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HomeMy WebLinkAboutEx08_Preliminary_Technical_Information_Report
Western Washington Division Eastern Washington Division
165 NE Juniper St., Ste 201, Issaquah, WA 98027 108 East 2nd Street, Cle Elum, WA 98922
Phone: (425) 392-0250 Fax: (425) 391-3055 Phone: (509) 674-7433 Fax: (509) 674-7419
www.EncompassES.net
PRELIMINARY TECHNICAL INFORMATION REPORT
CITY OF RENTON
For
Emerald Highlands
1501 & 1507 Kirkland Avenue NE
Renton, WA 98056
February 4, 2020
02/04/2020
Prepared By:
Noah Anderson
Encompass Engineering Job No. 19501
Prepared For:
Genesis Homes, LLC
16220 NE 3rd Place
Bellevue, WA 98008
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page i
TABLE OF CONTENTS
I. PROJECT OVERVIEW ................................................................................................................ 1
II. CONDITIONS AND REQUIREMENTS SUMMARY ...................................................................... 5
III. OFFSITE ANALYSIS .................................................................................................................... 8
IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN ........................... 15
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN ..................................................................... 18
VI. SPECIAL REPORTS AND STUDIES ............................................................................................ 18
VII. OTHER PERMITS ..................................................................................................................... 18
VIII. CSWPPP ANALYSIS AND DESIGN............................................................................................ 18
IX. BOND QUANTITIES AND DECLARATION OF COVENANT ....................................................... 18
X. OPERATION AND MAINTENANCE MANUAL .......................................................................... 18
List of Figures
1. TIR Worksheet
2. Vicinity Map
3. Soils Map and Legend
4. Existing Conditions Map
5. Developed Conditions Map
6. Aquifer Protection Zone Map
7. Downstream Map
8. Flow Frequency Return Periods
9. Biopod Details
Appendix A
Geotechnical Engineering Report by The Riley Group, Inc. dated May 17, 2019
Appendix B
WWHM2012 Output
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 1
I. PROJECT OVERVIEW
Project: Emerald Highlands
Tax Parcel #: 722780-1490 & 722780-1495
Site Address: 1501 & 1507 Kirkland Ave NE, Renton, WA 98056
Site Area: The combined tax parcel area is 0.56 Acres
Zoning: R-14
Legal Descriptions: Renton Highlands # 2 Correct Plat, Plat Block: 45, Plat Lot: 4
Renton Highlands # 2 Correct Plat, Plat Block: 45, Plat Lot: 5
Figure 2: Vicinity Map
Existing Site Conditions: The site is currently developed with two existing residences with
associated out buildings and asphalt driveways. The remainder of the site is vegetated with grass,
trees, and shrubs.
The site lies within the East Lake Washington – Renton Drainage Basin which discharges to the
Cedar River / Lake Washington Watershed per King County iMap. The site lies within a single
drainage basin; however, it contains a high point and discharges from two separate locations.
There is a natural ridge running from north to south through the existing residences. Stormwater
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 2
runoff from the eastern area of the site sheet flows to the east into a curb and gutter along
Kirkland Avenue NE. Stormwater runoff from the western area of the site sheet flows west to the
western edge of the property. A narrow strip of overgrown vegetated area is contained between
the western edge of these properties and the eastern edge of the neighboring properties to the
west. This vegetated strip serves as an overflow drainage channel for stormwater runoff. Flows
are conveyed for approximately 200 feet before being routed to the curb and gutter along
Kirkland Avenue NE.
Critical Areas: The parcel contains no critical areas or critical area buffers.
Soils: Per the US Department of Agriculture (USDA), Natural Resources Conservation Service
(NCRS) Web Soil Survey information, the project site is generally underlain with Arents,
Alderwood material (AmC). Per the Geotechnical Engineering Report prepared by Riley Group,
dated May 17, 2019, the site is underlain with loose to medium dense silty sand with trace to
some gravel, over dense sand with some silt and trace gravel. A field infiltration test was
performed with a calculated long term, design infiltration r ate of 1.1 inches/hour. The full
Geotechnical Engineering Report is included in Appendix A of this report.
Figure 3: Soils Map and Legend
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 5
Developed Site Conditions: The proposal incorporated the demolition, clearing, and grading of
the project site to accommodate the construction of ten single-family residences. Unit homes
will be constructed in townhouse configurations. Alleys connecting to Kirkland Avenue NE will be
used to access the lots. The Kirkland Avenue NE frontage will be upgraded with half street
improvements including a traveled lane, curb and gutters, a bioretention/planter strip, and
concrete sidewalks.
A combination of full infiltration trenches and a Biopod system will provide the required
stormwater controls for water quality and flow control. Th e system will overflow into the existing
storm system in Kirkland Avenue NE. Target surfaces located within the public right of ways will
be mitigated using a road-side bioretention ditch. See Section IV of this report for a full discussion
of the proposed stormwater controls and Figure 5 for a map of the developed site conditions.
II. CONDITIONS AND REQUIREMENTS SUMMARY
The 2017 City of Renton Surface Water Design Manual (RSWDM) along with the 2016 King County
Surface Water Design Manual (KCSWDM) were utilized for stormwater design per the City of
Renton requirements. The development will result in over 2,000 SF of new plus replaced
impervious surface but does not result in over 50 acres of new impervious surface within a
subbasin or multiple subbasins that are hydraulically connected. Therefore, per Figure 1.1.2.A of
the RSWDM, this project must meet the Full Drainage Review requirements per Section 1.1.2.4.
Core Requirements:
Core Requirement #1: Discharge at the Natural Location
Currently, the site drains to the existing public storm system in Kirkland Avenue NE via
two drainage paths which converge within ¼ mile downstream of the site discharge
location (in addition to infiltrating into the underlying soil). This project proposes to
preserve the existing site drainage patterns via the use of infiltration BMPs with overflow
connections to the Kirkland Avenue NE system.
Core Requirement #2: Offsite Analysis
A Level 1 Downstream analysis has been prepared and is included in Section III of this TIR.
Core Requirement #3: Flow Control Facilities
Per the City of Renton Flow Control Application Map, this project site is located within the
“Peak Rate Flow Control Standard (Existing Site Conditions)” area. In this area, flow
control facilities are required to be designed to match the existing conditions 2 -, 10-, and
100-year peak-rate runoff from the site.
After applying the BMP credits for full infiltration to the applicable target surfaces per
Table 1.2.9.A of the RSWDM, the WWHM output displayed an increase in peak flow runoff
of less than 0.15 CFS using 15-minute timesteps. Therefore, the project meets the
exemption for Peak Rate Flow Control Standard Areas per Section 1.2.3.1 of the RSWDM
and no further flow control facilities are required. See Section IV for a full discussion of
flow control facilities and Appendix B for full WWHM2012 Output.
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 6
Core Requirement #4: Conveyance System
See Section V of this report for conveyance capacity analysis.
Core Requirement #5: Construction Stormwater Pollution Prevention
A temporary erosion and sediment control (TESC) plan will provide BMPs to be
implemented during construction. This plan and included BMPs will be provided during
final engineering. A Construction Stormwater Pollution Prevention (CSWPP) plan will be
included with final engineering.
Core Requirement #6: Maintenance and Operations
See Section X of this report for a full discussion of the maintenance and operations.
Core Requirement #7: Financial Guarantees and Liability
The owner will arrange for any financial guarantees and liabilities required by the permit.
Core Requirement #8: Water Quality Facilities
This project proposes the creation of more than 5,000 SF of new pollution -generating
impervious surfaces (PGIS). Therefore, Enhanced Basic water quality treatment per
Section 1.2.8.1 is required for the project. The water quality requirements are proposed
to be met using an Oldcastle Biopod filtration device. This biofiltration device has been
sized to provide enhanced water quality treatment for proposed on -site PGIS. This
proprietary facility has been approved per an email from Jonathan Chavez, P.E. for the
City of Renton. See Section IV of this report for full discussion of water quality facilities
and Figure 9 for Biopod details.
Core Requirement #9: On-Site BMPs
The project is considered to be a Small Subdivision Project, and is therefore designed to
comply with the Small Subdivision Project BMP Requirements detailed in Section 1.2.9.3.1
of the RSWDM. Flow Control BMPs below were considered in order of preference as
prescribed by these Requirements. See Section IV for complete Flow Control details.
Full Dispersion: Infeasible; site design does not allow for the minimum native vegetated
flowpath lengths required per Appendix C.2.1.
Full Infiltration: Feasible; per Geotech report.
• Full infiltration of the 14,874 SF of on-site impervious areas is proposed for
the site in the form of Gravel Filled Trenches per Appendix C.2.2.3.
Bioretention: Feasible; per the City of Renton requirements.
• Bioretention is required for the 4,601 SF of off-site impervious areas within
the bioretention/planter strips along Kirkland Ave NE per the City of
Renton Preapplication Meeting Notes (PRE18-000526). The 10’-wide strip
will be constructed as a Roadside Bioretention Ditch per Appendix C.2.6.2.
Soil Amendment: Feasible
• Restoration of the disturbed soils will be applied to both the on- and off-
site landscaped areas (approximately 11,806 SF) per Appendix C.2.13.
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 7
Special Requirements:
Special Requirement #1: Other Adopted Area-Specific Requirements
Master Drainage Plan – N/A
Basin Plan – N/A
Salmon Conservation Plan – N/A
Lake Management Plan – N/A
Hazard Mitigation Plan – N/A
Shared Facility Drainage Plan – N/A
Special Requirement #2: Flood Hazard Area Delineation
The limits of this project do not lie in the FEMA 100-year floodplain.
Special Requirement #3: Flood Protection Facilities
This special requirement is for Class 1 or 2 streams with an existing flood protection
facility. The site does not contain any streams and is therefore not applicable.
Special Requirement #4: Source controls
Source control is not required for this project.
Special Requirement #5: Oil Control
This project is not considered high-use in need of oil control.
Special Requirement #6: Aquifer Protection Area
This site is located in Zone 2 of an Aquifer Protection Area per the City of Renton Aquifer
Protection Zone Map (Figure 6). This project has been designed to meet the requirements
detailed in Section 1.3.6 of the RSWDM. Per the Geotech report, the site possesses an
initial infiltration rate of 2.8 inches per hour, and the soils do not meet the soil suitability
criteria for groundwater protection detailed in Section 5.2.1. Therefore, the infiltration
facilities shall utilize an organic soil layer per Section 6.2.4.2.
Figure 6: Aquifer Protection Zone Map
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 8
III. OFFSITE ANALYSIS
Task 1: Study Area Definition and Maps
A Level 1 Offsite Analysis has been performed for the project site per Section 2.3.1.1 of the
RSWDM. The project site is comprised of two adjacent tax parcels. The site is currently developed
with two existing residences with associated out buildings and asphalt driveways. The remainder
of the site is vegetated with grass, trees, and shrubs. The USGS Web Soil Survey has mapped the
soils on site as Arents, Alderwood material at 6 to 15 percent slopes. The site lies within a single
drainage basin (East Lake Washington – Renton); however, it contains a high point and discharges
from two separate locations. There is a natural ridge running from north to south through the
existing residences.
The study area for this analysis extends downstream for approximately one mile and includes no
upstream offsite drainage area tributary to the project site. All neighboring properties have been
previously developed and do not direct stormwater runoff to the subject properties. A map
showing the study area is included in Figure 7.
Task 2: Resource Review
Encompass has reviewed the site and the applicable resources for both listed and potential
problems. The project site contains no critical areas or critical area buffers per the City of Renton
maps, FEMA maps, King County Sensitive Areas Folio, CED Wetlands Inventory, or the
Washington State DOE Section 303d list.
Task 3: Field Inspection
A Level 1 Downstream Analysis was performed by Encompass Engineering and Surveying on
Friday May 31, 2019. The analysis was performed under clear conditions at approximately 12 PM
with a temperature of about 65°. The tributary basins detailed in Task 1 were confirmed during
the site visit. Information collected during this study is included in the Task 4 system description.
Task 4: Drainage System Description and Problem Descriptions
There is a natural ridge running from north to south through the existing residences. Runoff from
the site discharges at two separate points located at the eastern and western property edges.
Stormwater runoff from the eastern drainage area sheet flows (A) to discharge location #1 and
into a curb and gutter (B) along Kirkland Avenue NE. Runoff is conveyed south to a Type 1 Catch
Basin (C). This CB outlets through an 8” concrete pipe (D) to a Stormdrain M anhole (E).
Stormwater runoff continues south through a 12” concrete pipe (F) which collects further runoff
from Kirkland Avenue NE before discharging to a Stormdrain Manhole (G) at the intersection of
Kirkland Avenue NE and NE 12th Street. The combined NE 12th Street system is conveyed to the
west by a 36” Corrugated Metal Pipe (H) where it continues 1,320’ downstream of the site
discharge location.
Stormwater runoff from the western drainage area sheet flows west to the western edge of the
property. A narrow strip of overgrown vegetated area is contained between the western edge of
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 9
these properties and the eastern edge of the neighboring properties to the west. This vegetated
strip serves as an unplanned overflow drainage channel for stormwater runoff. Flows are
conveyed for approximately 200’ before being routed to the curb and gutter along Kirkland
Avenue NE. Runoff then enters the existing storm system within Kirkland Avenue NE where it
converges with flows from the eastern drainage area.
Task 5: Mitigation of Existing or Potential Problems
Both King County iMap and the City of Renton GIS Maps show no drainage complaints relevant
to the project or the downstream drainage paths. No existing or potential problems were
observed within the site or downstream area. Johnathan Chavez, P.E. City of Renton confirmed
via email that no records of complaints were present for the subject properties.
Figure 7: Downstream Map
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 10
OFFSITE ANALYSIS DRAINAGE SYSTEM TABLE
BASIN: East Lake Washington SUBBASIN NAME: SUBBASIN NUMBER:
SYMBOL
DRAINAGE
COMPONENT
TYPE, NAME,
AND SIZE
DRAINAGE
COMPONENT
DESCRIPTION
SLOPE
DISTANCE
FROM SITE
DISCHARGE
EXISTING
PROBLEMS
POTENTIAL
PROBLEMS
OBSERVATIONS OF
FIELD INSPECTOR,
RESOURCE
REVIEWER, OR
RESIDENT
(See
map)
Type: sheet
flow, swale,
stream,
channel, pipe,
pond; Size:
diameter,
surface area
Drainage
basin,
vegetation,
cover, depth,
type of
sensitive area,
volume
% 1/4 Mile =
1,320 ft
Constrictions, under capacity,
ponding, overtopping, flooding,
habitat or organism destruction,
scouring, bank sloughing,
sedimentation, incision, other
erosion
Tributary area,
likelihood of
problem, overflow
pathways, potential
impacts
A SHEET FLOW
EASTERN
DRAINAGE
AREA
2-5%
DISCHARGE
LOCATION
#1
NONE NONE
PERMANENT
DRAINAGE PATH TO
BE ESTABLISHED BY
RE-DEVELOPMENT.
B CURB AND
GUTTER
WEST SIDE OF
KIRKLAND
AVENUE NE
2-10% 0’ – 150’ NONE NONE
COLLECTS RUNOFF
FROM KIRKLAND
AVE NE.
C CATCH BASIN
#1, TYPE 1
DEPTH = 1.8',
FACILITY ID
NO. 105746
N/A 150’ NONE NONE
COLLECTS RUNOFF
FROM KIRKLAND
AVE NE,
PERMANENT
DRAINAGE PATH TO
BE ESTABLISHED BY
RE-DEVELOPMENT.
D 8" CONCRETE
PIPE
UNDER
KIRKLAND AVE
NE
5% 150’ – 170’ NONE NONE
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 11
E CATCH BASIN
#2, 54" TYPE 2 DEPTH = 4.95,
FACILITY ID
NO. 113354
N/A 170’ NONE
POTENTIAL
SEDIMENTATI
ON
LOCATED AT
INTERSECTION OF
NE 15TH PL AND
KIRKLAND AVE NE.
F 12" CONCRETE
PIPE
UNDER
KIRKLAND AVE
NE
5-10% 170’ – 970’ NONE NONE
G CATCH BASIN
#3, 54" TYPE 2
DEPTH = 10.37,
FACILITY ID
NO. 114081
N/A 970’ NONE NONE
COLLECTS FLOWS
FROM KIRKLAND
AVE NE, NE 12TH
ST, AND
LYNNWOOD AVE
NE SYSTEMS.
H
36”
CORRUGATED
METAL PIPE
UNDER NE
12TH ST 2-5% 970’ –
1,320’ NONE NONE
CONVEYANCE
UNDER NE 12TH ST.
END OF LEVEL 1
DOWNSTREAM
ANALYSIS.
Table 1: Offsite Analysis Drainage System Table
Site Access off Kirkland Avenue NE and Element B: Curb and Gutter
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 12
Element C: Catch Basin #1
Rear yard drainage area
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 13
Downstream of rear yard drainage area
Approximate outfall location of rear yard drainage area
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 14
Catch Basin along Kirkland Avenue NE
Conveyance to intersection of Kirkland Avenue NE and NE 12 th St
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 15
IV. FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY
FACILITY ANALYSIS AND DESIGN
Part A: Existing Site Hydrology
The site is currently developed with two existing residences with associated out buildings and
asphalt driveways. The remainder of the site is vegetated with grass, trees, a nd shrubs. The
project site is contained within a single drainage basin. Per core requirement #3, the pre -
developed site has been modeled as “Existing Conditions” for the purposes of stormwater
calculations. Table 2 below shows a breakdown of acreage of the existing land covers. See Figure
4 for a map of the existing site conditions and Appendix B for the full stormwater modeling
calculations.
Part B: Developed Site Hydrology
The developed site will consist of two new buildings, access alleys, and frontage improvements.
All stormwater runoff flows from the developed site will be discharged to the natural location or
locations identified in the Offsite Analysis. Acreages of the proposed land covers are listed in
Table 2 and the full WWHM outputs are attached in Appendix B of this report. Impervious areas
fully infiltrated (rooftops, driveways, and sidewalks) have been subtracted from the WWHM
model per Table 1.2.9.A. The Soil Amendment BMP will be implemented for onsite vegetated
areas per Appendix C.2.13. Areas meeting this criterion have been modeled as “pasture” rather
than “lawn” for WWHM modeling. Refer to Figure 5 for the Developed Conditions Map.
Area Breakdown
Existing Proposed
Condition Measured (AC) Modeled (AC) Measured (AC) Modeled (AC)
Roof: 0.1016 0.1016 0.1722 0.0000
Onsite Pasture: 0.4157 0.0743 0.2178 0.2178
Onsite Street: 0.0000 0.0000 0.0718 0.0000
Onsite Driveway: 0.0291 0.0291 0.0668 0.0000
Onsite Sidewalk: 0.0128 0.0128 0.0307 0.0000
Total Area: 0.5592 0.2178 0.5592 0.2178
Table 2: Area Breakdown
Part C: Performance Standards
Per the City of Renton Flow Control Application Map, this project site is located within the “Peak
Rate Flow Control Standard (Existing Site Conditions)” area. In this area, flow control facilities are
required to be designed to match the existing conditions 2 -, 10-, and 100-year peak-rate runoff
from the site.
This project proposes the creation of more than 5,000 SF of new pollution-generating impervious
surfaces (PGIS). Therefore, Enhanced Basic water quality treatment per Section 1.2.8.1 is
required for the project.
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 16
The project is considered to be a Small Subdivision Project, and is therefore designed to comp ly
with the Small Subdivision Project BMP Requirements detailed in Section 1.2.9.3.1 of the
RSWDM. Flow Control BMPs have been considered in order of preference as prescribed by the
Small Subdivision Project BMP Requirements and are detailed in core requirement #9.
Part D: Flow Control System
Full Infiltration of the 14,874 SF (0.342 AC) of onsite impervious areas is proposed for the site in
the form of Gravel Filled Trenches for Full Infiltration per Appendix C.2.2.3. Per the Geotech
report, the site is underlain with medium dense silty sand and requires a 30-foot-long section per
1,000 SF of impervious area infiltrated. A total of 178.5 LF of 5-foot-wide trenching is required to
fully infiltrate the tributary areas. Two 5-foot-wide by 90-foot-long trenches are proposed for a
total of 180 LF of trenching to meet this requirement. Table 3 shows a breakdown of the trench
sizing calculations.
The infiltration trenches have been designed with a shared overflow connection to the existing
Kirkland Avenue NE storm drainage system. All proposed residential rooftops will be comprised
of non-leachable materials per the City of Renton requirements. A declaration of covenant
ensuring this will be included with the final engineering submittal. See the engineering plan set
for further details.
TRENCH
IMPERVIOUS
TRIBUTARY AREA
(SF)
TRENCH
REQUIRED (2'
WIDE) (LF)
TRENCH
REQUIRED (5'
WIDE) (LF)
TRENCH PROVIDED
(5' WIDE) (LF)
A 7499 224.97 89.988 90
B 7375 221.25 88.5 90
TOTAL 14874 446.22 178.488 180
Table 3: Full Infiltration Trench Sizing
This project has been designed to comply with the Zone 2 Aquifer Protection Area requirements
detailed in Section 1.3.6 of the RSWDM. Per the Grain Size Analysis of the Geotech report
included in Appendix A, the site does not meet the “soil properties required within groundwater
protection areas” detailed in Section 5.2.1. Therefore, the infiltration facilities have been
designed to meet the “Inside Groundwater Protections Areas” criteria detailed in Section 6.2.4.
The three infiltration trenches shall utilize an organic soil layer per Section 6.2.4.2 to comply with
these requirements.
The remaining portion of the project improvements are located within the public right of way
and will be not be tributary to the on -site flow control system. Bioretention is required for the
4,601 SF of off-site impervious areas per the City of Renton Preapplication Meeting Notes (PRE18-
000526). The off-site improvements will direct stormwater runoff to a Roadside Bioretention
Ditch, designed per Appendix C.2.6.2 and located within the 10’-wide bioretention/planter strip
along the west side of Kirkland Ave NE.
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 17
Figure 8: Flow Frequency Return Periods
After applying the BMP credits for full infiltration to the applicable target surfaces per Table
1.2.9.A of the RSWDM, the WWHM output displayed an increase in peak flow runoff of less than
0.15 CFS using 15-minute timesteps. Therefore, the project meets the exemption for Pe ak Rate
Flow Control Standard Areas per Section 1.2.3.1 of the RSWDM and no further flow control
facilities are required.
Part E: Water Quality System
Stormwater runoff from the 6,039 SF of on-site PGIS will be treated for Enhanced Water quality
before entering the infiltration trenches. A Biopod filtration device, manufactured by Oldcastle
Infrastructure, will provide the required treatment level for these target surfaces. The device has
been sized using the Oldcastle sizing guidelines and the WWHM water quality outputs for the
onsite areas. WWHM has calculated that an on-line facility target flow rate of 0.0546 CFS is
required for the project. A 4’ by 6’ “X-46Y-Z S/P/T Internal Bypass” model with a maximum
treatment flowrate of 0.074 CFS will be utilized to comply with these criteria. This design has
been approved per an email from Jonathan Chavez, P.E. for the City of Renton. See Figure 9 for
structure details.
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 18
Figure 9: Biopod Detail
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
Conveyance system analysis and design will be provided with final engineering.
VI. SPECIAL REPORTS AND STUDIES
Geotechnical Engineering Report by The Riley Group, Inc. dated May 17, 2019
VII. OTHER PERMITS
A Building Permit and a Clearing and Grading Permit will be required.
VIII. CSWPPP ANALYSIS AND DESIGN
CSWPPP Analysis and Design will be provided with final engineering.
IX. BOND QUANTITIES AND DECLARATION OF COVENANT
Bond Quantities and Declaration of Covenant will be provided with final engineering.
X. OPERATION AND MAINTENANCE MANUAL
An Operation and Maintenance Manual will be provided with final engineering.
Emerald Highlands Preliminary Technical Information Report
2/4/20 Page 19
Appendix A
Geotechnical Engineering Report
Genesis Homes Renton
1501 – 1507 Kirkland Avenue Northeast
Renton, Washington
by The Riley Group, Inc.
dated May 17, 2019
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011
Phone 425.415.0551 ♦ Fax 425.415.0311
www.riley-group.com
GEOTECHNICAL ENGINEERING REPORT
PREPARED BY:
THE RILEY GROUP, INC.
17522 BOTHELL WAY NORTHEAST
BOTHELL, WASHINGTON 98011
PREPARED FOR:
GENESIS HOMES, LLC
16220 NE 3RD AVENUE
BELLEVUE, WASHINGTON 98008
RGI PROJECT NO. 2019-092
GENESIS HOMES RENTON
1501 - 1507 KIRKLAND AVENUE NORTHEAST
RENTON, WASHINGTON
MAY 17, 2019
Geotechnical Engineering Report i May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
TABLE OF CONTENTS
1.0 INTRODUCTION ............................................................................................................................... 1
2.0 PROJECT DESCRIPTION ............................................................................................................... 1
3.0 FIELD EXPLORATION AND LABORATORY TESTING .......................................................... 1
3.1 FIELD EXPLORATION ................................................................................................................................... 1
3.2 LABORATORY TESTING ................................................................................................................................ 2
4.0 SITE CONDITIONS ........................................................................................................................... 2
4.1 SURFACE .................................................................................................................................................. 2
4.2 GEOLOGY ................................................................................................................................................. 2
4.3 SOILS ....................................................................................................................................................... 2
4.4 GROUNDWATER ........................................................................................................................................ 3
4.5 SEISMIC CONSIDERATIONS ........................................................................................................................... 3
4.6 GEOLOGIC HAZARD AREAS .......................................................................................................................... 4
5.0 DISCUSSION AND RECOMMENDATIONS ................................................................................. 4
5.1 GEOTECHNICAL CONSIDERATIONS ................................................................................................................. 4
5.2 EARTHWORK ............................................................................................................................................. 4
5.2.1 Erosion and Sediment Control ..................................................................................................... 4
5.2.2 Stripping and Subgrade Preparation ............................................................................................ 5
5.2.3 Excavations................................................................................................................................... 5
5.2.4 Structural Fill ................................................................................................................................ 6
5.2.5 Wet Weather Construction Considerations ................................................................................. 8
5.3 FOUNDATIONS .......................................................................................................................................... 8
5.4 RETAINING WALLS ..................................................................................................................................... 9
5.5 SLAB-ON-GRADE CONSTRUCTION ............................................................................................................... 10
5.6 DRAINAGE .............................................................................................................................................. 10
5.6.1 Surface ....................................................................................................................................... 10
5.6.2 Subsurface .................................................................................................................................. 10
5.6.3 Infiltration .................................................................................................................................. 10
5.7 UTILITIES ................................................................................................................................................ 11
6.0 ADDITIONAL SERVICES .............................................................................................................. 11
7.0 LIMITATIONS ................................................................................................................................. 11
LIST OF FIGURES AND APPENDICES
Figure 1 ..................................................................................................................... Site Vicinity Map
Figure 2 ............................................................................................... Geotechnical Exploration Plan
Figure 3 ............................................................................................... Retaining Wall Drainage Detail
Figure 4 ....................................................................................................Typical Footing Drain Detail
Appendix A .......................................................................... Field Exploration and Laboratory Testing
Geotechnical Engineering Report ii May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
Executive Summary
This Executive Summary should be used in conjunction with the entire Geotechnical
Engineering Report (GER) for design and/or construction purposes. It should be recognized
that specific details were not included or fully developed in this section, and the GER must
be read in its entirety for a comprehensive understanding of the items contained herein.
Section 7.0 should be read for an understanding of limitations.
RGI’s geotechnical scope of work included the advancement of 3 test pits to approximate
depths of 10 feet below existing site grades.
Based on the information obtained from our subsurface exploration, the site is suitable for
development of the proposed project. The following geotechnical considerations were
identified:
Soil Conditions: The soils encountered during field exploration include loose to medium
dense silty sand with trace to some gravel, over dense sand with some silt and trace
gravel.
Groundwater: No groundwater seepage was encountered during our subsurface
exploration.
Foundations: Foundations for the proposed building may be supported on conventional
spread footings bearing on medium dense to dense native soil or structural fill.
Slab-on-grade: Slab-on-grade floors and slabs for the proposed building can be supported
on medium dense to dense native soil or structural fill.
Geotechnical Engineering Report 1 May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
1.0 Introduction
This Geotechnical Engineering Report (GER) presents the results of the geotechnical
engineering services provided for the Genesis Homes Renton in Renton, Washington. The
purpose of this evaluation is to assess subsurface conditions and provide geotechnical
recommendations for the construction of new single family residences. Our scope of
services included field explorations, laboratory testing, engineering analyses, and
preparation of this GER.
The recommendations in the following sections of this GER are based upon our current
understanding of the proposed site development as outlined below. If actual features vary
or changes are made, RGI should review them in order to modify our recommendations as
required. In addition, RGI requests to review the site grading plan, final design drawings
and specifications when available to verify that our project understanding is correct and
that our recommendations have been properly interpreted and incorporated into the
project design and construction.
2.0 Project description
The project site is located at 1501 - 1507 Kirkland Avenue Northeast in Renton,
Washington. The approximate location of the site is shown on Figure 1.
The site is currently occupied by two single family residences, along Kirkland Avenue
Northeast, with associated outbuildings. RGI understands that the current structures will
be demolished for new single family residences. Stormwater infiltration on part of the site
is also being considered.
At the time of preparing this GER, building plans were not available for our review. Based
on our experience with similar construction, RGI anticipates that the proposed building will
be supported on perimeter walls with bearing loads of two to six kips per linear foot, and a
series of columns with a maximum load up to 30 kips. Slab-on-grade floor loading of 250
pounds per square foot (psf) are expected.
3.0 Field Exploration and Laboratory Testing
3.1 FIELD EXPLORATION
On May 2, 2019, RGI observed the excavation of 3 test pits. The approximate exploration
locations are shown on Figure 2.
Field logs of each exploration were prepared by the geologist that continuously observed
the excavation. These logs included visual classifications of the materials encountered
during excavation as well as our interpretation of the subsurface conditions between
samples. The test pits logs included in Appendix A, represent an interpretation of the field
Geotechnical Engineering Report 2 May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
logs and include modifications based on laboratory observation and analysis of the
samples.
3.2 LABORATORY TESTING
During the field exploration, a representative portion of each recovered sample was sealed
in containers and transported to our laboratory for further visual and laboratory
examination. Selected samples retrieved from the test pits and hand auger were tested for
moisture content and grain size analysis to aid in soil classification and provide input for
the recommendations provided in this GER. The results and descriptions of the laboratory
tests are enclosed in Appendix A.
4.0 Site Conditions
4.1 SURFACE
The subject site is a rectangular-shaped parcel of land approximately 0.5 acres in size. The
site is bound to the north, south, and west by residential property, and to the east by
Kirkland Avenue Northeast.
The existing site is two single family residences with outbuildings, and covered by trees and
grass. The yards contain a few trees and bushes but are mostly grass or gravel. The site is
relatively flat with an overall elevation difference of approximately 5 feet.
4.2 GEOLOGY
Review of the Preliminary Geologic Map of Seattle and vicinity, Washington, by H. H.
Waldron, etc. (1962) indicates that the soil in the project vicinity is mapped as Vashon till
(Qt), which is light to dark gray, nonsorted, nonstratified mixture of clay, silt, sand, and
gravel. The deposit is generally very stiff and impermeable, often resulting in poorly drained
bogs developing in relatively flat area. The deposit is usually 1 to 2 meters thick, but locally
can be as much as 25 meters. These descriptions are generally similar to the findings in our
field explorations.
4.3 SOILS
The soils encountered during field exploration include medium dense silty sand with trace
gravel over dense sand with silt.
More detailed descriptions of the subsurface conditions encountered are presented in the
test pits logs included in Appendix A. Sieve analysis was performed on two selected soil
samples. Grain size distribution curves are included in Appendix A.
Geotechnical Engineering Report 3 May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
4.4 GROUNDWATER
No groundwater seepage was encountered during our subsurface exploration.
It should be recognized that fluctuations of the groundwater table will occur due to
seasonal variations in the amount of rainfall, runoff, and other factors not evident at the
time the explorations were performed. In addition, perched water can develop within
seams and layers contained in fill soils or higher permeability soils overlying less permeable
soils following periods of heavy or prolonged precipitation. Therefore, groundwater levels
during construction or at other times in the future may be higher or lower than the levels
indicated on the logs. Groundwater level fluctuations should be considered when
developing the design and construction plans for the project.
4.5 SEISMIC CONSIDERATIONS
Based on the 2015 International Building Code (IBC), RGI recommends the follow seismic
parameters for design.
Table 1 2015 IBC
Parameter Value
Site Soil Class1 D2
Site Latitude 47.506044° N
Site Longitude 122.178948° W
Short Period Spectral Response Acceleration, SS (g) 1.426
1-Second Period Spectral Response Acceleration, S1 (g) 0.537
Adjusted Short Period Spectral Response Acceleration, SMS (g) 1.426
Adjusted 1-Second Period Spectral Response Acceleration, SM1 (g) 0.805
1. Note: In general accordance with Chapter 20 of ASCE 7-10. The Site Class is based on the average characteristics of the upper 100 feet
of the subsurface profile.
2. Note: The 2015 IBC and ASCE 7-10 require a site soil profile determination extending to a depth of 100 feet for seismic site
classification. The current scope of our services does not include the required 100 foot soil profile determination. Test pits extended to
a maximum depth of 10 feet, and this seismic site class definition considers that similar soil continues below the maximum depth of the
subsurface exploration. Additional exploration to deeper depths would be required to confirm the conditions below the current depth
of exploration.
Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength
due to an increase in water pressure induced by vibrations from a seismic event.
Liquefaction mainly affects geologically recent deposits of fine-grained sands that are
below the groundwater table. Soils of this nature derive their strength from intergranular
friction. The generated water pressure or pore pressure essentially separates the soil grains
and eliminates this intergranular friction, thus reducing or eliminating the soil’s strength.
Geotechnical Engineering Report 4 May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
RGI reviewed the results of the field and laboratory testing and assessed the potential for
liquefaction of the site’s soil during an earthquake. Since the site is underlain by glacially
consolidated deposits, RGI considers that the possibility of liquefaction during an
earthquake is minimal.
4.6 GEOLOGIC HAZARD AREAS
Regulated geologically hazardous areas include erosion, landslide, earthquake, or other
geological hazards. Based on the definition in the Renton Municipal Code, the site does not
contain geologically hazardous areas.
5.0 Discussion and Recommendations
5.1 GEOTECHNICAL CONSIDERATIONS
Based on our study, the site is suitable for the proposed construction from a geotechnical
standpoint. Foundations for the proposed building can be supported on conventional
spread footings bearing on medium dense to dense native soil or structural fill. Slab-on-
grade floors and pavements can be similarly supported.
Detailed recommendations regarding the above issues and other geotechnical design
considerations are provided in the following sections. These recommendations should be
incorporated into the final design drawings and construction specifications.
5.2 EARTHWORK
The earthwork is expected to include excavating and backfilling the building foundations
and preparing slab subgrades.
5.2.1 EROSION AND SEDIMENT CONTROL
Potential sources or causes of erosion and sedimentation depend on construction
methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type,
construction sequencing and weather. The impacts on erosion-prone areas can be reduced
by implementing an erosion and sedimentation control plan. The plan should be designed
in accordance with applicable city and/or county standards.
RGI recommends the following erosion control Best Management Practices (BMPs):
Scheduling site preparation and grading for the drier summer and early fall months
and undertaking activities that expose soil during periods of little or no rainfall
Retaining existing vegetation whenever feasible
Establishing a quarry spall construction entrance
Installing siltation control fencing or anchored straw or coir wattles on the downhill
side of work areas
Geotechnical Engineering Report 5 May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
Covering soil stockpiles with anchored plastic sheeting
Revegetating or mulching exposed soils with a minimum 3-inch thickness of straw
if surfaces will be left undisturbed for more than one day during wet weather or
one week in dry weather
Directing runoff away from exposed soils and slopes
Minimizing the length and steepness of slopes with exposed soils and cover
excavation surfaces with anchored plastic sheeting
Decreasing runoff velocities with check dams, straw bales or coir wattles
Confining sediment to the project site
Inspecting and maintaining erosion and sediment control measures frequently (The
contractor should be aware that inspection and maintenance of erosion control
BMPs is critical toward their satisfactory performance. Repair and/or replacement
of dysfunctional erosion control elements should be anticipated.)
Permanent erosion protection should be provided by reestablishing vegetation using
hydroseeding and/or landscape planting. Until the permanent erosion protection is
established, site monitoring should be performed by qualified personnel to evaluate the
effectiveness of the erosion control measures. Provisions for modifications to the erosion
control system based on monitoring observations should be included in the erosion and
sedimentation control plan.
5.2.2 STRIPPING AND SUBGRADE PREPARATION
Stripping efforts should include removal of pavements, vegetation, organic materials, and
deleterious debris from areas slated for building, pavement, and utility construction. The
test pits encountered 6 to 8 inches of topsoil and rootmass. Deeper areas of stripping may
be required in heavily vegetated areas of the site.
Subgrade soils that become disturbed due to elevated moisture conditions should be
overexcavated to reveal firm, non-yielding, non-organic soils and backfilled with
compacted structural fill. In order to maximize utilization of site soils as structural fill, RGI
recommends that the earthwork portion of this project be completed during extended
periods of warm and dry weather if possible. If earthwork is completed during the wet
season (typically November through May) it will be necessary to take extra precautionary
measures to protect subgrade soils. Wet season earthwork will require additional
mitigative measures beyond that which would be expected during the drier summer and
fall months.
5.2.3 EXCAVATIONS
All temporary cut slopes associated with the site and utility excavations should be
adequately inclined to prevent sloughing and collapse. The site soils consist of medium
dense silty sand with trace gravel over dense glacial till.
Geotechnical Engineering Report 6 May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
Accordingly, for excavations more than 4 feet but less than 20 feet in depth, the temporary
side slopes should be laid back with a minimum slope inclination of 1H:1V
(Horizontal:Vertical). If there is insufficient room to complete the excavations in this
manner, or excavations greater than 20 feet in depth are planned, using temporary shoring
to support the excavations should be considered. For open cuts at the site, RGI
recommends:
No traffic, construction equipment, stockpiles or building supplies are allowed at
the top of cut slopes within a distance of at least five feet from the top of the cut
Exposed soil along the slope is protected from surface erosion using waterproof
tarps and/or plastic sheeting
Construction activities are scheduled so that the length of time the temporary cut
is left open is minimized
Surface water is diverted away from the excavation
The general condition of slopes should be observed periodically by a geotechnical
engineer to confirm adequate stability and erosion control measures
In all cases, however, appropriate inclinations will depend on the actual soil and
groundwater conditions encountered during earthwork. Ultimately, the site contractor
must be responsible for maintaining safe excavation slopes that comply with applicable
OSHA or WISHA guidelines.
5.2.4 STRUCTURAL FILL
RGI recommends fill below the foundation and floor slab, behind retaining walls, and below
pavement and hardscape surfaces be placed in accordance with the following
recommendations for structural fill. The structural fill should be placed after completion of
site preparation procedures as described above.
The suitability of excavated site soils and import soils for compacted structural fill use will
depend on the gradation and moisture content of the soil when it is placed. As the amount
of fines (that portion passing the U.S. No. 200 sieve) increases, soil becomes increasingly
sensitive to small changes in moisture content and adequate compaction becomes more
difficult or impossible to achieve. Soils containing more than about 5 percent fines cannot
be consistently compacted to a dense, non-yielding condition when the moisture content
is more than 2 percent above or below optimum. Optimum moisture content is that
moisture that results in the greatest compacted dry density with a specified compactive
effort.
Non-organic site soils are only considered suitable for structural fill provided that their
moisture content is within about two percent of the optimum moisture level as determined
by ASTM D1557. Excavated site soils may not be suitable for re-use as structural fill
depending on the moisture content and weather conditions at the time of construction. If
soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be
Geotechnical Engineering Report 7 May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
protected with plastic sheeting that is securely anchored. Even during dry weather,
moisture conditioning (such as, windrowing and drying) of site soils to be reused as
structural fill may be required. Even during the summer, delays in grading can occur due to
excessively high moisture conditions of the soils or due to precipitation. If wet weather
occurs, the upper wetted portion of the site soils may need to be scarified and allowed to
dry prior to further earthwork, or may need to be wasted from the site.
The site soils are moisture sensitive and may require moisture conditioned prior to use as
structural fill. If on-site soils are or become unusable, it may become necessary to import
clean, granular soils to complete site work that meet the grading requirements listed in
Table 2 to be used as structural fill.
Table 2 Structural Fill Gradation
U.S. Sieve Size Percent Passing
4 inches 100
No. 4 sieve 22 to 100
No. 200 sieve 0 to 5*
*Based on minus 3/4 inch fraction.
Prior to use, an RGI representative should observe and test all materials imported to the
site for use as structural fill. Structural fill materials should be placed in uniform loose layers
not exceeding 12 inches and compacted as specified in Table 3. The soil’s maximum density
and optimum moisture should be determined by ASTM D1557.
Table 3 Structural Fill Compaction ASTM D1557
Location Material Type
Minimum
Compaction
Percentage
Moisture Content
Range
Foundations On-site granular or approved
imported fill soils: 95 +2 -2
Retaining Wall Backfill On-site granular or approved
imported fill soils: 92 +2 -2
Slab-on-grade On-site granular or approved
imported fill soils: 95 +2 -2
General Fill (non-
structural areas)
On-site soils or approved
imported fill soils: 90 +3 -2
Pavement – Subgrade
and Base Course
On-site granular or approved
imported fill soils: 95 +2 -2
Geotechnical Engineering Report 8 May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
Placement and compaction of structural fill should be observed by RGI. A representative
number of in-place density tests should be performed as the fill is being placed to confirm
that the recommended level of compaction is achieved.
5.2.5 WET WEATHER CONSTRUCTION CONSIDERATIONS
RGI recommends that preparation for site grading and construction include procedures
intended to drain ponded water, control surface water runoff, and to collect shallow
subsurface seepage zones in excavations where encountered. It will not be possible to
successfully compact the subgrade or utilize on-site soils as structural fill if accumulated
water is not drained prior to grading or if drainage is not controlled during construction.
Attempting to grade the site without adequate drainage control measures will reduce the
amount of on-site soil effectively available for use, increase the amount of select import fill
materials required, and ultimately increase the cost of the earthwork phases of the project.
Free water should not be allowed to pond on the subgrade soils. RGI anticipates that the
use of berms and shallow drainage ditches, with sumps and pumps in utility trenches, will
be required for surface water control during wet weather and/or wet site conditions.
5.3 FOUNDATIONS
Following site preparation and grading, the proposed building foundation can be supported
on conventional spread footings bearing on dense native soil or structural fill. Loose,
organic, or other unsuitable soils may be encountered in the proposed building footprint.
If unsuitable soils are encountered, they should be overexcavated and backfilled with
structural fill. If loose soils granular soils are encountered, the soil should be moisture
conditioned and compacted to the requirements of structural fill.
Table 4 Foundation Design
Design Parameter Value
Allowable Bearing Capacity - Structural Fill
Dense native soils
2,500 psf1
4,000 psf
Friction Coefficient 0.30
Passive pressure (equivalent fluid pressure) 250 pcf2
Minimum foundation dimensions Columns: 24 inches
Walls: 16 inches
1. psf = pounds per square foot
2. pcf = pounds per cubic foot
The allowable foundation bearing pressures apply to dead loads plus design live load
conditions. For short-term loads, such as wind and seismic, a 1/3 increase in this allowable
capacity may be used. At perimeter locations, RGI recommends not including the upper 12
Geotechnical Engineering Report 9 May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
inches of soil in the computation of passive pressures because they can be affected by
weather or disturbed by future grading activity. The passive pressure value assumes the
foundation will be constructed neat against competent soil or backfilled with structural fill
as described in Section 5.2.5. The recommended base friction and passive resistance value
includes a safety factor of about 1.5.
Perimeter foundations exposed to weather should be at a minimum depth of 18 inches
below final exterior grades. Interior foundations can be constructed at any convenient
depth below the floor slab. Finished grade is defined as the lowest adjacent grade within 5
feet of the foundation for perimeter (or exterior) footings and finished floor level for
interior footings.
With spread footing foundations designed in accordance with the recommendations in this
section, maximum total and differential post-construction settlements of 1 inch and 1/2
inch, respectively, should be expected.
5.4 RETAINING WALLS
If retaining walls are needed in the building area or for vaults, RGI recommends cast-in-
place concrete walls be used. The magnitude of earth pressure development on retaining
walls will partly depend on the quality of the wall backfill. RGI recommends placing and
compacting wall backfill as structural fill. Wall drainage will be needed behind the wall face.
A typical retaining wall drainage detail is shown in Figure 3.
With wall backfill placed and compacted as recommended, and drainage properly installed,
RGI recommends using the values in the following table for design.
Table 5 Retaining Wall Design
Design Parameter Value
Allowable Bearing Capacity - Structural Fill
Dense native soils
2,500 psf
4,000 psf
Active Earth Pressure (unrestrained walls) 35 pcf
At-rest Earth Pressure (restrained walls) 50 pcf
For seismic design, an additional uniform load of 7 times the wall height (H) for
unrestrained walls and 14H in psf for restrained walls should be applied to the wall surface.
Friction at the base of foundations and passive earth pressure will provide resistance to
these lateral loads. Values for these parameters are provided in Section 5.3.
Geotechnical Engineering Report 10 May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
5.5 SLAB-ON-GRADE CONSTRUCTION
Once site preparation has been completed as described in Section 5.2, suitable support for
slab-on-grade construction should be provided. RGI recommends that the concrete slab be
placed on top of medium dense native soil or structural fill. Immediately below the floor
slab, RGI recommends placing a four-inch thick capillary break layer of clean, free-draining
sand or gravel that has less than five percent passing the U.S. No. 200 sieve. This material
will reduce the potential for upward capillary movement of water through the underlying
soil and subsequent wetting of the floor slab. Where moisture by vapor transmission is
undesirable, an 8- to 10-millimeter thick plastic membrane should be placed on a 4-inch
thick layer of clean gravel.
For the anticipated floor slab loading, we estimate post-construction floor settlements of
1/4- to 1/2-inch.
5.6 DRAINAGE
5.6.1 SURFACE
Final exterior grades should promote free and positive drainage away from the building
area. Water must not be allowed to pond or collect adjacent to foundations or within the
immediate building area. For non-pavement locations, RGI recommends providing a
minimum drainage gradient of 3 percent for a minimum distance of 10 feet from the
building perimeter. In paved locations, a minimum gradient of 1 percent should be
provided unless provisions are included for collection and disposal of surface water
adjacent to the structure.
5.6.2 SUBSURFACE
RGI recommends installing perimeter foundation drains. A typical footing drain detail is
shown on Figure 4. The foundation drains and roof downspouts should be tightlined
separately to an approved discharge facility. Subsurface drains must be laid with a gradient
sufficient to promote positive flow to a controlled point of approved discharge.
5.6.3 INFILTRATION
RGI understands that an infiltration system is being considered for the on-site disposal of
storm water run-off. A field infiltration test at test pit TP-2 was performed in general
accordance with a Small-Scale Pilot Infiltration Test described in the 2017 City of Renton
Surface Water Design Manual (CRSWDM).
Geotechnical Engineering Report 11 May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
Table 6 Measured Infiltration Rates
Test Location Test Depth Measured Rate
(Inches per hour)
Design Rate
(Inches per hour)
TP-2 6’ 2.8 1.1
CRSWDM correction factors were applied to the field measured rate of 2.8 inches per hour.
No groundwater was encountered in the test pits.
Idesign = Imeasured x Ftesting x Fplugging x Fgeometry
Correction factors of 0.5 (Ftesting) for the PIT test method and 0.8 (Fplugging) for fine sands
were applied to the field measured rate to estimate the long-term design infiltration rate.
We assumed Fgeometry = 1. The application of the correction factors yield a long-term design
rate (Idesign) of 1.1 inches per hour.
5.7 UTILITIES
Utility pipes should be bedded and backfilled in accordance with American Public Works
Association (APWA) specifications. For site utilities located within the right-of-ways,
bedding and backfill should be completed in accordance with City of Renton specifications.
At a minimum, trench backfill should be placed and compacted as structural fill, as
described in Section 5.2.4. Where utilities occur below unimproved areas, the degree of
compaction can be reduced to a minimum of 90 percent of the soil’s maximum density as
determined by the referenced ASTM D1557. As noted, soils excavated on site may not be
suitable for use as backfill material. Imported structural fill meeting the gradation provided
in Table 2 should be used for trench backfill.
6.0 Additional Services
RGI is available to provide further geotechnical consultation throughout the design phase
of the project. RGI should review the final design and specifications in order to verify that
earthwork and foundation recommendations have been properly interpreted and
incorporated into project design and construction.
RGI is also available to provide geotechnical engineering and construction monitoring
services during construction. The integrity of the earthwork and construction depends on
proper site preparation and procedures. In addition, engineering decisions may arise in the
field in the event that variations in subsurface conditions become apparent. Construction
monitoring services are not part of this scope of work.
7.0 Limitations
This GER is the property of RGI, Genesis Homes, LLC, and its designated agents. Within the
limits of the scope and budget, this GER was prepared in accordance with generally
Geotechnical Engineering Report 12 May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
accepted geotechnical engineering practices in the area at the time this GER was issued.
This GER is intended for specific application to the Genesis Homes Renton project in
Renton, Washington, and for the exclusive use of Genesis Homes, LLC and its authorized
representatives. No other warranty, expressed or implied, is made. Site safety, excavation
support, and dewatering requirements are the responsibility of others.
The scope of services for this project does not include either specifically or by implication
any environmental or biological (for example, mold, fungi, bacteria) assessment of the site
or identification or prevention of pollutants, hazardous materials or conditions. If the
owner is concerned about the potential for such contamination or pollution, we can
provide a proposal for these services.
The analyses and recommendations presented in this GER are based upon data obtained
from the explorations performed on site. Variations in soil conditions can occur, the nature
and extent of which may not become evident until construction. If variations appear
evident, RGI should be requested to reevaluate the recommendations in this GER prior to
proceeding with construction.
It is the client’s responsibility to see that all parties to the project, including the designers,
contractors, subcontractors, are made aware of this GER in its entirety. The use of
information contained in this GER for bidding purposes should be done at the contractor’s
option and risk.
USGS, 2014, Mercer Island, Washington
USGS, 2014, Renton, Washington
7.5-Minute Quadrangle
Approximate Scale: 1"=1000'
0 500 1000 2000 N
Site Vicinity Map
Figure 1
05/2019
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011
Phone: 425.415.0551
Fax: 425.415.0311
Genesis Homes Renton
RGI Project Number:
2019-092
Date Drawn:
Address: 1501 Kirkland Avenue Northeast, Renton, Washington 98056
SITE
TP-1
TP-2/
IT-1
TP-3
N
Geotechnical Exploration Plan
Figure 2
Approximate Scale: 1"=40'
0 20 40 80
= Test pit by RGI, 5/2/19
= Site boundary
05/2019
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011
Phone: 425.415.0551
Fax: 425.415.0311
Genesis Homes Renton
RGI Project Number:
2019-092
Date Drawn:
Address: 1501 Kirkland Avenue Northeast, Renton, Washington 98056
Incliniations)
12" Over the Pipe
3" Below the Pipe
Perforated Pipe
4" Diameter PVC
Compacted Structural
Backfill (Native or Import)
12" min.
Filter Fabric Material
12" Minimum Wide
Free-Draining Gravel
Slope to Drain
(See Report for
Appropriate
Excavated Slope
05/2019
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011
Phone: 425.415.0551
Fax: 425.415.0311
Genesis Homes Renton
RGI Project Number:
2019-092
Date Drawn:
Address: 1501 Kirkland Avenue Northeast, Renton, Washington 98056
Retaining Wall Drainage Detail
Figure 3
Not to Scale
3/4" Washed Rock or Pea Gravel
4" Perforated Pipe
Building Slab
Structural
Backfill
Compacted
Filter Fabric
05/2019
Corporate Office
17522 Bothell Way Northeast
Bothell, Washington 98011
Phone: 425.415.0551
Fax: 425.415.0311
Genesis Homes Renton
RGI Project Number:
2019-092
Date Drawn:
Address: 1501 Kirkland Avenue Northeast, Renton, Washington 98056
Typical Footing Drain Detail
Figure 4
Not to Scale
Geotechnical Engineering Report May 17, 2019
Genesis Homes Renton, Renton, Washington RGI Project No. 2019-092
APPENDIX A
FIELD EXPLORATION AND LABORATORY TESTING
On May 2, 2019, RGI performed field explorations using a rubber tired backhoe. We
explored subsurface soil conditions at the site by observing the excavation of 3 test pits to
a maximum depth of 10 feet below existing grade. The test pits locations are shown on
Figure 2. The test pits locations were approximately determined by measurements from
existing property lines and paved roads.
A geologist from our office conducted the field exploration and classified the soil conditions
encountered, maintained a log of each test exploration, obtained representative soil
samples, and observed pertinent site features. All soil samples were visually classified in
accordance with the Unified Soil Classification System (USCS).
Representative soil samples obtained from the explorations were placed in closed
containers and taken to our laboratory for further examination and testing. As a part of the
laboratory testing program, the soil samples were classified in our in house laboratory
based on visual observation, texture, plasticity, and the limited laboratory testing described
below.
Moisture Content Determinations
Moisture content determinations were performed in accordance with ASTM D2216-10
Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil
and Rock by Mass (ASTM D2216) on representative samples obtained from the exploration
in order to aid in identification and correlation of soil types. The moisture content of typical
sample was measured and is reported on the test pits logs.
Grain Size Analysis
A grain size analysis indicates the range in diameter of soil particles included in a particular
sample. Grain size analyses was determined using D6913-04(2009) Standard Test Methods
for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis (ASTM D6913) on two
of the samples.
Project Name:Genesis Homes Renton
Project Number:2019-092
Client:Genesis Homes, LLC
Test Pit No.: TP-1
Date(s) Excavated:05/02/19
Excavation Method:Excavation
Excavator Type:Mini-Excavator
Groundwater Level
and Date Measured Not encountered
Test Pit Backfill:Native Soil
Logged By LC
Bucket Size:
Excavating Contractor:Kelly's Excavating
Sampling
Method(s)Grab
Location 1501 Kirkland Avenue Northeast, Renton, Washington 98056
Surface Conditions:Grass
Total Depth of Excavation:10 feet bgs
Approximate
Surface Elevation n/a
Compaction Method n/a
USCS SymbolGrass
SM
SP-SM
REMARKS AND OTHER TESTS
7% Moisture
14% Moisture
9% Moisture
11% MoistureGraphic LogMATERIAL DESCRIPTION
Grass
Reddish brown, silty SAND with trace gravel, medium
dense, moist
Gray, SAND with silt, dense, moist
Test pit excavated to 10 feet bgs
No groundwater encounteredDepth (feet)0
5
10
15 Sample NumberTP1-1
TP1-5
TP1-7.5
TP1-10Sample TypeElevation (feet)Sheet 1 of 1
The Riley Group, Inc.
17522 Bothell Way NE, Bothell, WA 98011
Project Name:Genesis Homes Renton
Project Number:2019-092
Client:Genesis Homes, LLC
Test Pit No.: TP-2/IT-1
Date(s) Excavated:05/02/19
Excavation Method:Excavation
Excavator Type:Mini-Excavator
Groundwater Level
and Date Measured Not encountered
Test Pit Backfill:Native Soil
Logged By LC
Bucket Size:
Excavating Contractor:Kelly's Excavating
Sampling
Method(s)Grab
Location 1501 Kirkland Avenue Northeast, Renton, Washington 98056
Surface Conditions:Grass
Total Depth of Excavation:11 feet bgs
Approximate
Surface Elevation n/a
Compaction Method n/a
USCS SymbolGrass
SM
SP-SM
REMARKS AND OTHER TESTS
4% Moisture
8% Moisture
14% MoistureGraphic LogMATERIAL DESCRIPTION
Grass
Reddish brown, silty SAND with trace gravel, medium
dense, moist
Gray, SAND with some silt and trace gravel, medium dense
to dense, moist
Infiltration test, IT-1, performed 6 feet bgs
Test pit excavated to 11 feet bgs
No groundwater encounteredDepth (feet)0
5
10
15 Sample NumberTP2-1
TP2-3
TP2-6Sample TypeElevation (feet)Sheet 1 of 1
The Riley Group, Inc.
17522 Bothell Way NE, Bothell, WA 98011
Project Name:Genesis Homes Renton
Project Number:2019-092
Client:Genesis Homes, LLC
Test Pit No.: TP-3
Date(s) Excavated:05/02/19
Excavation Method:Excavation
Excavator Type:Mini-Excavator
Groundwater Level
and Date Measured Not encountered
Test Pit Backfill:Native Soil
Logged By LC
Bucket Size:
Excavating Contractor:Kelly's Excavating
Sampling
Method(s)Grab
Location 1501 Kirkland Avenue Northeast, Renton, Washington 98056
Surface Conditions:Grass
Total Depth of Excavation:11 feet bgs
Approximate
Surface Elevation n/a
Compaction Method n/a
USCS SymbolGrass
SM
SM
REMARKS AND OTHER TESTS
6% Moisture
10% MoistureGraphic LogMATERIAL DESCRIPTION
Grass
Reddish brown, silty SAND with trace gravel, medium
dense, moist
Gray, silty SAND with trace gravel, medium dense, moist
Test pit excavated to 11 feet bgs
No groundwater encounteredDepth (feet)0
5
10
15 Sample NumberTP3-1
TP3-5Sample TypeElevation (feet)Sheet 1 of 1
The Riley Group, Inc.
17522 Bothell Way NE, Bothell, WA 98011
Project Name:Genesis Homes Renton
Project Number:2019-092
Client:Genesis Homes, LLC
Key to Logs
USCS SymbolREMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTIONDepth (feet)Sample NumberSample TypeElevation (feet)1 2 3 4 5 6 7 8
COLUMN DESCRIPTIONS
1 Elevation (feet): Elevation (MSL, feet).
2 Depth (feet): Depth in feet below the ground surface.
3 Sample Type: Type of soil sample collected at the depth interval
shown.
4 Sample Number: Sample identification number.
5 USCS Symbol: USCS symbol of the subsurface material.
6 Graphic Log: Graphic depiction of the subsurface material
encountered.
7 MATERIAL DESCRIPTION: Description of material encountered.
May include consistency, moisture, color, and other descriptive
text.
8 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
Grass and/or topsoil Silty SAND (SM)
Poorly graded SAND with Silt (SP-SM)
TYPICAL SAMPLER GRAPHIC SYMBOLS
Auger sampler
Bulk Sample
3-inch-OD California w/
brass rings
CME Sampler
Continuous
Grab Sample
2.5-inch-OD Modified
California w/ brass liners
Pitcher Sample
2-inch-OD unlined split
spoon (SPT)
Shelby 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 descriptions 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 locations or times.
Sheet 1 of 1
The Riley Group, Inc.
17522 Bothell Way NE, Bothell, WA 98011
THE RILEY GROUP, INC.
17522 Bothell Way NE
Bothell, WA 98011
PHONE: (425) 415‐0551
FAX: (425) 415‐0311
GRAIN SIZE ANALYSIS
ASTM D421, D422, D1140, D2487, D6913
PROJECT TITLE Genesis Homes Renton SAMPLE ID/TYPE TP3‐5
PROJECT NO.2019‐092 SAMPLE DEPTH 5 feet
TECH/TEST DATE LW/CM 5/8/2019 DATE RECEIVED 5/2/2019
WATER CONTENT (Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture
Wt Wet Soil & Tare (gm) (w1)548.2 Weight Of Sample (gm)511.0
Wt Dry Soil & Tare (gm) (w2)511.0 Tare Weight (gm) 133.2
Weight of Tare (gm) (w3)133.2 (W6) Total Dry Weight (gm) 377.8
Weight of Water (gm) (w4=w1‐w2) 37.2 SIEVE ANALYSIS
Weight of Dry Soil (gm) (w5=w2‐w3) 377.8 Cumulative
Moisture Content (%) (w4/w5)*100 10 Wt Ret (Wt‐Tare) (%Retained)% PASS
+Tare {(wt ret/w6)*100}(100‐%ret)
% COBBLES 0.0 12.0"133.2 0.00 0.00 100.00 cobbles
% C GRAVEL 0.0 3.0"133.2 0.00 0.00 100.00 coarse gravel
% F GRAVEL 8.2 2.5" coarse gravel
% C SAND 5.3 2.0" coarse gravel
% M SAND 35.6 1.5"133.2 0.00 0.00 100.00 coarse gravel
% F SAND 36.4 1.0" coarse gravel
% FINES 14.5 0.75"133.2 0.00 0.00 100.00 fine gravel
% TOTAL 100.0 0.50" fine gravel
0.375"147.3 14.10 3.73 96.27 fine gravel
D10 (mm)#4 164.2 31.00 8.21 91.79 coarse sand
D30 (mm)#10 184.1 50.90 13.47 86.53 medium sand
D60 (mm)#20 medium sand
Cu #40 318.7 185.50 49.10 50.90 fine sand
Cc #60 fine sand
#100 432.4 299.20 79.20 20.80 fine sand
#200 456.4 323.20 85.55 14.45 fines
PAN 511.0 377.80 100.00 0.00 silt/clay
322 188.8 49.973531 50.026469
DESCRIPTION Silty SAND with trace gravel
USCS SM
Prepared For: Reviewed By: KW
Genesis Homes, LLC
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
%
P
A
S
S
I
N
G
Grain size in millimeters
12"3" 2" 1" .75" .375" #4 #10 #20 #40 #60 #100 #200
THE RILEY GROUP, INC.
17522 Bothell Way NE
Bothell, WA 98011
PHONE: (425) 415‐0551
FAX: (425) 415‐0311
GRAIN SIZE ANALYSIS
ASTM D421, D422, D1140, D2487, D6913
PROJECT TITLE Genesis Homes Renton SAMPLE ID/TYPE TP2‐6
PROJECT NO.2019‐092 SAMPLE DEPTH 6 feet
TECH/TEST DATE LW/CM 5/8/2019 DATE RECEIVED 5/2/2019
WATER CONTENT (Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture
Wt Wet Soil & Tare (gm) (w1)583.5 Weight Of Sample (gm)528.9
Wt Dry Soil & Tare (gm) (w2)528.9 Tare Weight (gm) 125.2
Weight of Tare (gm) (w3)125.2 (W6) Total Dry Weight (gm) 403.7
Weight of Water (gm) (w4=w1‐w2) 54.6 SIEVE ANALYSIS
Weight of Dry Soil (gm) (w5=w2‐w3) 403.7 Cumulative
Moisture Content (%) (w4/w5)*100 14 Wt Ret (Wt‐Tare) (%Retained)% PASS
+Tare {(wt ret/w6)*100}(100‐%ret)
% COBBLES 0.0 12.0"125.2 0.00 0.00 100.00 cobbles
% C GRAVEL 2.9 3.0"125.2 0.00 0.00 100.00 coarse gravel
% F GRAVEL 8.3 2.5" coarse gravel
% C SAND 8.0 2.0" coarse gravel
% M SAND 33.5 1.5"125.2 0.00 0.00 100.00 coarse gravel
% F SAND 42.3 1.0" coarse gravel
% FINES 5.1 0.75"137.0 11.80 2.92 97.08 fine gravel
% TOTAL 100.0 0.50" fine gravel
0.375"150.4 25.20 6.24 93.76 fine gravel
D10 (mm)0.18 #4 170.5 45.30 11.22 88.78 coarse sand
D30 (mm)0.28 #10 202.7 77.50 19.20 80.80 medium sand
D60 (mm)0.77 #20 medium sand
Cu 4.3 #40 337.8 212.60 52.66 47.34 fine sand
Cc 0.6 #60 fine sand
#100 495.9 370.70 91.83 8.17 fine sand
#200 508.5 383.30 94.95 5.05 fines
PAN 528.9 403.70 100.00 0.00 silt/clay
322 196.8 48.749071 51.2509289
DESCRIPTION Medium to fine SAND with some silt and trace gravel
USCS SP‐SM
Prepared For: Reviewed By: KW
Genesis Homes, LLC
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000
%
P
A
S
S
I
N
G
Grain size in millimeters
12"3" 2" 1".75" .375" #4 #10 #20 #40 #60 #100 #200
Emerald Highlands Preliminary Technical Information Report
Appendix B
WWHM2012 Output
WWHM2012
PROJECT REPORT
19501 - Emerald Highlands 1/8/2020 3:47:38 PM Page 2
General Model Information
Project Name:19501 - Emerald Highlands
Site Name:
Site Address:
City:
Report Date:1/8/2020
Gage:Seatac
Data Start:1948/10/01
Data End:2009/09/30
Timestep:15 Minute
Precip Scale:1.000
Version Date:2019/09/13
Version:4.2.17
POC Thresholds
Low Flow Threshold for POC1:50 Percent of the 2 Year
High Flow Threshold for POC1:50 Year
19501 - Emerald Highlands 1/8/2020 3:47:38 PM Page 3
Landuse Basin Data
Predeveloped Land Use
Basin 1
Bypass:No
GroundWater:No
Pervious Land Use acre
C, Lawn, Flat 0.0743
Pervious Total 0.0743
Impervious Land Use acre
ROOF TOPS FLAT 0.1016
DRIVEWAYS FLAT 0.0291
SIDEWALKS FLAT 0.0128
Impervious Total 0.1435
Basin Total 0.2178
Element Flows To:
Surface Interflow Groundwater
19501 - Emerald Highlands 1/8/2020 3:47:38 PM Page 4
Mitigated Land Use
Basin 1
Bypass:No
GroundWater:No
Pervious Land Use acre
C, Pasture, Flat 0.2178
Pervious Total 0.2178
Impervious Land Use acre
Impervious Total 0
Basin Total 0.2178
Element Flows To:
Surface Interflow Groundwater
19501 - Emerald Highlands 1/8/2020 3:47:38 PM Page 5
Routing Elements
Predeveloped Routing
19501 - Emerald Highlands 1/8/2020 3:47:38 PM Page 6
Mitigated Routing
19501 - Emerald Highlands 1/8/2020 3:47:38 PM Page 7
Analysis Results
POC 1
+ Predeveloped x Mitigated
Predeveloped Landuse Totals for POC #1
Total Pervious Area:0.0743
Total Impervious Area:0.1435
Mitigated Landuse Totals for POC #1
Total Pervious Area:0.2178
Total Impervious Area:0
Flow Frequency Method:Log Pearson Type III 17B
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.059488
5 year 0.077062
10 year 0.089236
25 year 0.105271
50 year 0.117709
100 year 0.130583
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.007634
5 year 0.013106
10 year 0.017491
25 year 0.023902
50 year 0.029319
100 year 0.035292
Annual Peaks
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1949 0.082 0.010
1950 0.078 0.012
1951 0.051 0.015
1952 0.040 0.005
1953 0.043 0.004
1954 0.048 0.006
1955 0.054 0.010
1956 0.053 0.008
1957 0.063 0.007
1958 0.048 0.007
19501 - Emerald Highlands 1/8/2020 3:48:09 PM Page 8
1959 0.046 0.006
1960 0.053 0.012
1961 0.053 0.006
1962 0.043 0.004
1963 0.052 0.006
1964 0.048 0.008
1965 0.066 0.006
1966 0.041 0.005
1967 0.073 0.013
1968 0.082 0.007
1969 0.060 0.007
1970 0.056 0.005
1971 0.066 0.007
1972 0.075 0.012
1973 0.038 0.006
1974 0.062 0.007
1975 0.064 0.009
1976 0.048 0.007
1977 0.047 0.002
1978 0.059 0.005
1979 0.079 0.003
1980 0.085 0.019
1981 0.061 0.005
1982 0.090 0.013
1983 0.068 0.008
1984 0.045 0.005
1985 0.062 0.003
1986 0.052 0.012
1987 0.079 0.011
1988 0.046 0.005
1989 0.058 0.003
1990 0.125 0.038
1991 0.095 0.015
1992 0.044 0.006
1993 0.037 0.006
1994 0.039 0.002
1995 0.054 0.008
1996 0.063 0.019
1997 0.060 0.014
1998 0.056 0.006
1999 0.123 0.024
2000 0.060 0.005
2001 0.061 0.001
2002 0.080 0.009
2003 0.063 0.012
2004 0.114 0.012
2005 0.053 0.008
2006 0.047 0.008
2007 0.112 0.031
2008 0.094 0.027
2009 0.071 0.012
Ranked Annual Peaks
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0.1254 0.0382
2 0.1234 0.0311
3 0.1144 0.0267
19501 - Emerald Highlands 1/8/2020 3:48:09 PM Page 9
4 0.1121 0.0237
5 0.0953 0.0195
6 0.0936 0.0192
7 0.0899 0.0154
8 0.0848 0.0152
9 0.0824 0.0144
10 0.0816 0.0129
11 0.0805 0.0125
12 0.0793 0.0124
13 0.0787 0.0123
14 0.0783 0.0122
15 0.0746 0.0122
16 0.0731 0.0119
17 0.0709 0.0118
18 0.0683 0.0118
19 0.0664 0.0115
20 0.0661 0.0104
21 0.0640 0.0096
22 0.0634 0.0091
23 0.0629 0.0086
24 0.0626 0.0084
25 0.0621 0.0082
26 0.0617 0.0081
27 0.0615 0.0080
28 0.0608 0.0077
29 0.0600 0.0076
30 0.0596 0.0073
31 0.0595 0.0072
32 0.0586 0.0071
33 0.0579 0.0068
34 0.0556 0.0068
35 0.0555 0.0067
36 0.0540 0.0066
37 0.0538 0.0062
38 0.0533 0.0062
39 0.0533 0.0061
40 0.0527 0.0059
41 0.0526 0.0059
42 0.0516 0.0059
43 0.0515 0.0057
44 0.0508 0.0056
45 0.0485 0.0056
46 0.0481 0.0055
47 0.0481 0.0054
48 0.0480 0.0053
49 0.0474 0.0051
50 0.0467 0.0050
51 0.0464 0.0049
52 0.0463 0.0048
53 0.0449 0.0048
54 0.0445 0.0043
55 0.0435 0.0040
56 0.0435 0.0034
57 0.0414 0.0031
58 0.0402 0.0030
59 0.0386 0.0024
60 0.0380 0.0019
61 0.0371 0.0015
19501 - Emerald Highlands 1/8/2020 3:48:09 PM Page 10
19501 - Emerald Highlands 1/8/2020 3:48:09 PM Page 11
Duration Flows
The Facility PASSED
Flow(cfs)Predev Mit Percentage Pass/Fail
0.0297 1673 2 0 Pass
0.0306 1515 2 0 Pass
0.0315 1350 1 0 Pass
0.0324 1207 1 0 Pass
0.0333 1090 1 0 Pass
0.0342 994 1 0 Pass
0.0351 920 1 0 Pass
0.0360 828 1 0 Pass
0.0369 747 1 0 Pass
0.0377 692 1 0 Pass
0.0386 642 0 0 Pass
0.0395 585 0 0 Pass
0.0404 546 0 0 Pass
0.0413 506 0 0 Pass
0.0422 462 0 0 Pass
0.0431 422 0 0 Pass
0.0440 394 0 0 Pass
0.0448 368 0 0 Pass
0.0457 352 0 0 Pass
0.0466 323 0 0 Pass
0.0475 301 0 0 Pass
0.0484 281 0 0 Pass
0.0493 259 0 0 Pass
0.0502 241 0 0 Pass
0.0511 224 0 0 Pass
0.0520 206 0 0 Pass
0.0528 197 0 0 Pass
0.0537 182 0 0 Pass
0.0546 171 0 0 Pass
0.0555 160 0 0 Pass
0.0564 149 0 0 Pass
0.0573 140 0 0 Pass
0.0582 131 0 0 Pass
0.0591 125 0 0 Pass
0.0600 110 0 0 Pass
0.0608 108 0 0 Pass
0.0617 102 0 0 Pass
0.0626 97 0 0 Pass
0.0635 91 0 0 Pass
0.0644 83 0 0 Pass
0.0653 81 0 0 Pass
0.0662 77 0 0 Pass
0.0671 76 0 0 Pass
0.0680 76 0 0 Pass
0.0688 70 0 0 Pass
0.0697 64 0 0 Pass
0.0706 63 0 0 Pass
0.0715 59 0 0 Pass
0.0724 57 0 0 Pass
0.0733 54 0 0 Pass
0.0742 51 0 0 Pass
0.0751 48 0 0 Pass
0.0759 45 0 0 Pass
19501 - Emerald Highlands 1/8/2020 3:48:09 PM Page 12
0.0768 41 0 0 Pass
0.0777 39 0 0 Pass
0.0786 37 0 0 Pass
0.0795 32 0 0 Pass
0.0804 31 0 0 Pass
0.0813 29 0 0 Pass
0.0822 27 0 0 Pass
0.0831 25 0 0 Pass
0.0839 23 0 0 Pass
0.0848 21 0 0 Pass
0.0857 21 0 0 Pass
0.0866 20 0 0 Pass
0.0875 19 0 0 Pass
0.0884 17 0 0 Pass
0.0893 17 0 0 Pass
0.0902 13 0 0 Pass
0.0911 13 0 0 Pass
0.0919 12 0 0 Pass
0.0928 12 0 0 Pass
0.0937 10 0 0 Pass
0.0946 9 0 0 Pass
0.0955 8 0 0 Pass
0.0964 8 0 0 Pass
0.0973 8 0 0 Pass
0.0982 8 0 0 Pass
0.0990 8 0 0 Pass
0.0999 8 0 0 Pass
0.1008 7 0 0 Pass
0.1017 7 0 0 Pass
0.1026 7 0 0 Pass
0.1035 7 0 0 Pass
0.1044 7 0 0 Pass
0.1053 7 0 0 Pass
0.1062 7 0 0 Pass
0.1070 7 0 0 Pass
0.1079 7 0 0 Pass
0.1088 6 0 0 Pass
0.1097 5 0 0 Pass
0.1106 5 0 0 Pass
0.1115 5 0 0 Pass
0.1124 4 0 0 Pass
0.1133 3 0 0 Pass
0.1142 3 0 0 Pass
0.1150 2 0 0 Pass
0.1159 2 0 0 Pass
0.1168 2 0 0 Pass
0.1177 2 0 0 Pass
19501 - Emerald Highlands 1/8/2020 3:48:09 PM Page 13
Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume:0 acre-feet
On-line facility target flow:0 cfs.
Adjusted for 15 min:0 cfs.
Off-line facility target flow:0 cfs.
Adjusted for 15 min:0 cfs.
19501 - Emerald Highlands 1/8/2020 3:48:09 PM Page 14
LID Report
19501 - Emerald Highlands 1/8/2020 3:48:18 PM Page 15
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.
19501 - Emerald Highlands 1/8/2020 3:48:18 PM Page 16
Appendix
Predeveloped Schematic
19501 - Emerald Highlands 1/8/2020 3:48:19 PM Page 17
Mitigated Schematic
19501 - Emerald Highlands 1/8/2020 3:48:19 PM Page 18
Predeveloped UCI File
RUN
GLOBAL
WWHM4 model simulation
START 1948 10 01 END 2009 09 30
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1 UNIT SYSTEM 1
END GLOBAL
FILES
<File> <Un#> <-----------File Name------------------------------>***
<-ID-> ***
WDM 26 19501 - Emerald Highlands.wdm
MESSU 25 Pre19501 - Emerald Highlands.MES
27 Pre19501 - Emerald Highlands.L61
28 Pre19501 - Emerald Highlands.L62
30 POC19501 - Emerald Highlands1.dat
END FILES
OPN SEQUENCE
INGRP INDELT 00:15
PERLND 16
IMPLND 4
IMPLND 5
IMPLND 8
COPY 501
DISPLY 1
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFO1
# - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND
1 Basin 1 MAX 1 2 30 9
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
# - # NPT NMN ***
1 1 1
501 1 1
END TIMESERIES
END COPY
GENER
OPCODE
# # OPCD ***
END OPCODE
PARM
# # K ***
END PARM
END GENER
PERLND
GEN-INFO
<PLS ><-------Name------->NBLKS Unit-systems Printer ***
# - # User t-series Engl Metr ***
in out ***
16 C, Lawn, Flat 1 1 1 1 27 0
END GEN-INFO
*** Section PWATER***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ***
16 0 0 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT-INFO
<PLS > ***************** Print-flags ***************************** PIVL PYR
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *********
19501 - Emerald Highlands 1/8/2020 3:48:19 PM Page 19
16 0 0 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT-INFO
PWAT-PARM1
<PLS > PWATER variable monthly parameter value flags ***
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT ***
16 0 0 0 0 0 0 0 0 0 0 0
END PWAT-PARM1
PWAT-PARM2
<PLS > PWATER input info: Part 2 ***
# - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC
16 0 4.5 0.03 400 0.05 0.5 0.996
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3 ***
# - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP
16 0 0 2 2 0 0 0
END PWAT-PARM3
PWAT-PARM4
<PLS > PWATER input info: Part 4 ***
# - # CEPSC UZSN NSUR INTFW IRC LZETP ***
16 0.1 0.25 0.25 6 0.5 0.25
END PWAT-PARM4
PWAT-STATE1
<PLS > *** Initial conditions at start of simulation
ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 ***
# - # *** CEPS SURS UZS IFWS LZS AGWS GWVS
16 0 0 0 0 2.5 1 0
END PWAT-STATE1
END PERLND
IMPLND
GEN-INFO
<PLS ><-------Name-------> Unit-systems Printer ***
# - # User t-series Engl Metr ***
in out ***
4 ROOF TOPS/FLAT 1 1 1 27 0
5 DRIVEWAYS/FLAT 1 1 1 27 0
8 SIDEWALKS/FLAT 1 1 1 27 0
END GEN-INFO
*** Section IWATER***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # ATMP SNOW IWAT SLD IWG IQAL ***
4 0 0 1 0 0 0
5 0 0 1 0 0 0
8 0 0 1 0 0 0
END ACTIVITY
PRINT-INFO
<ILS > ******** Print-flags ******** PIVL PYR
# - # ATMP SNOW IWAT SLD IWG IQAL *********
4 0 0 4 0 0 0 1 9
5 0 0 4 0 0 0 1 9
8 0 0 4 0 0 0 1 9
END PRINT-INFO
IWAT-PARM1
<PLS > IWATER variable monthly parameter value flags ***
# - # CSNO RTOP VRS VNN RTLI ***
4 0 0 0 0 0
5 0 0 0 0 0
8 0 0 0 0 0
END IWAT-PARM1
19501 - Emerald Highlands 1/8/2020 3:48:19 PM Page 20
IWAT-PARM2
<PLS > IWATER input info: Part 2 ***
# - # *** LSUR SLSUR NSUR RETSC
4 400 0.01 0.1 0.1
5 400 0.01 0.1 0.1
8 400 0.01 0.1 0.1
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3 ***
# - # ***PETMAX PETMIN
4 0 0
5 0 0
8 0 0
END IWAT-PARM3
IWAT-STATE1
<PLS > *** Initial conditions at start of simulation
# - # *** RETS SURS
4 0 0
5 0 0
8 0 0
END IWAT-STATE1
END IMPLND
SCHEMATIC
<-Source-> <--Area--> <-Target-> MBLK ***
<Name> # <-factor-> <Name> # Tbl# ***
Basin 1***
PERLND 16 0.0743 COPY 501 12
PERLND 16 0.0743 COPY 501 13
IMPLND 4 0.1016 COPY 501 15
IMPLND 5 0.0291 COPY 501 15
IMPLND 8 0.0128 COPY 501 15
******Routing******
END SCHEMATIC
NETWORK
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # # ***
COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # # ***
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer ***
# - #<------------------><---> User T-series Engl Metr LKFG ***
in out ***
END GEN-INFO
*** Section RCHRES***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG ***
END ACTIVITY
PRINT-INFO
<PLS > ***************** Print-flags ******************* PIVL PYR
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR *********
END PRINT-INFO
HYDR-PARM1
RCHRES Flags for each HYDR Section ***
19501 - Emerald Highlands 1/8/2020 3:48:19 PM Page 21
# - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each
FG FG FG FG possible exit *** possible exit possible exit
* * * * * * * * * * * * * * ***
END HYDR-PARM1
HYDR-PARM2
# - # FTABNO LEN DELTH STCOR KS DB50 ***
<------><--------><--------><--------><--------><--------><--------> ***
END HYDR-PARM2
HYDR-INIT
RCHRES Initial conditions for each HYDR section ***
# - # *** VOL Initial value of COLIND Initial value of OUTDGT
*** ac-ft for each possible exit for each possible exit
<------><--------> <---><---><---><---><---> *** <---><---><---><---><--->
END HYDR-INIT
END RCHRES
SPEC-ACTIONS
END SPEC-ACTIONS
FTABLES
END FTABLES
EXT SOURCES
<-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # ***
WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC
WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC
WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP
WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd ***
<Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg***
COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL
END EXT TARGETS
MASS-LINK
<Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->***
<Name> <Name> # #<-factor-> <Name> <Name> # #***
MASS-LINK 12
PERLND PWATER SURO 0.083333 COPY INPUT MEAN
END MASS-LINK 12
MASS-LINK 13
PERLND PWATER IFWO 0.083333 COPY INPUT MEAN
END MASS-LINK 13
MASS-LINK 15
IMPLND IWATER SURO 0.083333 COPY INPUT MEAN
END MASS-LINK 15
END MASS-LINK
END RUN
19501 - Emerald Highlands 1/8/2020 3:48:19 PM Page 22
Mitigated UCI File
RUN
GLOBAL
WWHM4 model simulation
START 1948 10 01 END 2009 09 30
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1 UNIT SYSTEM 1
END GLOBAL
FILES
<File> <Un#> <-----------File Name------------------------------>***
<-ID-> ***
WDM 26 19501 - Emerald Highlands.wdm
MESSU 25 Mit19501 - Emerald Highlands.MES
27 Mit19501 - Emerald Highlands.L61
28 Mit19501 - Emerald Highlands.L62
30 POC19501 - Emerald Highlands1.dat
END FILES
OPN SEQUENCE
INGRP INDELT 00:15
PERLND 13
COPY 501
DISPLY 1
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFO1
# - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND
1 Basin 1 MAX 1 2 30 9
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
# - # NPT NMN ***
1 1 1
501 1 1
END TIMESERIES
END COPY
GENER
OPCODE
# # OPCD ***
END OPCODE
PARM
# # K ***
END PARM
END GENER
PERLND
GEN-INFO
<PLS ><-------Name------->NBLKS Unit-systems Printer ***
# - # User t-series Engl Metr ***
in out ***
13 C, Pasture, Flat 1 1 1 1 27 0
END GEN-INFO
*** Section PWATER***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ***
13 0 0 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT-INFO
<PLS > ***************** Print-flags ***************************** PIVL PYR
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *********
13 0 0 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT-INFO
19501 - Emerald Highlands 1/8/2020 3:48:19 PM Page 23
PWAT-PARM1
<PLS > PWATER variable monthly parameter value flags ***
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT ***
13 0 0 0 0 0 0 0 0 0 0 0
END PWAT-PARM1
PWAT-PARM2
<PLS > PWATER input info: Part 2 ***
# - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC
13 0 4.5 0.06 400 0.05 0.5 0.996
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3 ***
# - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP
13 0 0 2 2 0 0 0
END PWAT-PARM3
PWAT-PARM4
<PLS > PWATER input info: Part 4 ***
# - # CEPSC UZSN NSUR INTFW IRC LZETP ***
13 0.15 0.4 0.3 6 0.5 0.4
END PWAT-PARM4
PWAT-STATE1
<PLS > *** Initial conditions at start of simulation
ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 ***
# - # *** CEPS SURS UZS IFWS LZS AGWS GWVS
13 0 0 0 0 2.5 1 0
END PWAT-STATE1
END PERLND
IMPLND
GEN-INFO
<PLS ><-------Name-------> Unit-systems Printer ***
# - # User t-series Engl Metr ***
in out ***
END GEN-INFO
*** Section IWATER***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # ATMP SNOW IWAT SLD IWG IQAL ***
END ACTIVITY
PRINT-INFO
<ILS > ******** Print-flags ******** PIVL PYR
# - # ATMP SNOW IWAT SLD IWG IQAL *********
END PRINT-INFO
IWAT-PARM1
<PLS > IWATER variable monthly parameter value flags ***
# - # CSNO RTOP VRS VNN RTLI ***
END IWAT-PARM1
IWAT-PARM2
<PLS > IWATER input info: Part 2 ***
# - # *** LSUR SLSUR NSUR RETSC
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3 ***
# - # ***PETMAX PETMIN
END IWAT-PARM3
IWAT-STATE1
<PLS > *** Initial conditions at start of simulation
# - # *** RETS SURS
END IWAT-STATE1
19501 - Emerald Highlands 1/8/2020 3:48:19 PM Page 24
END IMPLND
SCHEMATIC
<-Source-> <--Area--> <-Target-> MBLK ***
<Name> # <-factor-> <Name> # Tbl# ***
Basin 1***
PERLND 13 0.2178 COPY 501 12
PERLND 13 0.2178 COPY 501 13
******Routing******
END SCHEMATIC
NETWORK
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # # ***
COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # # ***
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer ***
# - #<------------------><---> User T-series Engl Metr LKFG ***
in out ***
END GEN-INFO
*** Section RCHRES***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG ***
END ACTIVITY
PRINT-INFO
<PLS > ***************** Print-flags ******************* PIVL PYR
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR *********
END PRINT-INFO
HYDR-PARM1
RCHRES Flags for each HYDR Section ***
# - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each
FG FG FG FG possible exit *** possible exit possible exit
* * * * * * * * * * * * * * ***
END HYDR-PARM1
HYDR-PARM2
# - # FTABNO LEN DELTH STCOR KS DB50 ***
<------><--------><--------><--------><--------><--------><--------> ***
END HYDR-PARM2
HYDR-INIT
RCHRES Initial conditions for each HYDR section ***
# - # *** VOL Initial value of COLIND Initial value of OUTDGT
*** ac-ft for each possible exit for each possible exit
<------><--------> <---><---><---><---><---> *** <---><---><---><---><--->
END HYDR-INIT
END RCHRES
SPEC-ACTIONS
END SPEC-ACTIONS
FTABLES
END FTABLES
EXT SOURCES
<-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # ***
WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC
WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC
19501 - Emerald Highlands 1/8/2020 3:48:19 PM Page 25
WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP
WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd ***
<Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg***
COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL
COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL
END EXT TARGETS
MASS-LINK
<Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->***
<Name> <Name> # #<-factor-> <Name> <Name> # #***
MASS-LINK 12
PERLND PWATER SURO 0.083333 COPY INPUT MEAN
END MASS-LINK 12
MASS-LINK 13
PERLND PWATER IFWO 0.083333 COPY INPUT MEAN
END MASS-LINK 13
END MASS-LINK
END RUN
19501 - Emerald Highlands 1/8/2020 3:48:19 PM Page 26
Predeveloped HSPF Message File
19501 - Emerald Highlands 1/8/2020 3:48:19 PM Page 27
Mitigated HSPF Message File
19501 - Emerald Highlands 1/8/2020 3:48:19 PM Page 28
Disclaimer
Legal Notice
This program and accompanying documentation are provided 'as-is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear
Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either
expressed or implied, including but not limited to implied warranties of program and accompanying
documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever
(including without limitation to damages for loss of business profits, loss of business information,
business interruption, and the like) arising out of the use of, or inability to use this program even
if Clear Creek Solutions Inc. or their authorized representatives have been advised of the
possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2020; All
Rights Reserved.
Clear Creek Solutions, Inc.
6200 Capitol Blvd. Ste F
Olympia, WA. 98501
Toll Free 1(866)943-0304
Local (360)943-0304
www.clearcreeksolutions.com
WWHM2012
PROJECT REPORT
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:18 PM Page 2
General Model Information
Project Name:19501 - Emerald Highlands Water Quality Sizing
Site Name:
Site Address:
City:
Report Date:1/8/2020
Gage:Seatac
Data Start:1948/10/01
Data End:2009/09/30
Timestep:15 Minute
Precip Scale:1.000
Version Date:2019/09/13
Version:4.2.17
POC Thresholds
Low Flow Threshold for POC1:50 Percent of the 2 Year
High Flow Threshold for POC1:50 Year
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:18 PM Page 3
Landuse Basin Data
Predeveloped Land Use
Basin 1
Bypass:No
GroundWater:No
Pervious Land Use acre
C, Lawn, Flat 0.4157
Pervious Total 0.4157
Impervious Land Use acre
ROOF TOPS FLAT 0.1016
DRIVEWAYS FLAT 0.0291
SIDEWALKS FLAT 0.0128
Impervious Total 0.1435
Basin Total 0.5592
Element Flows To:
Surface Interflow Groundwater
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:18 PM Page 4
Mitigated Land Use
Basin 1
Bypass:No
GroundWater:No
Pervious Land Use acre
C, Pasture, Flat 0.2178
Pervious Total 0.2178
Impervious Land Use acre
ROADS FLAT 0.0718
ROOF TOPS FLAT 0.1722
DRIVEWAYS FLAT 0.0668
SIDEWALKS FLAT 0.0306
Impervious Total 0.3414
Basin Total 0.5592
Element Flows To:
Surface Interflow Groundwater
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:18 PM Page 5
Routing Elements
Predeveloped Routing
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:18 PM Page 6
Mitigated Routing
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:18 PM Page 7
Analysis Results
POC 1
+ Predeveloped x Mitigated
Predeveloped Landuse Totals for POC #1
Total Pervious Area:0.4157
Total Impervious Area:0.1435
Mitigated Landuse Totals for POC #1
Total Pervious Area:0.2178
Total Impervious Area:0.3414
Flow Frequency Method:Log Pearson Type III 17B
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.083755
5 year 0.121406
10 year 0.149834
25 year 0.18991
50 year 0.222901
100 year 0.258684
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.134409
5 year 0.170549
10 year 0.195191
25 year 0.227242
50 year 0.251833
100 year 0.277069
Annual Peaks
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1949 0.132 0.179
1950 0.135 0.182
1951 0.081 0.115
1952 0.049 0.094
1953 0.048 0.101
1954 0.067 0.110
1955 0.070 0.123
1956 0.070 0.121
1957 0.096 0.141
1958 0.060 0.111
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:48 PM Page 8
1959 0.047 0.110
1960 0.086 0.120
1961 0.077 0.120
1962 0.051 0.101
1963 0.075 0.116
1964 0.065 0.109
1965 0.103 0.143
1966 0.054 0.096
1967 0.137 0.161
1968 0.112 0.181
1969 0.093 0.129
1970 0.077 0.126
1971 0.092 0.149
1972 0.129 0.158
1973 0.046 0.090
1974 0.093 0.136
1975 0.099 0.152
1976 0.071 0.109
1977 0.066 0.111
1978 0.079 0.135
1979 0.086 0.185
1980 0.153 0.179
1981 0.081 0.140
1982 0.150 0.197
1983 0.081 0.156
1984 0.061 0.101
1985 0.083 0.136
1986 0.080 0.119
1987 0.090 0.182
1988 0.046 0.110
1989 0.058 0.138
1990 0.254 0.270
1991 0.176 0.201
1992 0.061 0.101
1993 0.045 0.086
1994 0.039 0.092
1995 0.069 0.124
1996 0.114 0.140
1997 0.093 0.134
1998 0.072 0.127
1999 0.191 0.259
2000 0.084 0.133
2001 0.067 0.141
2002 0.132 0.173
2003 0.103 0.140
2004 0.173 0.247
2005 0.081 0.118
2006 0.077 0.105
2007 0.232 0.236
2008 0.172 0.198
2009 0.102 0.168
Ranked Annual Peaks
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0.2538 0.2701
2 0.2316 0.2592
3 0.1914 0.2474
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:48 PM Page 9
4 0.1755 0.2359
5 0.1728 0.2007
6 0.1719 0.1976
7 0.1531 0.1971
8 0.1502 0.1854
9 0.1370 0.1822
10 0.1354 0.1815
11 0.1319 0.1811
12 0.1318 0.1790
13 0.1293 0.1786
14 0.1144 0.1725
15 0.1121 0.1683
16 0.1032 0.1606
17 0.1026 0.1581
18 0.1015 0.1562
19 0.0995 0.1521
20 0.0960 0.1487
21 0.0931 0.1435
22 0.0927 0.1414
23 0.0925 0.1413
24 0.0925 0.1402
25 0.0896 0.1402
26 0.0858 0.1400
27 0.0856 0.1377
28 0.0844 0.1363
29 0.0829 0.1362
30 0.0811 0.1354
31 0.0807 0.1337
32 0.0806 0.1333
33 0.0806 0.1291
34 0.0800 0.1270
35 0.0787 0.1265
36 0.0771 0.1235
37 0.0769 0.1229
38 0.0768 0.1209
39 0.0748 0.1205
40 0.0722 0.1200
41 0.0711 0.1187
42 0.0701 0.1184
43 0.0699 0.1157
44 0.0694 0.1146
45 0.0674 0.1108
46 0.0669 0.1107
47 0.0657 0.1104
48 0.0653 0.1104
49 0.0609 0.1101
50 0.0607 0.1088
51 0.0602 0.1088
52 0.0580 0.1054
53 0.0535 0.1013
54 0.0507 0.1012
55 0.0495 0.1010
56 0.0477 0.1007
57 0.0466 0.0965
58 0.0465 0.0938
59 0.0464 0.0919
60 0.0445 0.0904
61 0.0387 0.0855
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:48 PM Page 10
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:48 PM Page 11
Duration Flows
Flow(cfs)Predev Mit Percentage Pass/Fail
0.0419 294 1929 656 Fail
0.0437 273 1730 633 Fail
0.0455 251 1598 636 Fail
0.0474 226 1444 638 Fail
0.0492 210 1296 617 Fail
0.0510 197 1185 601 Fail
0.0528 178 1085 609 Fail
0.0547 165 993 601 Fail
0.0565 151 911 603 Fail
0.0583 141 823 583 Fail
0.0602 130 753 579 Fail
0.0620 120 697 580 Fail
0.0638 116 652 562 Fail
0.0656 109 594 544 Fail
0.0675 101 553 547 Fail
0.0693 97 516 531 Fail
0.0711 94 470 500 Fail
0.0730 91 436 479 Fail
0.0748 85 409 481 Fail
0.0766 78 372 476 Fail
0.0784 70 352 502 Fail
0.0803 66 330 500 Fail
0.0821 63 312 495 Fail
0.0839 61 286 468 Fail
0.0858 58 270 465 Fail
0.0876 54 246 455 Fail
0.0894 51 230 450 Fail
0.0912 48 214 445 Fail
0.0931 47 202 429 Fail
0.0949 44 188 427 Fail
0.0967 40 170 425 Fail
0.0986 39 159 407 Fail
0.1004 39 154 394 Fail
0.1022 38 142 373 Fail
0.1040 37 135 364 Fail
0.1059 34 129 379 Fail
0.1077 33 119 360 Fail
0.1095 30 113 376 Fail
0.1114 27 104 385 Fail
0.1132 27 101 374 Fail
0.1150 24 90 375 Fail
0.1168 24 84 350 Fail
0.1187 23 83 360 Fail
0.1205 21 80 380 Fail
0.1223 20 77 385 Fail
0.1242 19 71 373 Fail
0.1260 17 66 388 Fail
0.1278 15 64 426 Fail
0.1296 14 61 435 Fail
0.1315 14 59 421 Fail
0.1333 14 56 400 Fail
0.1351 14 53 378 Fail
0.1370 14 51 364 Fail
0.1388 13 49 376 Fail
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:48 PM Page 12
0.1406 10 45 450 Fail
0.1424 10 44 440 Fail
0.1443 10 41 410 Fail
0.1461 8 36 450 Fail
0.1479 8 34 425 Fail
0.1498 7 34 485 Fail
0.1516 5 28 560 Fail
0.1534 4 26 650 Fail
0.1552 4 22 550 Fail
0.1571 4 19 475 Fail
0.1589 3 18 600 Fail
0.1607 3 18 600 Fail
0.1626 3 17 566 Fail
0.1644 2 16 800 Fail
0.1662 2 16 800 Fail
0.1680 2 14 700 Fail
0.1699 2 12 600 Fail
0.1717 2 12 600 Fail
0.1735 2 9 450 Fail
0.1754 2 9 450 Fail
0.1772 2 8 400 Fail
0.1790 2 8 400 Fail
0.1808 2 8 400 Fail
0.1827 2 8 400 Fail
0.1845 2 8 400 Fail
0.1863 2 8 400 Fail
0.1882 2 8 400 Fail
0.1900 2 8 400 Fail
0.1918 2 8 400 Fail
0.1936 2 7 350 Fail
0.1955 2 7 350 Fail
0.1973 2 7 350 Fail
0.1991 2 7 350 Fail
0.2010 2 7 350 Fail
0.2028 2 7 350 Fail
0.2046 1 6 600 Fail
0.2064 1 5 500 Fail
0.2083 1 3 300 Fail
0.2101 1 3 300 Fail
0.2119 1 3 300 Fail
0.2138 1 3 300 Fail
0.2156 1 3 300 Fail
0.2174 1 3 300 Fail
0.2192 1 2 200 Fail
0.2211 1 2 200 Fail
0.2229 1 2 200 Fail
The development has an increase in flow durations
from 1/2 Predeveloped 2 year flow to the 2 year flow
or more than a 10% increase from the 2 year to the 50
year flow.
The development has an increase in flow durations for
more than 50% of the flows for the range of the
duration analysis.
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:48 PM Page 13
Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume:0.0466 acre-feet
On-line facility target flow:0.0546 cfs.
Adjusted for 15 min:0.0546 cfs.
Off-line facility target flow:0.0306 cfs.
Adjusted for 15 min:0.0306 cfs.
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:48 PM Page 14
LID Report
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:57 PM Page 15
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.
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:57 PM Page 16
Appendix
Predeveloped Schematic
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:58 PM Page 17
Mitigated Schematic
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:58 PM Page 18
Predeveloped UCI File
RUN
GLOBAL
WWHM4 model simulation
START 1948 10 01 END 2009 09 30
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1 UNIT SYSTEM 1
END GLOBAL
FILES
<File> <Un#> <-----------File Name------------------------------>***
<-ID-> ***
WDM 26 19501 - Emerald Highlands Water Quality Sizing.wdm
MESSU 25 Pre19501 - Emerald Highlands Water Quality Sizing.MES
27 Pre19501 - Emerald Highlands Water Quality Sizing.L61
28 Pre19501 - Emerald Highlands Water Quality Sizing.L62
30 POC19501 - Emerald Highlands Water Quality Sizing1.dat
END FILES
OPN SEQUENCE
INGRP INDELT 00:15
PERLND 16
IMPLND 4
IMPLND 5
IMPLND 8
COPY 501
DISPLY 1
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFO1
# - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND
1 Basin 1 MAX 1 2 30 9
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
# - # NPT NMN ***
1 1 1
501 1 1
END TIMESERIES
END COPY
GENER
OPCODE
# # OPCD ***
END OPCODE
PARM
# # K ***
END PARM
END GENER
PERLND
GEN-INFO
<PLS ><-------Name------->NBLKS Unit-systems Printer ***
# - # User t-series Engl Metr ***
in out ***
16 C, Lawn, Flat 1 1 1 1 27 0
END GEN-INFO
*** Section PWATER***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ***
16 0 0 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT-INFO
<PLS > ***************** Print-flags ***************************** PIVL PYR
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *********
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:58 PM Page 19
16 0 0 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT-INFO
PWAT-PARM1
<PLS > PWATER variable monthly parameter value flags ***
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT ***
16 0 0 0 0 0 0 0 0 0 0 0
END PWAT-PARM1
PWAT-PARM2
<PLS > PWATER input info: Part 2 ***
# - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC
16 0 4.5 0.03 400 0.05 0.5 0.996
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3 ***
# - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP
16 0 0 2 2 0 0 0
END PWAT-PARM3
PWAT-PARM4
<PLS > PWATER input info: Part 4 ***
# - # CEPSC UZSN NSUR INTFW IRC LZETP ***
16 0.1 0.25 0.25 6 0.5 0.25
END PWAT-PARM4
PWAT-STATE1
<PLS > *** Initial conditions at start of simulation
ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 ***
# - # *** CEPS SURS UZS IFWS LZS AGWS GWVS
16 0 0 0 0 2.5 1 0
END PWAT-STATE1
END PERLND
IMPLND
GEN-INFO
<PLS ><-------Name-------> Unit-systems Printer ***
# - # User t-series Engl Metr ***
in out ***
4 ROOF TOPS/FLAT 1 1 1 27 0
5 DRIVEWAYS/FLAT 1 1 1 27 0
8 SIDEWALKS/FLAT 1 1 1 27 0
END GEN-INFO
*** Section IWATER***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # ATMP SNOW IWAT SLD IWG IQAL ***
4 0 0 1 0 0 0
5 0 0 1 0 0 0
8 0 0 1 0 0 0
END ACTIVITY
PRINT-INFO
<ILS > ******** Print-flags ******** PIVL PYR
# - # ATMP SNOW IWAT SLD IWG IQAL *********
4 0 0 4 0 0 0 1 9
5 0 0 4 0 0 0 1 9
8 0 0 4 0 0 0 1 9
END PRINT-INFO
IWAT-PARM1
<PLS > IWATER variable monthly parameter value flags ***
# - # CSNO RTOP VRS VNN RTLI ***
4 0 0 0 0 0
5 0 0 0 0 0
8 0 0 0 0 0
END IWAT-PARM1
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:58 PM Page 20
IWAT-PARM2
<PLS > IWATER input info: Part 2 ***
# - # *** LSUR SLSUR NSUR RETSC
4 400 0.01 0.1 0.1
5 400 0.01 0.1 0.1
8 400 0.01 0.1 0.1
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3 ***
# - # ***PETMAX PETMIN
4 0 0
5 0 0
8 0 0
END IWAT-PARM3
IWAT-STATE1
<PLS > *** Initial conditions at start of simulation
# - # *** RETS SURS
4 0 0
5 0 0
8 0 0
END IWAT-STATE1
END IMPLND
SCHEMATIC
<-Source-> <--Area--> <-Target-> MBLK ***
<Name> # <-factor-> <Name> # Tbl# ***
Basin 1***
PERLND 16 0.4157 COPY 501 12
PERLND 16 0.4157 COPY 501 13
IMPLND 4 0.1016 COPY 501 15
IMPLND 5 0.0291 COPY 501 15
IMPLND 8 0.0128 COPY 501 15
******Routing******
END SCHEMATIC
NETWORK
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # # ***
COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # # ***
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer ***
# - #<------------------><---> User T-series Engl Metr LKFG ***
in out ***
END GEN-INFO
*** Section RCHRES***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG ***
END ACTIVITY
PRINT-INFO
<PLS > ***************** Print-flags ******************* PIVL PYR
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR *********
END PRINT-INFO
HYDR-PARM1
RCHRES Flags for each HYDR Section ***
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:58 PM Page 21
# - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each
FG FG FG FG possible exit *** possible exit possible exit
* * * * * * * * * * * * * * ***
END HYDR-PARM1
HYDR-PARM2
# - # FTABNO LEN DELTH STCOR KS DB50 ***
<------><--------><--------><--------><--------><--------><--------> ***
END HYDR-PARM2
HYDR-INIT
RCHRES Initial conditions for each HYDR section ***
# - # *** VOL Initial value of COLIND Initial value of OUTDGT
*** ac-ft for each possible exit for each possible exit
<------><--------> <---><---><---><---><---> *** <---><---><---><---><--->
END HYDR-INIT
END RCHRES
SPEC-ACTIONS
END SPEC-ACTIONS
FTABLES
END FTABLES
EXT SOURCES
<-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # ***
WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC
WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC
WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP
WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd ***
<Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg***
COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL
END EXT TARGETS
MASS-LINK
<Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->***
<Name> <Name> # #<-factor-> <Name> <Name> # #***
MASS-LINK 12
PERLND PWATER SURO 0.083333 COPY INPUT MEAN
END MASS-LINK 12
MASS-LINK 13
PERLND PWATER IFWO 0.083333 COPY INPUT MEAN
END MASS-LINK 13
MASS-LINK 15
IMPLND IWATER SURO 0.083333 COPY INPUT MEAN
END MASS-LINK 15
END MASS-LINK
END RUN
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:58 PM Page 22
Mitigated UCI File
RUN
GLOBAL
WWHM4 model simulation
START 1948 10 01 END 2009 09 30
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1 UNIT SYSTEM 1
END GLOBAL
FILES
<File> <Un#> <-----------File Name------------------------------>***
<-ID-> ***
WDM 26 19501 - Emerald Highlands Water Quality Sizing.wdm
MESSU 25 Mit19501 - Emerald Highlands Water Quality Sizing.MES
27 Mit19501 - Emerald Highlands Water Quality Sizing.L61
28 Mit19501 - Emerald Highlands Water Quality Sizing.L62
30 POC19501 - Emerald Highlands Water Quality Sizing1.dat
END FILES
OPN SEQUENCE
INGRP INDELT 00:15
PERLND 13
IMPLND 1
IMPLND 4
IMPLND 5
IMPLND 8
COPY 501
DISPLY 1
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFO1
# - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND
1 Basin 1 MAX 1 2 30 9
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
# - # NPT NMN ***
1 1 1
501 1 1
END TIMESERIES
END COPY
GENER
OPCODE
# # OPCD ***
END OPCODE
PARM
# # K ***
END PARM
END GENER
PERLND
GEN-INFO
<PLS ><-------Name------->NBLKS Unit-systems Printer ***
# - # User t-series Engl Metr ***
in out ***
13 C, Pasture, Flat 1 1 1 1 27 0
END GEN-INFO
*** Section PWATER***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ***
13 0 0 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT-INFO
<PLS > ***************** Print-flags ***************************** PIVL PYR
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:58 PM Page 23
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *********
13 0 0 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT-INFO
PWAT-PARM1
<PLS > PWATER variable monthly parameter value flags ***
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT ***
13 0 0 0 0 0 0 0 0 0 0 0
END PWAT-PARM1
PWAT-PARM2
<PLS > PWATER input info: Part 2 ***
# - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC
13 0 4.5 0.06 400 0.05 0.5 0.996
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3 ***
# - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP
13 0 0 2 2 0 0 0
END PWAT-PARM3
PWAT-PARM4
<PLS > PWATER input info: Part 4 ***
# - # CEPSC UZSN NSUR INTFW IRC LZETP ***
13 0.15 0.4 0.3 6 0.5 0.4
END PWAT-PARM4
PWAT-STATE1
<PLS > *** Initial conditions at start of simulation
ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 ***
# - # *** CEPS SURS UZS IFWS LZS AGWS GWVS
13 0 0 0 0 2.5 1 0
END PWAT-STATE1
END PERLND
IMPLND
GEN-INFO
<PLS ><-------Name-------> Unit-systems Printer ***
# - # User t-series Engl Metr ***
in out ***
1 ROADS/FLAT 1 1 1 27 0
4 ROOF TOPS/FLAT 1 1 1 27 0
5 DRIVEWAYS/FLAT 1 1 1 27 0
8 SIDEWALKS/FLAT 1 1 1 27 0
END GEN-INFO
*** Section IWATER***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # ATMP SNOW IWAT SLD IWG IQAL ***
1 0 0 1 0 0 0
4 0 0 1 0 0 0
5 0 0 1 0 0 0
8 0 0 1 0 0 0
END ACTIVITY
PRINT-INFO
<ILS > ******** Print-flags ******** PIVL PYR
# - # ATMP SNOW IWAT SLD IWG IQAL *********
1 0 0 4 0 0 0 1 9
4 0 0 4 0 0 0 1 9
5 0 0 4 0 0 0 1 9
8 0 0 4 0 0 0 1 9
END PRINT-INFO
IWAT-PARM1
<PLS > IWATER variable monthly parameter value flags ***
# - # CSNO RTOP VRS VNN RTLI ***
1 0 0 0 0 0
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:58 PM Page 24
4 0 0 0 0 0
5 0 0 0 0 0
8 0 0 0 0 0
END IWAT-PARM1
IWAT-PARM2
<PLS > IWATER input info: Part 2 ***
# - # *** LSUR SLSUR NSUR RETSC
1 400 0.01 0.1 0.1
4 400 0.01 0.1 0.1
5 400 0.01 0.1 0.1
8 400 0.01 0.1 0.1
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3 ***
# - # ***PETMAX PETMIN
1 0 0
4 0 0
5 0 0
8 0 0
END IWAT-PARM3
IWAT-STATE1
<PLS > *** Initial conditions at start of simulation
# - # *** RETS SURS
1 0 0
4 0 0
5 0 0
8 0 0
END IWAT-STATE1
END IMPLND
SCHEMATIC
<-Source-> <--Area--> <-Target-> MBLK ***
<Name> # <-factor-> <Name> # Tbl# ***
Basin 1***
PERLND 13 0.2178 COPY 501 12
PERLND 13 0.2178 COPY 501 13
IMPLND 1 0.0718 COPY 501 15
IMPLND 4 0.1722 COPY 501 15
IMPLND 5 0.0668 COPY 501 15
IMPLND 8 0.0306 COPY 501 15
******Routing******
END SCHEMATIC
NETWORK
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # # ***
COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # # ***
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer ***
# - #<------------------><---> User T-series Engl Metr LKFG ***
in out ***
END GEN-INFO
*** Section RCHRES***
ACTIVITY
<PLS > ************* Active Sections *****************************
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG ***
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:58 PM Page 25
END ACTIVITY
PRINT-INFO
<PLS > ***************** Print-flags ******************* PIVL PYR
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR *********
END PRINT-INFO
HYDR-PARM1
RCHRES Flags for each HYDR Section ***
# - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each
FG FG FG FG possible exit *** possible exit possible exit
* * * * * * * * * * * * * * ***
END HYDR-PARM1
HYDR-PARM2
# - # FTABNO LEN DELTH STCOR KS DB50 ***
<------><--------><--------><--------><--------><--------><--------> ***
END HYDR-PARM2
HYDR-INIT
RCHRES Initial conditions for each HYDR section ***
# - # *** VOL Initial value of COLIND Initial value of OUTDGT
*** ac-ft for each possible exit for each possible exit
<------><--------> <---><---><---><---><---> *** <---><---><---><---><--->
END HYDR-INIT
END RCHRES
SPEC-ACTIONS
END SPEC-ACTIONS
FTABLES
END FTABLES
EXT SOURCES
<-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
<Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # ***
WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC
WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC
WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP
WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd ***
<Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg***
COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL
COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL
END EXT TARGETS
MASS-LINK
<Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->***
<Name> <Name> # #<-factor-> <Name> <Name> # #***
MASS-LINK 12
PERLND PWATER SURO 0.083333 COPY INPUT MEAN
END MASS-LINK 12
MASS-LINK 13
PERLND PWATER IFWO 0.083333 COPY INPUT MEAN
END MASS-LINK 13
MASS-LINK 15
IMPLND IWATER SURO 0.083333 COPY INPUT MEAN
END MASS-LINK 15
END MASS-LINK
END RUN
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:58 PM Page 26
Predeveloped HSPF Message File
ERROR/WARNING ID: 215 118
The source/target transformation function, specified in the following
entry which appeared in the ext sources, network or ext targets
blocks, is invalid:
Transf Stkind Case | Opn-ID Grp-Name Member-ID
Function | Source: WDM1 , 2 PREC 31 1
DIV 2 1 | Target: PERLND, 16 EXTNL PREC 1 1
ERROR/WARNING ID: 215 118
The source/target transformation function, specified in the following
entry which appeared in the ext sources, network or ext targets
blocks, is invalid:
Transf Stkind Case | Opn-ID Grp-Name Member-ID
Function | Source: WDM1 , 2 PREC 31 1
DIV 2 1 | Target: IMPLND, 4 EXTNL PREC 1 1
ERROR/WARNING ID: 215 118
The source/target transformation function, specified in the following
entry which appeared in the ext sources, network or ext targets
blocks, is invalid:
Transf Stkind Case | Opn-ID Grp-Name Member-ID
Function | Source: WDM1 , 2 PREC 31 1
DIV 2 1 | Target: IMPLND, 5 EXTNL PREC 1 1
ERROR/WARNING ID: 215 118
The source/target transformation function, specified in the following
entry which appeared in the ext sources, network or ext targets
blocks, is invalid:
Transf Stkind Case | Opn-ID Grp-Name Member-ID
Function | Source: WDM1 , 2 PREC 31 1
DIV 2 1 | Target: IMPLND, 8 EXTNL PREC 1 1
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:58 PM Page 27
Mitigated HSPF Message File
19501 - Emerald Highlands Water Quality Sizing 1/8/2020 4:06:58 PM Page 28
Disclaimer
Legal Notice
This program and accompanying documentation are provided 'as-is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear
Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either
expressed or implied, including but not limited to implied warranties of program and accompanying
documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever
(including without limitation to damages for loss of business profits, loss of business information,
business interruption, and the like) arising out of the use of, or inability to use this program even
if Clear Creek Solutions Inc. or their authorized representatives have been advised of the
possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2020; All
Rights Reserved.
Clear Creek Solutions, Inc.
6200 Capitol Blvd. Ste F
Olympia, WA. 98501
Toll Free 1(866)943-0304
Local (360)943-0304
www.clearcreeksolutions.com