines.
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Existing Conditions Map
N
C, Forest, Flat = 1.296 Acres
Total Project Site = 1.296 Acres
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Developed Conditions Map
N
Basin:
Impervious, Flat = 0.783 Acres
C, Lawn, Flat = 0.474 Acres
Total = 1.257 Acres
Bypass:
Impervious, Flat = 0.032 Acres
C, Lawn, Flat = 0.007 Acres
Total = 0.039 Acres
Total Project Site = 1.296 Acres
Bypass
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Detention System:
Per the WWHM analysis a 38.90’ x 60.20’ (inside dimensions) vault with 8’ of live storage is
proposed. The 12” flow control restrictor is 8’ tall and located 0.5’ from the bottom of the
hollow core panels to provide freeboard. The restrictor has three orifices, please see below for
the WWHM analysis showing the orifice heights and diameters. The finish grade over the vault
will be approximately 402.00, allowing for a minimum cover of 2’ over the vault. The depth
from finish grade to vault invert is 4.26’. The vault has 4’ of dead storage to provide water
quality. See below for the water quality design.
Water Quality:
The proposed pollution generating impervious surfaces are greater than the 5,000 SF threshold,
therefore water quality treatment is required for this project. The area-specific water quality
treatment was determined to be Basic. The project proposes a private combined detention and
wetvault system to meet the water quality requirement.
The storm water facility incorporates and provides a two-cell basic wet vault into the design of
the storm water control and treatment facility by providing additional storage volume below the
detention vault volume. The vault is separated into two cells through the use of a baffle wall. The
highest point of the vault bottom shall be at least 6” below the outlet elevation to provide
sediment storage over the entire bottom. The wet vault was designed as detailed in the 2017
Renton Surface Water Design Manual Section 6.4.1.1 and is greater than the 91% water quality
treatment volume calculated with the approved model. This volume per WWHM is 0.1103 acre-
feet or 4,805 CF. Given the dimensions of the vault (38.9’ x 60.2’), the required depth for water
quality is 2.05’. However, per City of Renton Standard Plan 254.00, the minimum water quality
depth for a combined system is 4’. The overall vault is 60.2’ long by 38.9’ wide with the depth
varying from 13’ to 13.5’ (inside dimensions). The vault provides approximately 18,734 CF of live
storage and 9,367 CF of water quality storage. Appendix A provides complete details of the
WWHM analysis.
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On-site Flow Control BMP Analysis:
Per the 2017 City of Renton Surface Water Design Manual Section 1.2.9, all proposed projects must
provide on-site BMPs to the maximum extent feasible in order to mitigate the impacts of storm and
surface water runoff generated by the development. The feasibility and applicability of flow control
BMPs are detailed below.
1. Full Dispersion is infeasible due to the lack of native vegetated surface available to be
preserve.
2. Full Infiltration is infeasible; based on the Infiltration Testing and Subsurface Conditions
Report prepared by The Riley Group, Inc., the area available for a full infiltration system
is underlain by very dense lodgment till at a depth of 3 feet below grade. Please refer to
Appendix D for the full study.
3. All target impervious surfaces not mitigated by Requirements 1 and 2 above, must be
mitigated to the maximum extent feasible using one or more BMPs from the following
list:
· Full Infiltration:
· Limited Infiltration: Will be implemented for all proposed roof areas (12,884 SF),
see the following page for trench sizing.
· Rain Gardens: Infeasible. The area available for siting a rain garden for the
proposed driveway on each lot cannot met the required setbacks from structures,
property lines, or proposed roof downspout infiltration trenches. The maximum
slope of 7% can also not be met on Lot 6.
· Bioretention: Infeasible. The area available for siting a bioretention facility for the
proposed driveway on each lot cannot met the required setbacks from structures,
property lines, or proposed roof downspout infiltration trenches. The maximum
slope of 7% can also not be met on Lot 6.
· Permeable Pavement: Will be implemented for all driveways (2,000 SF), including
Tract A (1,380 SF) and Tract B (120 SF).
4. All target impervious surfaces not mitigated by Requirements 1, 2, and 3 above must be
mitigated to the maximum extent feasible using Basic Dispersion.
N/A – All target impervious surfaces are mitigated by Requirement 3.
5. BMPs must be implemented, at minimum, for an impervious area equal to at least 10%
of the lot. If these minimum areas are not mitigated using feasible BMPs from
Requirements 1, 2, 3, and 4 above, one or more BMPs from the following list are required
to be implemented.
· Reduced Impervious Surface Credit
· Native Growth Retention Credit
· Tree Retention Credit
N/A – All target impervious surfaces are mitigated by Requirement 3.
6. Soil amendment is required for all new pervious surfaces. A callout and soil amendment
notes are provided on Sheet 3, Grading Plan.
7. Perforated pipe connection: N/A – The roof downspouts are be routed to limited
infiltration trenches.
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Limited Infiltration Trench Sizing:
Per Section C.2.3.3 of the 2017 City of Renton Surface Water Design Manual, limited
infiltration trenches located in fine sand/loamy sand must be at least 21 LF per 1,000 SF
of impervious surface served, have at least 18” of washed drain rock, and be a minimum
of 2’ wide. This is equivalent to 63 CF of washed drain rock per 1,000 SF of impervious
surface served. Please see below for a table showing the sizing calculations used.
Table 2: Limited Infiltration Trench Sizing
Lot # Tributary
Area (SF) Calculation
Required
Volume
(CF)
Provided
Volume
(CF)
Trench Dimensions
1 1,885 (1,885 SF/1,000 SF) x 63 CF
119 126 28' L x 3' W x 1.5' D
2 2,631 (2,631 SF/1,000 SF) x 63 CF
166 168 28' L x 4' W x 1.5' D
3 2,523 (2,523 SF/1,000 SF) x 63 CF
159 162 27' L x 4' W x 1.5' D
4 1,850 (1,850 SF/1,000 SF) x 63 CF
117 121.5 27' L x 3' W x 1.5' D
5 2,135 (2,135 SF/1,000 SF) x 63 CF
135 135 30' L x 3' W x 1.5' D
6 1,860 (1,860 SF/1,000 SF) x 63 CF
117 121.5 27' L x 3' W x 1.5' D
SECTION 5: Conveyance System Analysis and Design
The conveyance calculations were performed using Manning’s Equation. The conveyance system
was checked to ensure that during the 100-year storm event, the system would function
adequately. The 100-year peak flow using WWHM from the developed site was compared to the
maximum capacity of the pipe. Using Manning’s Equation, the maximum capacity of a 12” pipe
sloped at 0.50% is 2.98 cfs, which is greater than the actual 100-year flow of 0.75 cfs (see WWHM
output below). Since all pipes within the proposed conveyance system are sloped at grades equal
to or steeper than 0.50%, the system will have adequate capacity to convey the generated runoff.
WWHM Output:
Mitigated Landuse Totals for POC #1
Total Pervious Area:0.467
Total Impervious Area:0.813
___________________________________________________________________
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.340191
5 year 0.442137
10 year 0.512939
25 year 0.606376
50 year 0.678981
100 year 0.754237
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SECTION 6: Special Reports and Studies
· Infiltration Testing and Subsurface Conditions; The Riley Group; October 18, 2018
SECTION 7: Other Permits
Single-Family Residential Building Permits and a Right-of-Way Use Permit from the City of Renton
will be required. Utility permits to construct the water system will be required from King County
Water District #90.
SECTION 8: CSWPP Analysis and Design
a. Erosion Sediment Control Plan
Several standard Best Management Practices (BMP’s) will be utilized by the contractor to
minimize the amount of erosion and sedimentation that may be perpetuated by the construction
of the site. The thirteen erosion and sedimentation control measures are outlined below:
Clearing Limits-
Prior to any site clearing, the areas to remain undisturbed during the project construction shall
be physically marked on the project site. The clearing limits are delineated on the TESC Plan as
the area to be disturbed. Tree Protection fencing is proposed for the retained trees.
Cover Measures-
Temporary and permanent cover measures shall be provided when necessary to protect
disturbed areas. Materials will be stockpiled on-site and will be covered with plastic sheeting per
KCSWDM D.2.1.2.4 when necessary.
Perimeter Protection-
Filter fencing per KCSWDM D.2.1.3.1 shall be used downstream of all disturbed areas to filter
sediment from sheet flow.
Traffic Area Stabilization-
The current entrances and parking areas shall be utilized for construction purposes.
Sediment Retention-
A sediment trap has been designed and located at the low point of the project site. In addition a
filter fence will be installed along the down gradient perimeter of the property. Catch basin filters
will be installed in new and downstream catch basins. A note is provided on the TESC and SWPP
Plan to maintain existing vegetation to the maximum extent possible. These safeguards are
anticipated to provide sufficient control of sediment transport during construction.
Sediment Trap Sizing:
The sediment trap has been sized according to Section D.2.1.5.1 of the RSWDM using the
developed conditions 2-year peak discharge. Please see below and the following page for
the WWHM output and sediment trap surface area sizing.
SA = 2 x Q2 / 0.00096
where SA = required surface area at top of riser
Q2 = 0.327 CFS (see WWHM output below)
SA = (2 x 0.327) / 0.00096 = 775 SF
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WWHM Output:
MITIGATED LAND USE
Name : South Bain
Bypass: No
GroundWater: No
Pervious Land Use acre
C, Lawn, Flat .46
Pervious Total 0.46
Impervious Land Use acre
ROADS FLAT 0.781
Impervious Total 0.781
Basin Total 1.241
__________________________________________________________________
Element Flows To:
Surface Interflow Groundwater
___________________________________________________________________
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.32758
5 year 0.426106
10 year 0.494577
25 year 0.584985
50 year 0.655267
100 year 0.728141
___________________________________________________________________
Surface Water Collection-
Surface water will be collected in a series of interceptor ditches and routed to a sediment trap
before discharge to the off-site system.
Dewatering Control-
Dewatering is not anticipated per the geotechnical report.
Dust Control-
Dust control will be implemented per KCSWDM Table D.2.1.8.A when necessary.
Flow Control-
A sediment trap has been designed to control sediment onsite during construction. When
completed the detention/water quality vault will be used for temporary and long term flow
control.
Control Pollutants-
No pollutants will be stored onsite, but a spill kit shall be retained onsite in case of any fuel spills
from construction equipment.
Protect Existing and Proposed Flow Control BMPs-
The locations for permeable pavement and limited infiltration shall be protected from
sedimentation and compaction during construction to the maximum extent feasible. When
feasible the areas shall be fenced off and heavy equipment shall not be allowed.
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Maintain BMPs-
TESC/SWPP Plan BMPs shall be maintained and repaired as needed throughout construction. All
disturbed areas of the project site shall be vegetated or otherwise permanently stabilized once
completed.
Manage the Project-
The TESC plan shall be retained onsite or within reasonable access to the site. Prior to
commencing construction, a contract for a CESCL will be established.
b. Stormwater Pollution Prevention and Spill Plan
Storage and Handling of Liquids –
Not applicable, since no petroleum products, fuels, solvents, detergents, paint, pesticides,
concrete admixtures, or form oils will be handled or stored on the project site.
Storage and Stockpiling of Construction Materials and Wastes –
Soil stockpiles will be covered with plastic when necessary during periods of rainfall. No pollution
generating waste is expected to result from the project.
Fueling –
Although expected to be minimal, onsite transfer of fuel to construction equipment will be
limited to pickup truck-mounted DOT approved fuel tanks. The refueling of equipment will be
conducted within the areas of disturbance delineated on the TESC Plan.
Maintenance, Repairs, and Storage of Vehicles and Equipment –
The contractor shall provide drip pans under equipment being stored overnight or on a prolonged
basis. No repairs to vehicles will take place on site.
Concrete Saw Cutting, Slurry, and Washwater Disposal –
No truck washout area or associated sump is required for the project site. Contractor shall
provide truck mounted hand tool rinsing tub for cleaning screeds, shovels, rakes, floats and
trowels. Wastewater from hand tool rinsing shall be disposed of offsite.
Handling of pH Elevated Water –
Upon completion of the concrete vault the finished interior concrete surface to be coated and
sealed with Thoroseal water proof cement based coating with acryl 60 additive.
Application of Chemicals Including Pesticides and Fertilizers –
Not applicable, since no chemicals will be used on the project site.
SECTION 9: Bond Quantities, Facility Summaries, and Declaration of Covenant
Bond Quantity Worksheet – Appendix E
Declaration of Covenant for Privately Maintained Flow Control and Water Quality Features –
Appendix F
Flow Control and Water Quality Facility Summary Sheet and Sketch – Appendix G
SECTION 10: Operations and Maintenance Manual
A draft Operations & Maintenance Manual is provided in Appendix B.
APPENDIX A
WWHM HYDROLOGIC ANALYSES
WWHM2012
PROJECT REPORT
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General Model Information
Project Name:Green's Short Plat Vault 6-18-19
Site Name:Green Short Plat
Site Address:5008 NE 2nd Street
City:Renton
Report Date:6/19/2019
Gage:Seatac
Data Start:1948/10/01
Data End:2009/09/30
Timestep:15 Minute
Precip Scale:1.00
Version Date:2016/02/25
Version:4.2.12
POC Thresholds
Low Flow Threshold for POC1:50 Percent of the 2 Year
High Flow Threshold for POC1:50 Year
Green's Short Plat Vault 6-18-19 6/19/2019 9:12:24 AM Page 3
Landuse Basin Data
Predeveloped Land Use
Basin 1
Bypass:No
GroundWater:No
Pervious Land Use acre
C, Forest, Flat 1.296
Pervious Total 1.296
Impervious Land Use acre
Impervious Total 0
Basin Total 1.296
Element Flows To:
Surface Interflow Groundwater
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Mitigated Land Use
South Bain
Bypass:No
GroundWater:No
Pervious Land Use acre
C, Lawn, Flat 0.474
Pervious Total 0.474
Impervious Land Use acre
ROADS FLAT 0.783
Impervious Total 0.783
Basin Total 1.257
Element Flows To:
Surface Interflow Groundwater
Vault 1 Vault 1
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Bypass
Bypass:Yes
GroundWater:No
Pervious Land Use acre
C, Lawn, Flat 0.007
Pervious Total 0.007
Impervious Land Use acre
ROADS FLAT 0.032
Impervious Total 0.032
Basin Total 0.039
Element Flows To:
Surface Interflow Groundwater
Green's Short Plat Vault 6-18-19 6/19/2019 9:12:24 AM Page 6
Routing Elements
Predeveloped Routing
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Mitigated Routing
Vault 1
Width:60.2 ft.
Length:38.9 ft.
Depth:9 ft.
Discharge Structure
Riser Height:8 ft.
Riser Diameter:12 in.
Orifice 1 Diameter:0.5625 in.Elevation:0 ft.
Orifice 2 Diameter:0.5 in.Elevation:4.4 ft.
Orifice 3 Diameter:0.5 in.Elevation:5.5 ft.
Element Flows To:
Outlet 1 Outlet 2
Vault Hydraulic Table
Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs)
0.0000 0.053 0.000 0.000 0.000
0.1000 0.053 0.005 0.002 0.000
0.2000 0.053 0.010 0.003 0.000
0.3000 0.053 0.016 0.004 0.000
0.4000 0.053 0.021 0.005 0.000
0.5000 0.053 0.026 0.006 0.000
0.6000 0.053 0.032 0.006 0.000
0.7000 0.053 0.037 0.007 0.000
0.8000 0.053 0.043 0.007 0.000
0.9000 0.053 0.048 0.008 0.000
1.0000 0.053 0.053 0.008 0.000
1.1000 0.053 0.059 0.009 0.000
1.2000 0.053 0.064 0.009 0.000
1.3000 0.053 0.069 0.009 0.000
1.4000 0.053 0.075 0.010 0.000
1.5000 0.053 0.080 0.010 0.000
1.6000 0.053 0.086 0.010 0.000
1.7000 0.053 0.091 0.011 0.000
1.8000 0.053 0.096 0.011 0.000
1.9000 0.053 0.102 0.011 0.000
2.0000 0.053 0.107 0.012 0.000
2.1000 0.053 0.112 0.012 0.000
2.2000 0.053 0.118 0.012 0.000
2.3000 0.053 0.123 0.013 0.000
2.4000 0.053 0.129 0.013 0.000
2.5000 0.053 0.134 0.013 0.000
2.6000 0.053 0.139 0.013 0.000
2.7000 0.053 0.145 0.014 0.000
2.8000 0.053 0.150 0.014 0.000
2.9000 0.053 0.155 0.014 0.000
3.0000 0.053 0.161 0.014 0.000
3.1000 0.053 0.166 0.015 0.000
3.2000 0.053 0.172 0.015 0.000
3.3000 0.053 0.177 0.015 0.000
3.4000 0.053 0.182 0.015 0.000
3.5000 0.053 0.188 0.016 0.000
3.6000 0.053 0.193 0.016 0.000
3.7000 0.053 0.198 0.016 0.000
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3.8000 0.053 0.204 0.016 0.000
3.9000 0.053 0.209 0.017 0.000
4.0000 0.053 0.215 0.017 0.000
4.1000 0.053 0.220 0.017 0.000
4.2000 0.053 0.225 0.017 0.000
4.3000 0.053 0.231 0.017 0.000
4.4000 0.053 0.236 0.018 0.000
4.5000 0.053 0.241 0.020 0.000
4.6000 0.053 0.247 0.021 0.000
4.7000 0.053 0.252 0.022 0.000
4.8000 0.053 0.258 0.023 0.000
4.9000 0.053 0.263 0.023 0.000
5.0000 0.053 0.268 0.024 0.000
5.1000 0.053 0.274 0.025 0.000
5.2000 0.053 0.279 0.025 0.000
5.3000 0.053 0.284 0.026 0.000
5.4000 0.053 0.290 0.026 0.000
5.5000 0.053 0.295 0.027 0.000
5.6000 0.053 0.301 0.029 0.000
5.7000 0.053 0.306 0.031 0.000
5.8000 0.053 0.311 0.032 0.000
5.9000 0.053 0.317 0.033 0.000
6.0000 0.053 0.322 0.034 0.000
6.1000 0.053 0.327 0.035 0.000
6.2000 0.053 0.333 0.036 0.000
6.3000 0.053 0.338 0.037 0.000
6.4000 0.053 0.344 0.037 0.000
6.5000 0.053 0.349 0.038 0.000
6.6000 0.053 0.354 0.039 0.000
6.7000 0.053 0.360 0.039 0.000
6.8000 0.053 0.365 0.040 0.000
6.9000 0.053 0.370 0.041 0.000
7.0000 0.053 0.376 0.042 0.000
7.1000 0.053 0.381 0.042 0.000
7.2000 0.053 0.387 0.043 0.000
7.3000 0.053 0.392 0.043 0.000
7.4000 0.053 0.397 0.044 0.000
7.5000 0.053 0.403 0.045 0.000
7.6000 0.053 0.408 0.045 0.000
7.7000 0.053 0.414 0.046 0.000
7.8000 0.053 0.419 0.046 0.000
7.9000 0.053 0.424 0.047 0.000
8.0000 0.053 0.430 0.047 0.000
8.1000 0.053 0.435 0.381 0.000
8.2000 0.053 0.440 0.956 0.000
8.3000 0.053 0.446 1.559 0.000
8.4000 0.053 0.451 2.010 0.000
8.5000 0.053 0.457 2.253 0.000
8.6000 0.053 0.462 2.490 0.000
8.7000 0.053 0.467 2.686 0.000
8.8000 0.053 0.473 2.869 0.000
8.9000 0.053 0.478 3.040 0.000
9.0000 0.053 0.483 3.202 0.000
9.1000 0.053 0.489 3.356 0.000
9.2000 0.000 0.000 3.504 0.000
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Analysis Results
POC 1
+ Predeveloped x Mitigated
Predeveloped Landuse Totals for POC #1
Total Pervious Area:1.296
Total Impervious Area:0
Mitigated Landuse Totals for POC #1
Total Pervious Area:0.481
Total Impervious Area:0.815
Flow Frequency Method:Log Pearson Type III 17B
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.038103
5 year 0.059843
10 year 0.072163
25 year 0.085215
50 year 0.093292
100 year 0.100162
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.027232
5 year 0.036131
10 year 0.042673
25 year 0.051707
50 year 0.059016
100 year 0.066841
Annual Peaks
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1949 0.037 0.027
1950 0.047 0.028
1951 0.084 0.048
1952 0.026 0.019
1953 0.021 0.023
1954 0.033 0.021
1955 0.052 0.024
1956 0.042 0.033
1957 0.034 0.026
1958 0.038 0.023
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1959 0.032 0.022
1960 0.057 0.040
1961 0.032 0.033
1962 0.020 0.018
1963 0.027 0.023
1964 0.036 0.025
1965 0.026 0.031
1966 0.025 0.023
1967 0.052 0.028
1968 0.032 0.025
1969 0.032 0.023
1970 0.026 0.022
1971 0.028 0.027
1972 0.062 0.043
1973 0.028 0.029
1974 0.031 0.025
1975 0.042 0.027
1976 0.030 0.022
1977 0.004 0.022
1978 0.026 0.025
1979 0.016 0.023
1980 0.059 0.043
1981 0.024 0.024
1982 0.046 0.044
1983 0.041 0.023
1984 0.025 0.020
1985 0.015 0.022
1986 0.066 0.027
1987 0.058 0.037
1988 0.023 0.021
1989 0.015 0.020
1990 0.122 0.048
1991 0.074 0.040
1992 0.028 0.025
1993 0.030 0.018
1994 0.010 0.017
1995 0.042 0.028
1996 0.089 0.047
1997 0.075 0.054
1998 0.017 0.023
1999 0.070 0.042
2000 0.029 0.024
2001 0.005 0.023
2002 0.032 0.032
2003 0.041 0.024
2004 0.053 0.046
2005 0.038 0.024
2006 0.045 0.032
2007 0.091 0.072
2008 0.117 0.048
2009 0.057 0.032
Ranked Annual Peaks
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0.1221 0.0720
2 0.1170 0.0536
3 0.0907 0.0483
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4 0.0893 0.0482
5 0.0839 0.0478
6 0.0746 0.0473
7 0.0735 0.0464
8 0.0700 0.0436
9 0.0660 0.0434
10 0.0625 0.0430
11 0.0592 0.0417
12 0.0584 0.0402
13 0.0574 0.0401
14 0.0567 0.0367
15 0.0533 0.0330
16 0.0524 0.0328
17 0.0518 0.0324
18 0.0467 0.0321
19 0.0455 0.0318
20 0.0451 0.0305
21 0.0424 0.0288
22 0.0417 0.0283
23 0.0417 0.0278
24 0.0412 0.0277
25 0.0408 0.0272
26 0.0383 0.0267
27 0.0379 0.0267
28 0.0374 0.0265
29 0.0360 0.0260
30 0.0336 0.0254
31 0.0328 0.0254
32 0.0325 0.0251
33 0.0323 0.0246
34 0.0323 0.0245
35 0.0320 0.0244
36 0.0316 0.0243
37 0.0308 0.0242
38 0.0302 0.0239
39 0.0295 0.0236
40 0.0295 0.0234
41 0.0284 0.0234
42 0.0284 0.0233
43 0.0279 0.0231
44 0.0273 0.0230
45 0.0265 0.0229
46 0.0264 0.0226
47 0.0261 0.0226
48 0.0258 0.0225
49 0.0252 0.0224
50 0.0248 0.0223
51 0.0237 0.0223
52 0.0231 0.0218
53 0.0214 0.0217
54 0.0199 0.0215
55 0.0169 0.0213
56 0.0160 0.0201
57 0.0150 0.0197
58 0.0149 0.0189
59 0.0099 0.0178
60 0.0053 0.0176
61 0.0036 0.0170
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Green's Short Plat Vault 6-18-19 6/19/2019 9:12:54 AM Page 13
Duration Flows
The Facility PASSED
Flow(cfs)Predev Mit Percentage Pass/Fail
0.0191 17554 16273 92 Pass
0.0198 16164 14784 91 Pass
0.0206 14964 13631 91 Pass
0.0213 13851 12399 89 Pass
0.0221 12812 11302 88 Pass
0.0228 11809 10226 86 Pass
0.0236 10898 9251 84 Pass
0.0243 10119 8256 81 Pass
0.0251 9383 7364 78 Pass
0.0258 8729 6464 74 Pass
0.0266 8143 5529 67 Pass
0.0273 7593 4725 62 Pass
0.0281 7058 4323 61 Pass
0.0288 6588 4079 61 Pass
0.0296 6145 3912 63 Pass
0.0303 5775 3720 64 Pass
0.0310 5435 3542 65 Pass
0.0318 5103 3358 65 Pass
0.0325 4808 3193 66 Pass
0.0333 4528 3024 66 Pass
0.0340 4254 2817 66 Pass
0.0348 4017 2597 64 Pass
0.0355 3784 2344 61 Pass
0.0363 3551 2156 60 Pass
0.0370 3339 1980 59 Pass
0.0378 3138 1777 56 Pass
0.0385 2954 1580 53 Pass
0.0393 2787 1385 49 Pass
0.0400 2599 1210 46 Pass
0.0408 2449 1017 41 Pass
0.0415 2306 780 33 Pass
0.0423 2162 590 27 Pass
0.0430 2026 452 22 Pass
0.0438 1899 379 19 Pass
0.0445 1790 321 17 Pass
0.0453 1688 270 15 Pass
0.0460 1586 225 14 Pass
0.0468 1483 180 12 Pass
0.0475 1381 150 10 Pass
0.0483 1292 133 10 Pass
0.0490 1220 95 7 Pass
0.0498 1155 64 5 Pass
0.0505 1098 52 4 Pass
0.0513 1048 47 4 Pass
0.0520 997 40 4 Pass
0.0528 930 33 3 Pass
0.0535 883 30 3 Pass
0.0543 837 28 3 Pass
0.0550 789 26 3 Pass
0.0558 743 23 3 Pass
0.0565 713 22 3 Pass
0.0573 668 20 2 Pass
0.0580 630 17 2 Pass
Green's Short Plat Vault 6-18-19 6/19/2019 9:12:54 AM Page 14
0.0588 596 16 2 Pass
0.0595 565 14 2 Pass
0.0603 539 13 2 Pass
0.0610 497 12 2 Pass
0.0618 473 10 2 Pass
0.0625 434 9 2 Pass
0.0633 399 7 1 Pass
0.0640 366 7 1 Pass
0.0648 348 7 2 Pass
0.0655 323 6 1 Pass
0.0663 296 6 2 Pass
0.0670 272 6 2 Pass
0.0678 256 5 1 Pass
0.0685 235 5 2 Pass
0.0693 217 4 1 Pass
0.0700 195 4 2 Pass
0.0708 180 2 1 Pass
0.0715 158 2 1 Pass
0.0723 145 0 0 Pass
0.0730 129 0 0 Pass
0.0738 119 0 0 Pass
0.0745 109 0 0 Pass
0.0753 97 0 0 Pass
0.0760 91 0 0 Pass
0.0768 82 0 0 Pass
0.0775 76 0 0 Pass
0.0783 69 0 0 Pass
0.0790 61 0 0 Pass
0.0798 54 0 0 Pass
0.0805 48 0 0 Pass
0.0813 41 0 0 Pass
0.0820 38 0 0 Pass
0.0828 33 0 0 Pass
0.0835 27 0 0 Pass
0.0843 22 0 0 Pass
0.0850 21 0 0 Pass
0.0858 20 0 0 Pass
0.0865 19 0 0 Pass
0.0873 17 0 0 Pass
0.0880 13 0 0 Pass
0.0888 12 0 0 Pass
0.0895 8 0 0 Pass
0.0903 4 0 0 Pass
0.0910 3 0 0 Pass
0.0918 3 0 0 Pass
0.0925 3 0 0 Pass
0.0933 3 0 0 Pass
Green's Short Plat Vault 6-18-19 6/19/2019 9:12:54 AM Page 15
Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume:0.1103 acre-feet
On-line facility target flow:0.125 cfs.
Adjusted for 15 min:0.125 cfs.
Off-line facility target flow:0.0701 cfs.
Adjusted for 15 min:0.0701 cfs.
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LID Report
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Model Default Modifications
Total of 0 changes have been made.
PERLND Changes
No PERLND changes have been made.
IMPLND Changes
No IMPLND changes have been made.
Green's Short Plat Vault 6-18-19 6/19/2019 9:13:03 AM Page 18
Appendix
Predeveloped Schematic
Green's Short Plat Vault 6-18-19 6/19/2019 9:13:03 AM Page 19
Mitigated Schematic
APPENDIX B
MAINTENANCE and OPERATIONS MANUAL
APPENDIX C
PACIFIC ENGINEERING LLC – OFFSITE ANALYSIS
RECEIVED01/11/2018 jdingPLANNING DIVISION
APPENDIX D
GEOTECHNICAL REPORT
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011 Phone 425.415.0551 ♦ Fax 425.415.0311
www.riley-group.com
October 18, 2018
Steve Hickey
Meridian Build Group
304 Alaskan Way South, Suite 301
Seattle, Washington 98104
Subject: Infiltration Testing and Subsurface Conditions
Meridian Build Group Greens Landing
5008 Northeast 2nd Street
Renton, Washington
RGI Project No. 2018-213
Dear Mr. Hickey
As requested, The Riley Group, Inc. (RGI) is pleased to provide the results of our recent infiltration
testing and subsurface characterization services at the above-referenced Site (Figure 1). RGI
conducted one small Pilot Infiltration Test (PIT) at the Site per City of Renton guidelines and
completed several test pits at the site to document subsurface conditions.
RGI completed infiltration testing at the Greens Landing site in 2017. The study included
completing a PIT test on the southern portion of the property. The results of that study are
presented in our report “Pilot Infiltration Testing and Subsurface Conditions, Greens Landing, 5008
Northeast 2nd Street, Renton Washington”, dated October 19, 2017.
The current study was completed to address comments from the City of Renton Department of
Community & Economic Development regarding site development. The City requested additional
infiltration testing be completed in Tract A, located on the northern half of the site.
Subsurface Conditions
RGI oversaw the excavation of a test pit in the proposed infiltration test location in Tract A, as
shown on Figure 2, to document subsurface conditions and determine the appropriate depth for
the infiltration test. The excavation was done using a subcontracted mini-excavator.
Soil conditions observed in test pit near the infiltration test location included approximately six-
inches of topsoil, underlain by brown, medium dense silty sand with gravel to a depth of
approximately 3 feet below grade. A gray, very dense silty sand with gravel, interpreted to be
lodgment till was encountered at a depth of 3 feet below grade, the lodgment till was observed to
the depth of the test pit, 11 feet below grade. No groundwater was encountered in test pit.
Subsurface conditions observed in the test pit at the infiltration test location are presented on the
infiltration test IT-2 log.
Test pits TP-2 was completed on the southwest portion of the site were roof downspout infiltration
trenches are proposed. Soil conditions in test pit TP-2 included 6 inches of topsoil, underlain by
medium dense gray silty sand with gravel to a depth of approximately 4 feet below grade. Gray,
very dense silty sand with gravel, interpreted to be lodgment till was encountered from 4 feet
USGS, 2014, Renton, Washington
7.5-Minute Quadrangle
Approximate Scale: 1"=1000'
0 500 1000 2000 N
Site Vicinity Map
Figure 1
10/2018
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011
Phone: 425.415.0551
Fax: 425.415.0311
Meridian Build Group Greens Landing
RGI Project Number
2018-213
Date Drawn:
Address: 5008 Northeast 2nd Street, Renton, Washington 98059
SITE
TP-1
IT-1
IT-2
TP-2
N
Geotechnical Exploration Plan
Figure 2
Approximate Scale: 1"=50'
0 25 50 100
= Test pit location by RGI, 10/09/18
= Infiltration test location by RGI, 10/09/18
= Test pit location by RGI, 10/09/17
= Infiltration test location by RGI, 10/09/17
= Site boundary
10/2018
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011
Phone: 425.415.0551
Fax: 425.415.0311
Meridian Build Group Greens Landing
RGI Project Number
2018-213
Date Drawn:
Address: 5008 Northeast 2nd Street, Renton, Washington 98059
Project Name:Meridian Build Group Greens Landing
Project Number:2018-213
Client:Meridian Build Group, LLC
Test Pit No.: IT-2
Date(s) Excavated:10/09/18
Excavation Method:Excavation
Excavator Type:
Groundwater Level:
Test Pit Backfill:Native Soil
Logged By LC
Bucket Size:n/a
Excavating Contractor:Kelly's Excavating
Sampling
Me hod(s)Grab
Location 5008 Northeast 2nd Street, Renton, Washington 98059
Surface Conditions:Sod
Total Depth of Excavation:11 feet bgs
Approximate
Surface Elevation n/a
Compaction Method n/a
USCS SymbolTop soil
SM
SM
REMARKS AND OTHER
TESTSGraphic LogMATERIAL DESCRIPTION
Top soil
Brown, silty, gravelly SAND, medium dense, moist
Infiltration test IT-2
Gray, silty SAND with gravel (lodgment till), very dense,
moist
Test pit excavated to 11 feet bgs
No groundwater encounteredPID Reading, ppmDepth (feet)0
5
10
15 Sample IDSample TypeElevation (feet)Sheet 1 of 1
The Riley Group, Inc.
17522 Bothell Way NE, Bothell, WA 98011
Project Name:Greens Landing
Project Number:2017-207
Client:Norm & Cynthia Green
Test Pit No.: TP-1
Date(s) Excavated:10/09/17
Excavation Method:Excavation
Excavator Type:Excavator
Groundwater Level:Not encountered
Test Pit Backfill:Native Soil
Logged By LC
Bucket Size:n/a
Excavating Contractor:Ryatt Construction
Sampling
Me hod(s)Grab
Location 5008 Northeast 2nd Street, Renton, Washington 98059
Surface Conditions:Top Soil
Total Depth of Excavation:8 feet bgs
Approximate
Surface Elevation n/a
Compaction Method n/a
USCS SymbolSoil
SM
SM
SM
REMARKS AND OTHER
TESTSGraphic LogMATERIAL DESCRIPTION
Top Soil
Brown, silty SAND with wood chunks and clay pipe
fragments (fill)
Light brown, silty SAND with gravel and some cobbles,
medium dense, moist
Brown, silty SAND with gravel, medium dense, moist
Test pit excavated to 8 feet bgsPID Reading, ppmDepth (feet)0
5
10
15 Sample IDSample TypeElevation (feet)Sheet 1 of 1
The Riley Group, Inc.
17522 Bothell Way NE, Bothell, WA 98011
Project Name:Meridian Build Group Greens Landing
Project Number:2018-213
Client:Meridian Build Group, LLC
Test Pit No.: TP-2
Date(s) Excavated:10/09/18
Excavation Method:Excavation
Excavator Type:
Groundwater Level:
Test Pit Backfill:Native Soil
Logged By LC
Bucket Size:n/a
Excavating Contractor:Kelly's Excavating
Sampling
Me hod(s)Grab
Location 5008 Northeast 2nd Street, Renton, Washington 98059
Surface Conditions:Sod
Total Depth of Excavation:7 feet bgs
Approximate
Surface Elevation n/a
Compaction Method n/a
USCS SymbolTop soil
SM
SM
REMARKS AND OTHER
TESTSGraphic LogMATERIAL DESCRIPTION
Top soil
Brown, silty SAND with some gravel, medium dense, moist
Gray, silty SAND with gravel (lodgment till), very dense,
moist
Test pit excavated to 7 feet bgs
No groundwater encounteredPID Reading, ppmDepth (feet)0
5
10
15 Sample IDSample TypeElevation (feet)Sheet 1 of 1
The Riley Group, Inc.
17522 Bothell Way NE, Bothell, WA 98011
Project Name:Meridian Build Group Greens Landing
Project Number:2018-213
Client:Meridian Build Group, LLC
Key to Logs
USCS SymbolREMARKS AND OTHER
TESTSGraphic LogMATERIAL DESCRIPTIONPID Reading, ppmDepth (feet)Sample IDSample TypeElevation (feet)1 2 3 4 5 6 7 8 9
COLUMN DESCRIPTIONS
1 Elevation (feet): Elevation (MSL, feet).
2 Depth (feet): Depth in feet below the ground surface.
3 PID Reading, ppm: The reading from a photo-ionization detector,
in parts per million.
4 Sample Type: Type of soil sample collected at the depth interval
shown.
5 Sample ID: Sample identification number.
6 USCS Symbol: USCS symbol of the subsurface material.
7 Graphic Log: Graphic depiction of the subsurface material
encountered.
8 MATERIAL DESCRIPTION: Description of material encountered.
May include consistency, moisture, color, and other descriptive
text.
9 REMARKS AND OTHER TESTS: Comments and observations
regarding drilling or sampling made by driller or field personnel.
FIELD AND LABORATORY TEST ABBREVIATIONS
CHEM: Chemical tests to assess corrosivity
COMP: Compaction test
CONS: One-dimensional consolidation test
LL: Liquid Limit, percent
PI: Plasticity Index, percent
SA: Sieve analysis (percent passing No. 200 Sieve)
UC: Unconfined compressive strength test, Qu, in ksf
WA: Wash sieve (percent passing No. 200 Sieve)
MATERIAL GRAPHIC SYMBOLS
Silty SAND (SM)
TYPICAL SAMPLER GRAPHIC SYMBOLS
Auger sampler
Bulk Sample
3-inch-OD California w/
brass rings
CME Sampler
Grab Sample
2.5-inch-OD Modified
California w/ brass liners
Pitcher Sample
2-inch-OD unlined split
spoon (SPT)
She by Tube (Thin-walled,
fixed head)
OTHER GRAPHIC SYMBOLS
Water level (at time of drilling, ATD)
Water level (after waiting)
Minor change in material properties within a
stratum
Inferred/gradational contact between strata
?Queried contact between strata
GENERAL NOTES
1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be
gradual. Field descrip ions may have been modified to reflect results of lab tests.
2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative
of subsurface conditions at other loca ions or times.
Sheet 1 of 1
The Riley Group, Inc.
17522 Bothell Way NE, Bothell, WA 98011
APPENDIX E
BOND QUANTITY WORKSHEET
CED Permit #:UnitReference #PriceUnitQuantity CostBackfill & compaction-embankmentESC-16.50$ CY Check dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ Each4320.00Catch Basin ProtectionESC-335.50$ Each14497.00Crushed 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$ LF665997.50Fence, 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$ SY19001,520.00Interceptor Swale / DikeESC-121.00$ LF225225.00Jute 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$ SY60240.00Rip 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$ LF45855.00Sed. trap, 5' high, riprapped spillway berm section ESC-26SWDM 5.4.5.170.00$ LF3210.00Seeding, 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:6,664.50SALES TAX @ 10%666.45EROSION/SEDIMENT TOTAL:7,330.95(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 4/27/2021
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$ Each41,809.36Clearing/Grubbing/Tree RemovalGI-610,000.00$ Acre0.252,500.00110,000.00Excavation - bulkGI-72.00$ CY2754.0057114.00Excavation - 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$ 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$ Day1850.0054,250.00Surveying, lot location/linesGI-251,800.00$ Acre11,800.00Topsoil Type A (imported)GI-2628.50$ CYTraffic control crew ( 2 flaggers )GI-27120.00$ HR485,760.00Trail, 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:6,610.004,363.3616,164.00(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 4/27/2021
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$ LF4505,625.00Curb and Gutter, demolition and disposalRI-918.00$ LFCurb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LFSawcut, asphalt, 3" depthRI-121.85$ LF6401,184.00Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LF6401,280.00Shoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SY45017,100.00Sidewalk, 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$ SY80914,562.00HMA Road, 2", 4" rock, First 2500 SYRI-2728.00$ SY108030,240.001704,760.00HMA 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:17,026.0052,965.004,760.00(B)(C)(D)(E)Page 5 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/27/2021
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-1350.00$ EA72,450.00Median LandscapingLA-2Right-of-Way LandscapingLA-3Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:2,450.00(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.SignsTR-1Street Light System ( # of Poles)TR-22,000.00$ EA510,000.00Traffic SignalTR-3Traffic Signal ModificationTR-4SUBTOTAL TRAFFIC & LIGHTING:10,000.00(B)(C)(D)(E)WRITE-IN-ITEMSSUBTOTAL WRITE-IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL:23,636.0069,778.3620,924.00SALES TAX @ 10%2,363.606,977.842,092.40STREET AND SITE IMPROVEMENTS TOTAL:25,999.6076,756.2023,016.40(B)(C)(D)(E)Page 6 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/27/2021
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$ Each34,500.0023,000.00CB Type ILD-51,750.00$ EachCB Type II, 48" diameterD-62,300.00$ Each36,900.00 for additional depth over 4' D-7480.00$ FT62,880.00CB Type II, 54" diameterD-82,500.00$ Each for additional depth over 4'D-9495.00$ FTCB Type II, 60" diameterD-102,800.00$ Each for additional depth over 4'D-11600.00$ FTCB Type II, 72" diameterD-126,000.00$ Each for additional depth over 4'D-13850.00$ FTCB Type II, 96" diameterD-1414,000.00$ Each for additional depth over 4'D-15925.00$ FTTrash Rack, 12"D-16350.00$ EachTrash Rack, 15"D-17410.00$ EachTrash Rack, 18"D-18480.00$ EachTrash Rack, 21"D-19550.00$ EachCleanout, PVC, 4"D-20150.00$ EachCleanout, PVC, 6"D-21170.00$ Each4680.00Cleanout, PVC, 8"D-22200.00$ EachCulvert, PVC, 4" D-2310.00$ LFCulvert, PVC, 6" D-2413.00$ LF2543,302.00Culvert, PVC, 8" D-2515.00$ LFCulvert, PVC, 12" D-2623.00$ LF63014,490.00601,380.00Culvert, PVC, 15" D-2735.00$ LFCulvert, PVC, 18" D-2841.00$ LFCulvert, PVC, 24"D-2956.00$ LFCulvert, PVC, 30" D-3078.00$ LFCulvert, PVC, 36" D-31130.00$ LFCulvert, CMP, 8"D-3219.00$ LFCulvert, CMP, 12"D-3329.00$ LFSUBTOTAL THIS PAGE:28,770.008,362.00(B) (C) (D) (E)Quantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESPage 7 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/27/2021
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, CMP, 15"D-3435.00$ LFCulvert, CMP, 18"D-3541.00$ LFCulvert, CMP, 24"D-3656.00$ LFCulvert, CMP, 30"D-3778.00$ LFCulvert, CMP, 36"D-38130.00$ LFCulvert, CMP, 48"D-39190.00$ LFCulvert, CMP, 60"D-40270.00$ LFCulvert, CMP, 72"D-41350.00$ LFCulvert, Concrete, 8"D-4242.00$ LFCulvert, Concrete, 12"D-4348.00$ LFCulvert, Concrete, 15"D-4478.00$ LFCulvert, Concrete, 18"D-4548.00$ LFCulvert, Concrete, 24"D-4678.00$ LFCulvert, Concrete, 30"D-47125.00$ LFCulvert, Concrete, 36"D-48150.00$ LFCulvert, Concrete, 42"D-49175.00$ LFCulvert, Concrete, 48"D-50205.00$ LFCulvert, CPE Triple Wall, 6" D-5114.00$ LFCulvert, CPE Triple Wall, 8" D-5216.00$ LFCulvert, CPE Triple Wall, 12" D-5324.00$ LFCulvert, CPE Triple Wall, 15" D-5435.00$ LFCulvert, CPE Triple Wall, 18" D-5541.00$ LFCulvert, CPE Triple Wall, 24" D-5656.00$ LFCulvert, CPE Triple Wall, 30" D-5778.00$ LFCulvert, CPE Triple Wall, 36" D-58130.00$ LFCulvert, LCPE, 6"D-5960.00$ LFCulvert, LCPE, 8"D-6072.00$ LFCulvert, LCPE, 12"D-6184.00$ LFCulvert, LCPE, 15"D-6296.00$ LFCulvert, LCPE, 18"D-63108.00$ LFCulvert, LCPE, 24"D-64120.00$ LFCulvert, LCPE, 30"D-65132.00$ LFCulvert, LCPE, 36"D-66144.00$ LFCulvert, LCPE, 48"D-67156.00$ LFCulvert, LCPE, 54"D-68168.00$ LFSUBTOTAL THIS PAGE:(B) (C) (D) (E)Page 8 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/27/2021
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, LCPE, 60"D-69180.00$ LFCulvert, LCPE, 72"D-70192.00$ LFCulvert, HDPE, 6"D-7142.00$ LFCulvert, HDPE, 8"D-7242.00$ LFCulvert, HDPE, 12"D-7374.00$ LFCulvert, HDPE, 15"D-74106.00$ LFCulvert, HDPE, 18"D-75138.00$ LFCulvert, HDPE, 24"D-76221.00$ LFCulvert, HDPE, 30"D-77276.00$ LFCulvert, HDPE, 36"D-78331.00$ LFCulvert, HDPE, 48"D-79386.00$ LFCulvert, HDPE, 54"D-80441.00$ LFCulvert, HDPE, 60"D-81496.00$ LFCulvert, HDPE, 72"D-82551.00$ LFPipe, Polypropylene, 6"D-8384.00$ LFPipe, Polypropylene, 8"D-8489.00$ LFPipe, Polypropylene, 12"D-8595.00$ LFPipe, Polypropylene, 15"D-86100.00$ LFPipe, Polypropylene, 18"D-87106.00$ LFPipe, Polypropylene, 24"D-88111.00$ LFPipe, Polypropylene, 30"D-89119.00$ LFPipe, Polypropylene, 36"D-90154.00$ LFPipe, Polypropylene, 48"D-91226.00$ LFPipe, Polypropylene, 54"D-92332.00$ LFPipe, Polypropylene, 60"D-93439.00$ LFPipe, Polypropylene, 72"D-94545.00$ LFCulvert, DI, 6"D-9561.00$ LFCulvert, DI, 8"D-9684.00$ LFCulvert, DI, 12"D-97106.00$ 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 4/27/2021
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESSpecialty Drainage ItemsDitching SD-19.50$ CYFlow Dispersal Trench (1,436 base+)SD-328.00$ LF French Drain (3' depth)SD-426.00$ LFGeotextile, laid in trench, polypropyleneSD-53.00$ SYMid-tank Access Riser, 48" dia, 6' deepSD-62,000.00$ EachPond Overflow SpillwaySD-716.00$ SYRestrictor/Oil Separator, 12"SD-81,150.00$ Each11,150.00Restrictor/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:1,150.00(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-71,250.00$ Each 67,500.00Basic 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:7,500.00(B) (C) (D) (E)Page 10 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/27/2021
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESWRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)Combined Detention/Water Quality VaultWI-175,000.00$ LS175,000.00Infiltration Testing for TrenchesWI-22,500.00$ LS12,500.00WI-3WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:77,500.00DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:29,920.0093,362.00SALES TAX @ 10%2,992.009,336.20DRAINAGE AND STORMWATER FACILITIES TOTAL:32,912.00102,698.20(B) (C) (D) (E)Page 11 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/27/2021
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 4/27/2021
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ Each66,000.0022,000.00Grease 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$ LF807,600.0013012,350.0024022,800.00Sewer Pipe, PVC, 8 inch DiameterSS-7105.00$ LF17618,480.00Sewer 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$ Each212,000.00Manhole, 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:38,080.0018,350.0024,800.00SALES TAX @ 10%3,808.001,835.002,480.00SANITARY SEWER TOTAL:41,888.0020,185.0027,280.00(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 4/27/2021
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)67,887.60$ Future Public Improvements Subtotal(c)96,941.20$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d)(d)135,610.20$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond60,087.80$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)7,330.95$ 67,887.60$ 237,441.60$ 7,330.95$ -$ 135,610.20$ -$ 244,772.55$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS4/23/2021Keith Litchfield29476Litchfield EngineeringR((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R - S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)425-821-5038ka.litchfield@frontier.comGreen's Landing Short Plat21-0000535008 NE 2nd Street1523059219FOR APPROVAL 12840 81st Ave NE, Kirkland, WAPage 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/27/2021
APPENDIX F
DECLARATION OF COVENANT
Page 1 of ___
Return Address:
City Clerk’s Office
City of Renton
1055 S Grady Way
Renton, WA 98057
DECLARATION OF COVENANT
FOR INSPECTION AND MAINTENANCE OF DRAINAGE FACILITIES AND
ON-SITE BMPS
Grantor:
Grantee: City of Renton, a Washington municipal corporation
Legal Description:
Assessor's Tax Parcel ID#:
IN CONSIDERATION of the approved City of Renton (check one of the following)
Residential Building Permit Commercial Building Permit
Clearing and Grading Permit Civil Construction or Utility Permit
for Permit(s)_____________________ (Construction/Building/Utility Permit #) relating to the real property
("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby
covenants (covenant) with the City of Renton (“City of Renton” or “City”), a municipal corporation
of the state of Washington, that he/she (they) will observe, consent to, and abide by the conditions
and obligations set forth and described in Paragraphs 1 through 9 below with regard to the
Property, and hereby grants (grant) an easement as described in Paragraphs 2 and 3. Grantor(s)
hereby grants (grant), covenants (covenant), and agrees (agree) as follows:
1.The Grantor(s) or his/her (their) successors in interest and assigns ("Owners ") shall at their own
cost, operate, maintain, and keep in good repair, the Property's drainage facilities constructed
as required in the approved construction plans and specifications __________________ (Project
Plan #) on file with the City of Renton and submitted to the City of Renton for the review and
approval of permit(s) _____________________________ (Construction/Building/Utility Permit #). The
Property's drainage facilities are shown and/or listed on Exhibit A – Site Plan. The Property’s
drainage facilities shall be maintained in compliance with the operation and maintenance
schedule included and attached herein as Exhibit B – Operations and Maintenance. Drainage
facilities include pipes, channels, flow control facilities, water quality facilities, on-site best
management practices (BMPs) and other engineered structures designed to manage and/or
Pacific Crest Realty Advisors, LLC
See attached Exhibit C.
1523059219
C1900406
R-4060
C1900406
4
Page 2 of ___
treat stormwater on the Property. On-site BMPs include dispersion and infiltration devices,
bioretention, permeable pavements, rainwater harvesting systems, tree retention credit,
reduced impervious surface footprint, vegetated roofs and other measures designed to mimic
pre-developed hydrology and minimize stormwater runoff on the Property.
2.City of Renton shall have the right to ingress and egress over those portions of the Property
necessary to perform inspections of the stormwater facilities and BMPs and conduct
maintenance activities specified in this Declaration of Covenant and in accordance with the
Renton Municipal Code. City of Renton shall provide at least thirty (30) days’ written notice to
the Owners that entry on the Property is planned for the inspection of drainage facilities. After
the thirty (30) days, the Owners shall allow the City of Renton to enter for the sole purpose of
inspecting drainage facilities. In lieu of inspection by the City, the Owners may elect to engage
a licensed civil engineer registered in the state of Washington who has expertise in drainage to
inspect the drainage facilities and provide a written report describing their condition. If the
engineer option is chosen, the Owners shall provide written notice to the City of Renton within
fifteen (15) days of receiving the City’s notice of inspection. Within thirty (30) days of giving this
notice, the Owners, or engineer on behalf of the Owners, shall provide the engineer’s report to
the City of Renton. If the report is not provided in a timely manner as specified above, the City
of Renton may inspect the drainage facilities without further notice.
3.If City of Renton determines from its inspection, or from an engineer’s report provided in
accordance with Paragraph 2, that maintenance, repair, restoration, and/or mitigation work is
required to be done to any of the drainage facilities, City of Renton shall notify the Owners of
the specific maintenance, repair, restoration, and/or mitigation work (“Work”) required
pursuant to the Renton Municipal Code. The City shall also set a reasonable deadline for the
Owners to complete the Work, or to provide an engineer’s report that verifies completion of
the Work. After the deadline has passed, the Owners shall allow the City access to re-inspect
the drainage facilities unless an engineer’s report has been provided verifying completion of
the Work. If the Work is not completed within the time frame set by the City, the City may
initiate an enforcement action and/or perform the Work and hereby is given access to the
Property for such purposes. Written notice will be sent to the Owners stating the City’s
intention to perform such Work. This Work will not commence until at least seven (7) days after
such notice is mailed. If, within the sole discretion of the City, there exists an imminent or
present danger, the seven (7) day notice period will be waived and Work will begin
immediately.
4.The Owners shall assume all responsibility for the cost of any Work, or any measures taken by
the City to address conditions as described in Paragraph 3. Such responsibility shall include
reimbursement to the City within thirty (30) days of the receipt of the invoice for any such Work
performed. Overdue payments will require payment of interest at the maximum legal rate
allowed by RCW 19.52.020 (currently twelve percent (12%)). If the City initiates legal action to
enforce this agreement, the prevailing party in such action is entitled to recover reasonable
litigation costs and attorney’s fees.
5.The Owners are required to obtain written approval from City of Renton prior to filling, piping,
cutting, or removing vegetation (except in routine landscape maintenance) in open vegetated
stormwater facilities (such as swales, channels, ditches, ponds, etc.), or performing any
alterations or modifications to the drainage facilities referenced in this Declaration of Covenant.
Page 3 of ___
6.Any notice or consent required to be given or otherwise provided for by the provisions of this
Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified
Mail, return receipt requested.
7.With regard to the matters addressed herein, this agreement constitutes the entire agreement
between the parties, and supersedes all prior discussions, negotiations, and all agreements
whatsoever whether oral or written.
8.This Declaration of Covenant is intended to protect the value and desirability and promote
efficient and effective management of surface water drainage of the real property described
above, and shall inure to the benefit of all the citizens of the City of Renton and its successors
and assigns. This Declaration of Covenant shall run with the land and be binding upon
Grantor(s), and Grantor's(s') successors in interest, and assigns.
9.This Declaration of Covenant may be terminated by execution of a written agreement by the
Owners and the City that is recorded by King County in its real property records.
IN WITNESS WHEREOF, this Declaration of Covenant for the Inspection and Maintenance of
Drainage Facilities is executed this _____ day of ____________________, 20_____.
GRANTOR, owner of the Property GRANTOR, owner of the Property
STATE OF WASHINGTON )
COUNTY OF KING )ss.
On this day personally appeared before me:
, to me known to be the individual(s)
described in and who executed the within and foregoing instrument and acknowledged that they
signed the same as their free and voluntary act and deed, for the uses and purposes therein stated.
Given under my hand and official seal this _____ day of ___________________, 20_____.
Printed name
Notary Public in and for the State of
Washington, residing at
My appointment expires
NE 2ND ST.HOQUIAM AVE. NETR. A
LOT 6
LOT 2
LOT 3
LOT 1
LOT 4
LOT 5
TR. B
Exhibit B – Operation and Maintenance
MAINTENANCE INSTRUCTIONS FOR SOIL AMENDMENT
Your property contains an on-site BMP (best management practice) called “soil amendment,” which
was installed to mitigate the stormwater quantity and quality impacts of some or all of the pervious
surfaces on your property.
Soil amendment is a method of regaining greater stormwater functions in the post development
landscape by increasing treatment of pollutants and sediments, and minimizing the need for some
landscaping chemicals. To be successful, the soil condition must be able to soak water into the ground for a reasonable number of years. This on-site BMP shall be maintained per Appendix A of the City of
Renton’s Surface Water Design Manual.
MAINTENANCE RESTRICTIONS
The size, placement, and composition of these devices as depicted by the site plan and design details
must be maintained and may not be changed without written approval from the City of Renton or through a future development permit from the City of Renton.
INSPECTION FREQUENCY AND MAINTENANCE GUIDELINES
To be successful, the soil must be able to soak water into the ground for a reasonable number of years.
• Return leaf fall and shredded woody materials from the landscape to the site when possible in order to replenish soil nutrients and structure.
• On turf areas, “grasscycle” (mulch-mow or leave the clippings) to build turf health.
• Maintain 2 to 3 inches of mulch over bare areas in landscape beds.
• Re-seed bare turf areas until the vegetation fully covers the ground surface.
• Avoid using pesticides (bug and weed killers) which damage the soil.
• Where fertilization is needed (mainly turf and annual flower beds), a moderate fertilization program should be used which relies on compost, natural fertilizers, or slow-release synthetic balanced fertilizers.
RECORDING REQUIREMENT
These on-site BMP maintenance and operation instructions must be recorded as an attachment to the
required declaration of covenant and grant of easement per Requirement 3 of Section C.1.3.4 of the
City of Renton Surface Water Design Manual. The intent of these instructions is to explain to future property owners, the purpose of the BMP and how it must be maintained and operated. These
instructions are intended to be a minimum; the City of Renton may require additional instructions based on site-specific conditions. See the City of Renton’s Surface Water Design Manual website for additional information and updates.
MAINTENANCE INSTRUCTIONS FOR PERMEABLE PAVEMENT
(NON-VEGETATED)
Your property contains an on-site BMP (best management practice) called “permeable pavement,”
which was installed to minimize the stormwater quantity and quality impacts of some or all of the paved surfaces on your property.
Permeable pavements reduce the amount of rainfall that becomes runoff by allowing water to seep
through the pavement into a free-draining gravel or sand bed, where it can be infiltrated into the
ground. This on-site BMP shall be maintained per Appendix A of the City of Renton’s Surface Water Design Manual.
Permeable Pavements
The type(s) of permeable pavement used on your property is (CHECK THE BOX(ES) THAT APPLY):
Porous concrete
Porous asphalt
Permeable pavers
Modular grid pavement
MAINTENANCE RESTRICTIONS
The area covered by permeable pavement as depicted by the site plan and design details must be
maintained as permeable pavement and may not be changed without written approval from the City of Renton or through a future development permit from the City of Renton.
INSPECTION FREQUENCY AND MAINTENANCE GUIDELINES
• Permeable pavements must be inspected after one major storm each year to make sure it is
working properly. More frequent inspection is recommended.
• Prolonged ponding or standing water on the pavement surface is a sign that the system is
defective and may need to be replaced. If this occurs, contact the pavement installer or the City
of Renton for further instructions.
• A typical permeable pavement system has a life expectancy of approximately 25 years. To help
extend the useful life of the system, the surface of the permeable pavement should be kept clean, stable and free of leaves, debris, and sediment through regular sweeping or vacuum
sweeping. Aggregate fill in modular grid pavement may need periodic surface replenishment.
• The owner is responsible for the repair of all ruts, deformation, and/or broken paving grids or pavers.
• Modular grid pavement and permeable pavers filled with gravel or with gravel in the joints may need to be refilled periodically.
RECORDING REQUIREMENT
These permeable pavement on-site BMP maintenance and operation instructions must be recorded as
an attachment to the required declaration of covenant and grant of easement per Requirement 3 of Section C.1.3.4 of the City of Renton Surface Water Design Manual. The intent of these instructions is
to explain to future property owners, the purpose of the BMP and how it must be maintained and operated. These instructions are intended to be a minimum; the City of Renton may require additional instructions based on site-specific conditions. See the City of Renton’s Surface Water Design Manual
website for additional information and updates.
MAINTENANCE INSTRUCTIONS FOR LIMITED INFILTRATION
Your property contains an on-site BMP (best management practice) called “limited infiltration,” which
was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious
surfaces on your property.
Limited infiltration is a method of soaking runoff from impervious area (such as paved areas and roofs)
into the ground. Infiltration devices, such as gravel filled trenches, drywells, and ground surface
depressions, facilitate this process by putting runoff in direct contact with the soil and holding the runoff long enough to soak most of it into the ground. To be successful, the soil condition around the
infiltration device must be able to soak water into the ground for a reasonable number of years. This on-site BMP shall be maintained per Appendix A of the City of Renton’s Surface Water Design Manual.
Infiltration Devices
The infiltration devices used on your property include the following as indicated on the site plan (CHECK THE BOX(ES) THAT APPLY):
gravel filled trenches, drywells
MAINTENANCE RESTRICTIONS
The size, placement, and composition of these devices as depicted by the site plan and design details
must be maintained and may not be changed without written approval from the City of Renton or through a future development permit from the City of Renton.
INSPECTION FREQUENCY AND MAINTENANCE GUIDELINES
To be successful, the soil condition around the infiltration device must be able to soak water into the ground for a reasonable number of years.
• Infiltration devices must be inspected annually and after major storm events to identify and repair any physical defects.
• Maintenance and operation of the system should focus on ensuring the system's viability by preventing sediment-laden flows from entering the device. Excessive sedimentation will result
in a plugged or non-functioning facility.
• If the infiltration device has a catch basin, sediment accumulation must be removed on a yearly basis or more frequently if necessary.
• Prolonged ponding around or atop a device may indicate a plugged facility. If the device becomes plugged, it must be replaced.
• Keeping the areas that drain to infiltration devices well swept and clean will enhance the longevity of these devices.
• For roofs, frequent cleaning of gutters will reduce sediment loads to these devices.
x
RECORDING REQUIREMENT
These limited infiltration on-site BMP maintenance and operation instructions must be recorded as an
attachment to the required declaration of covenant and grant of easement per Requirement 3 of Section C.1.3.4 of the City of Renton Surface Water Design Manual. The intent of these instructions is
to explain to future property owners, the purpose of the BMP and how it must be maintained and operated. These instructions are intended to be a minimum; the City of Renton may require additional instructions based on site-specific conditions. See the City of Renton’s Surface Water Design Manual
website for additional information and updates.
INFILTRATION TRENCH AND DRYWELL SYSTEMS
6
24"
12"
24"
WASHED ROCK 1 12"- 3"
LEVEL
INFILTRATION TRENCH
SECTION A
NTS
PLAN VIEWNTS
SECTION VIEW
NTS
VARIES
A
A
6"
6"
4" RIGID OR 6"
FLEXIBLEPERFORATEDPIPE
CB SUMP w/SOLID LID ROOF DRAIN
4" RIGID OR 6" FLEXIBLEPERFORATED PIPE
OVERFLOW
SPLASH BLOCK
ROOF DRAIN
CB SUMP w/SOLID LID
12"
FINE MESHSCREEN
SETBACKFROMBUILDING
5' MIN.
1' MIN.1' MIN.
FILTER FABRIC
COMPACTED BACKFILL
4" RIGID OR 6" FLEXIBLE
PERFORATED PIPE
112" - 34" WASHED ROCK
MIN. 1' ABOVE SEASONAL
HIGH GROUNDWATER
TABLE, SEE SECTION C.2.2.2
TRENCH SETBACK FROMBUILDING AS REQUIRED,
15' MIN.
DRIVEWAY
X-SECTION
NTS
2' MIN.
FILTER STR P
SEE SECTIONS
6 3.4 & 6.3 5
18" M N.
6" MIN.
3/4" TO 1-1/2"
WASHED DRA NROCK
GRASS
OVERFLOW
NOTE
SEE C 2 2.3 FORTRENCH LENGTHS,
TRENCH SPACING AND
SITE LIMITATIONS
M N. 1' ABOVE
SEASONAL HIGHGROUNDWATERTABLE, SEE
SECTION C.2 2 2
X-SECTIONNTS
GRASS
2' MIN.
18" MIN.
6" MIN.
3/4" TO 1-1/2"
WASHED DRAINROCK
OVERFLOW
15' MIN. ASREQUIRED,SEE C.2.2.3
FROM ROOF
NS T T S
MIN. 1' ABOVESEASONAL HIGHGROUNDWATERTABLE, SEESECTION C.2.2.2
HOUSE
FLOW
48 INCH DIAMETERHOLE FILLED WITH
1 12" - 3" WASHEDDRAIN ROCK
SECTION
NTS
MARK CENTER OF HOLEWITH 1" CAPPED PVCOR OTHER MEANS
FLUSH WITH SURFACE
ROOF DOWNSPOUT
OVERFLOW
SPLASH BLOCK TOPSOIL
FINE MESH SCREEN
MIN. 4" DIA.PVC PIPE
SIDES OF HOLELINED WITHFILTER FABRIC
CATCH BASIN(YARD DRAIN)
15' MIN. AS REQUIRED, SEE SECTION C.2.2.3
VARIES
1' MIN.
MIN. 1' ABOVE SEASONAL
HIGH GROUNDWATER TABLE,SEE SECTION C.2.2.2
5' MIN. SETBACKFROM BUILDING
FLOW
PLAN VIEWNTS
HOUSE
ROOFDOWNSPOUT
ROOFDOWNSPOUT
CATCH BASIN(YARD DRAIN)
8 INCH DIAMETERHOLE FILLED WITH
1 2 - 3 WASHEDDRAIN ROCK
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
12/12/2016 2017 City of Renton Surface Water Design Manual
A-6
NO. 3 – DETENTION TANKS AND VAULTS
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Site Trash and debris Any trash and debris which exceed 1 cubic
foot per 1,000 square feet (this is about equal to the amount of trash it would take
to fill up one standard size office garbage
can). In general, there should be no visual
evidence of dumping.
Trash and debris cleared from site.
Noxious weeds Any noxious or nuisance vegetation which
may constitute a hazard to City personnel
or the public.
Noxious and nuisance vegetation removed
according to applicable regulations. No
danger of noxious vegetation where City
personnel or the public might normally be.
Contaminants and
pollution
Any evidence of contaminants or pollution
such as oil, gasoline, concrete slurries or paint.
Materials removed and disposed of
according to applicable regulations. Source control BMPs implemented if appropriate.
No contaminants present other than a
surface oil film.
Excessive growth of
grass/groundcover
Grass or groundcover exceeds 18 inches
in height.
Grass or groundcover mowed to a height
no greater than 6 inches.
Tank or Vault
Storage Area
Trash and debris Any trash and debris accumulated in vault
or tank (includes floatables and non-
floatables).
No trash or debris in vault.
Sediment
accumulation
Accumulated sediment depth exceeds
10% of the diameter of the storage area for
½ length of storage vault or any point
depth exceeds 15% of diameter. Example:
72-inch storage tank would require
cleaning when sediment reaches depth of
7 inches for more than ½ length of tank.
All sediment removed from storage area.
Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents.
Tank bent out of
shape
Any part of tank/pipe is bent out of shape
more than 10% of its design shape.
Tank repaired or replaced to design.
Gaps between
sections, damaged
joints or cracks or
tears in wall
A gap wider than ½-inch at the joint of any
tank sections or any evidence of soil
particles entering the tank at a joint or
through a wall.
No water or soil entering tank through
joints or walls.
Vault Structure Damage to wall,
frame, bottom, and/or
top slab
Cracks wider than ½-inch, any evidence of
soil entering the structure through cracks
or qualified inspection personnel
determines that the vault is not structurally
sound.
Vault is sealed and structurally sound.
Inlet/Outlet Pipes Sediment
accumulation
Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris Trash and debris accumulated in
inlet/outlet pipes (includes floatables and
non-floatables).
No trash or debris in pipes.
Damaged inlet/outlet
pipes
Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil
entering at the joints of the inlet/outlet pipes.
No cracks more than ¼-inch wide at the
joint of the inlet/outlet pipe.
Access Manhole Cover/lid not in place Cover/lid is missing or only partially in
place. Any open manhole requires
immediate maintenance.
Manhole access covered.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
2017 City of Renton Surface Water Design Manual 12/12/2016
A-7
NO. 3 – DETENTION TANKS AND VAULTS
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Access Manhole
(cont.)
Locking mechanism
not working
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts cannot be seated. Self-locking
cover/lid does not work.
Mechanism opens with proper tools.
Cover/lid difficult to
remove
One maintenance person cannot remove
cover/lid after applying 80 bs of lift.
Cover/lid can be removed and reinstalled
by one maintenance person.
Ladder rungs unsafe Missing rungs, misalignment, rust, or
cracks.
Ladder meets design standards. Allows
maintenance person safe access.
Large access
doors/plate
Damaged or difficult
to open
Large access doors or plates cannot be
opened/removed using normal equipment.
Replace or repair access door so it can
opened as designed.
Gaps, doesn't cover
completely
Large access doors not flat and/or access
opening not completely covered.
Doors close flat; covers access opening
completely.
Lifting rings missing,
rusted
Lifting rings not capable of lifting weight of
door or plate.
Lifting rings sufficient to lift or remove door
or plate.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
12/12/2016 2017 City of Renton Surface Water Design Manual
A-8
NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITION WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Structure Trash and debris Trash or debris of more than ½ cubic foot
which is located immediately in front of the structure opening or is blocking capacity of
the structure by more than 10%.
No Trash or debris blocking or potentially
blocking entrance to structure.
Trash or debris in the structure that
exceeds 1/3 the depth from the bottom of
basin to invert the lowest pipe into or out of
the basin.
No trash or debris in the structure.
Deposits of garbage exceeding 1 cubic
foot in volume.
No condition present which would attract or
support the breeding of insects or rodents.
Sediment
accumulation
Sediment exceeds 60% of the depth from
the bottom of the structure to the invert of
the lowest pipe into or out of the structure
or the bottom of the FROP-T section or is
within 6 inches of the invert of the lowest
pipe into or out of the structure or the
bottom of the FROP-T section.
Sump of structure contains no sediment.
Damage to frame
and/or top slab
Corner of frame extends more than ¾ inch
past curb face into the street (If
applicable).
Frame is even with curb.
Top slab has holes larger than 2 square
inches or cracks wider than ¼ inch.
Top slab is free of holes and cracks.
Frame not sitting flush on top slab, i.e.,
separation of more than ¾ inch of the
frame from the top slab.
Frame is sitting flush on top slab.
Cracks in walls or
bottom
Cracks wider than ½ inch and longer than
3 feet, any evidence of soil particles
entering structure through cracks, or
maintenance person judges that structure
is unsound.
Structure is sealed and structurally sound.
Cracks wider than ½ inch and longer than
1 foot at the joint of any inlet/outlet pipe or
any evidence of soil particles entering
structure through cracks.
No cracks more than 1/4 inch wide at the
joint of inlet/outlet pipe.
Settlement/
misalignment
Structure has settled more than 1 inch or
has rotated more than 2 inches out of
alignment.
Basin replaced or repaired to design
standards.
Damaged pipe joints Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil
entering the structure at the joint of the
inlet/outlet pipes.
No cracks more than ¼-inch wide at the
joint of inlet/outlet pipes.
Contaminants and
pollution
Any evidence of contaminants or pollution
such as oil, gasoline, concrete slurries or
paint.
Materials removed and disposed of
according to applicable regulations. Source
control BMPs implemented if appropriate.
No contaminants present other than a
surface oil film.
Ladder rungs missing or unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access.
FROP-T Section Damaged FROP-T T section is not securely attached to
structure wall and outlet pipe structure should support at least 1,000 lbs of up or
down pressure.
T section securely attached to wall and
outlet pipe.
Structure is not in upright position (allow up
to 10% from plumb).
Structure in correct position.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
2017 City of Renton Surface Water Design Manual 12/12/2016
A-9
NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITION WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
FROP-T Section
(cont.)
Damaged FROP-T
(cont.)
Connections to outlet pipe are not
watertight or show signs of deteriorated grout.
Connections to outlet pipe are water tight;
structure repaired or replaced and works as designed.
Any holes—other than designed holes—in
the structure.
Structure has no holes other than designed
holes.
Cleanout Gate Damaged or missing
cleanout gate
Cleanout gate is missing. Replace cleanout gate.
Cleanout gate is not watertight. Gate is watertight and works as designed.
Gate cannot be moved up and down by
one maintenance person.
Gate moves up and down easily and is
watertight.
Chain/rod leading to gate is missing or
damaged.
Chain is in place and works as designed.
Orifice Plate Damaged or missing
orifice plate
Control device is not working properly due
to missing, out of place, or bent orifice
plate.
Plate is in place and works as designed.
Obstructions to orifice
plate
Any trash, debris, sediment, or vegetation
blocking the plate.
Plate is free of all obstructions and works
as designed.
Overflow Pipe Obstructions to
overflow pipe
Any trash or debris blocking (or having the
potential of blocking) the overflow pipe.
Pipe is free of all obstructions and works
as designed.
Deformed or
damaged lip of
overflow pipe
Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at
an elevation lower than design
Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris Trash and debris accumulated in
inlet/outlet pipes (includes floatables and
non-floatables).
No trash or debris in pipes.
Damaged inlet/outlet
pipe
Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil
entering at the joints of the inlet/outlet
pipes.
No cracks more than ¼-inch wide at the
joint of the inlet/outlet pipe.
Metal Grates
(If applicable)
Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards.
Trash and debris Trash and debris that is blocking more
than 20% of grate surface.
Grate free of trash and debris. footnote to
guidelines for disposal
Damaged or missing
grate
Grate missing or broken member(s) of the
grate.
Grate is in place and meets design
standards.
Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in
place. Any open structure requires
urgent maintenance.
Cover/lid protects opening to structure.
Locking mechanism
not working
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts cannot be seated. Self-locking
cover/lid does not work.
Mechanism opens with proper tools.
Cover/lid difficult to
remove
One maintenance person cannot remove
cover/lid after applying 80 bs. of lift.
Cover/lid can be removed and reinstalled
by one maintenance person.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
12/12/2016 2017 City of Renton Surface Water Design Manual
A-24
NO. 17 – WETVAULT
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITION WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Site Trash and debris Trash and debris accumulated on facility
site.
Trash and debris removed from facility site.
Treatment Area Trash and debris Any trash and debris accumulated in vault
(includes floatables and non-floatables).
No trash or debris in vault.
Sediment
accumulation
Sediment accumulation in vault bottom
exceeds the depth of the sediment zone
plus 6 inches.
No sediment in vault.
Contaminants and
pollution
Any evidence of contaminants or pollution
such as oil, gasoline, concrete slurries or
paint.
Materials removed and disposed of
according to applicable regulations. Source
control BMPs implemented if appropriate. No contaminants present other than a
surface oil film.
Vault Structure Damage to wall,
frame, bottom, and/or
top slab
Cracks wider than ½-inch, any evidence of
soil entering the structure through cracks,
vault does not retain water or qualified
inspection personnel determines that the
vault is not structurally sound.
Vault is sealed and structurally sound.
Baffles damaged Baffles corroding, cracking, warping and/or
showing signs of failure or baffle cannot be
removed.
Repair or replace baffles or walls to
specifications.
Ventilation area
blocked/plugged
Ventilation area blocked or plugged. No reduction of ventilation area exists.
Inlet/Outlet Pipe Sediment
accumulation
Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris Trash and debris accumulated in
inlet/outlet pipes (includes floatables and
non-floatables).
No trash or debris in pipes.
Damaged inlet/outlet
pipe
Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil
entering at the joints of the inlet/outlet
pipes.
No cracks more than ¼-inch wide at the
joint of the inlet/outlet pipe.
Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally.
Valve won’t seal Valve does not seal completely. Valve completely seals closed.
Access Manhole Access cover/lid
damaged or difficult to
open
Access cover/lid cannot be easily opened
by one person. Corrosion/deformation of
cover/lid.
Access cover/lid can be opened by one
person.
Locking mechanism
not working
Mechanism cannot be opened by one
maintenance person with proper tools.
Bolts cannot be seated. Self-locking
cover/lid does not work.
Mechanism opens with proper tools.
Cover/lid difficult to
remove
One maintenance person cannot remove
cover/lid after applying 80 bs of lift.
Cover/lid can be removed and reinstalled
by one maintenance person.
Access doors/plate
has gaps, doesn't
cover completely
Large access doors not flat and/or access
opening not completely covered.
Doors close flat; covers access opening
completely.
Lifting rings missing,
rusted
Lifting rings not capable of lifting weight of
door or plate.
Lifting rings sufficient to lift or remove door
or plate.
Ladder rungs unsafe Missing rungs, misalignment, rust, or
cracks.
Ladder meets design standards. Allows
maintenance person safe access.
Exhibit C – Legal Description
THE EAST 35 FEET OF LOT 3 AND ALL OF LOT 4, KING COUNTY SHORT PLAT NO. 881050, AS
RECORDED JANUARY 22, 1982 UNDER RECORDING NO. 8201220536, RECORDS OF KING
COUNTY, WASHINGTON.
TOGETHER WITH THE EAST 30 FEET OF THE SOUTH HALF OF THE SOUTHWEST QUARTER OF THE
NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH,
RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON.
APPENDIX G
FLOW CONTROL & WATER QUALITY FACILITY SUMMARY
SHEET & SKETCH
2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D
4/24/2016
Page 1
STORMWATER FACILITY SUMMARY SHEET DPER Permit No.___________________
(provide one Stormwater Facility Summary Sheet per Natural Discharge Location)Date ___________________
OVERVIEW:NPDES Permit No.___________________
Project Name
Parcel No.____________________________
Project Location Retired Parcel No.____________________________
Downstream Drainage Basins:Project includes Landscape Management Plan?yes
Major Basin Name ______________________________________________(include copy with TIR as Appendix)no
Immediate Basin Name ______________________________________________
GENERAL FACILITY INFORMATION: Leachable Metals
Infiltration Impervious Surface Limit
Type # of Type # of Type # of facilities Flow Control BMPs
Ponds ______ Ponds ______ Ponds ______ Basic Clearing Limit
Vaults ______ Tanks ______ Vaults ______ Conservation Drainage Facility
Tanks ______ Trenches _____ Tanks ______ Flood Problem Landscape Management Plan
If no flow control facility, check one:
Project qualifies for KCSWDM Exemption (KCSWDM 1.2.3):
Basic Exemption (Applies to Commercial parcels only)Area % of Total
Redevelopment projects
Cost Exemption for Parcel Redevelopment projects
Direct Discharge Exemption
Other _____________________ Total impervious surface served by
Project qualifies for 0.1 cfs Exception per KCSWDM 1.2.3 flow control facility(ies) (sq ft)
Impervious surface served by flow
KCSWDM Adjustment No. ___________________control facility(ies) designed
1990 or later (sq ft)
approved KCSWDM Adjustment No. __________________ Impervious surface served by
Shared Facility Name/Location: _________________________ pervious surface absorption (sq ft)
No flow control required (other, provide justification): Impervious surface served by approved
____________________________________________________ water quality facility(ies) (sq ft)
Flow Control
Performance Std
Declarations of Covenant Recording No.
Water QualityDetention
TREATMENT SUMMARY FOR TOTAL IMPERVIOUS SURFACES
-----
Total Impervious Acreage (ac)
No flow control required per approved
Flow control provided in regional/shared facility per approved
PROVIDE FACILITY DETAILS AND FACILITY SKETCH FOR EACH FACILITY ON REVERSE. USE ADDITIONAL SHEETS AS NEEDED FOR ADDITIONAL FACILITIES
Impervious Surface Exemption for Transportation Total Acreage (ac)
Green's Landing Short Plat
5008 Ne 2nd Street
1 1 X
1523059219
X
2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D
4/24/2016
Page 2
STORMWATER FACILITY SUMMARY SHEET DPER Permit No.___________________
(provide one Stormwater Facility Summary Sheet per Natural Discharge Location)
Project Name Downstream Drainage Basins:
Major Basin Name _______________________________
Project Location Immediate Basin Name ___________________________
FLOW CONTROL FACILITY:Basin:
Facility Name/Number _______________________________________ New Facility Project Impervious
Facility Location ____________________________________________ Existing Facility Acres Served ________
UIC? □ yes □ no UIC Site ID:% of Total Project Impervious
cu.ft.Volume Factor Acres Served ________
_____________ ac.ft.____________of Safety _______No. of Lots Served ________
Control Structure location: _______________________________________________
Type of Control Structure:No. of Orifices/Restrictions __________
Riser in vault Size of Orifice/Restriction (in.) No.1 ______ cu.ft.
Riser in Type II CB (numbered starting with lowest No.2 ______ ac.ft.
Weir in Type II CB orifice): No.3 ______
(inches in decimal format)No.4 ______
WATER QUALITY FACILITIES Design Information
Indicate no. of water quality facilities/BMPs for each type:Water Quality design flow (cfs)
_______Flow dispersion Water Quality treated volume (sandfilter) (cu.ft.)
_______Filter strip Water Quality storage volume (wetpool) (cu.ft.)
_______Biofiltration swale regular, wet or Landscape management plan Farm management plan
continuous inflow
_______Wetvault combined w/detention ______High flow bypass structure (e.g., flow-splitter catch basin)
_______Wetpond basic large combined w/detention ______Oil/water separator baffle coalescing plate
_______Pre-settling pond ______Storm filter
_______Stormwater wetland ______Pre-settling structure (Manufacturer:______________________)
_______Sand filter basic large Sand bed depth ______Catch basin inserts (Manufacturer:________________________)
regular linear vault (inches)______________Source controls _________________________________________
● Is facility lined? yes no If so, what marker is used above liner?_____________________________________________________
Facility Summary Sheet Sketch: All detention, infiltration and water quality facilities must include a detailed sketch (11"x17" reduced size plan sheets preferred).
Dam Safety Regulations (WA State Dept of
Ecology):
Reservoir Volume
above natural grade
Depth of Reservoir
above natural grade (ft)
Live Storage
Volume
Live Storage
Depth (ft)
Green's Landing Short Plat
5008 Ne 2nd Street
X
Tract B
X
X
18,734 8
SW corner
X
3
.5625
0.5
0.5
.783
99
6
1 X
4,805
³´29476 0' 0& 564''6)4''05 .#0&+0) 5*146 2.#6
)4''05 .#0&+0) 5*146 2.#6
)4''05 .#0&+0) 5*146 2.#6
.7# Ä%-4060-4060
7DETENTION/ WATER QUALITY VAULTDETAILS & STORM DRAIN NOTES0GRAPHIC SCALE105 10SCALE IN FEET1"=10'7 TED-40
R 07
WTR-27-4060
W-406002
APPENDIX G
FLOW CONTROL & WATER QUALITY FACILITY SUMMARY
SHEET & SKETCH