BLD2019-0817_Storm Report_3-12-20STORMWATER SITE PLAN REPORT
FOR
Killin Residence
543 31d Avenue South
Edmonds, WA 98020
Parcel #00409600-100-900
September 20, 2019
Revised March 12, 2020
Prepared For:
Jon & Selena Killin
543 3rd Avenue South
Edmonds, WA 98020
Prepared By:
Site CIV/1
JISEngineering
PLLC
JLS Engineering PLLC
19125 North Creek Parkway, Suite 123B
Bothell, WA 98011
Contact: Jeremy Sather, P.E.
Phone: (206) 849-5489
Killin Residence
Stormwater Site Plan Report
March 12, 2020
Table of Contents
Site Civil
Engineering
JISPLLC
1. PROJECT OVERVIEW .............................................................................................................................. 3
ProjectLocation ........................................................................................................................................................... 3
ExistingConditions Summary ................................................................................................................................. 3
DevelopedSite Hydrology ....................................................................................................................................... 3
2. MINIMUM REQUIREMENTS SUMMARY .............................................................................................. 6
3. OFFSITE ANALYSIS DESCRIPTION ........................................................................................................ 8
UpstreamA na�vsis .....................................................................................................................................................
'q
DownstreamA na�vsis ..............................................................................................................................................
8
PotentialDrainage Impacts ...................................................................................................................................
9
4. STORMWATER CONTROL PLAN .......................................................................................................
10
FlowControl BMFs ..................................................................................................................................................
10
FlowControl HMP SIzIng ........................................................................................................................................
I I
Conveyan ce Design ................................................................................................................................................
12
5. CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) ....................................
13
CSW17 NVrdl/Ve ......................................................................................................................................................
13
Construction Site Planning and Sequencing ...................................................................................................
16
Activities During Constructlon ..............................................................................................................................
17
Infiltratlonand DIsoerslon Facillty Constructlon Techniques .....................................................................
/8
6. SPECIAL REPORTS AND STUDIES, OTHER PERMITS ......................................................................
19
Speci3lReportsand Studies ..................................................................................................................................
/9
OtherPermits ............................................................................................................................................................
19
7. OPERATIONS & MAINTENANCE .......................................................................................................
19
Appendices
A. Project Site Plans
B. Calculations
0 WWHM - Infiltration Sizing
C. Geotechnical Investigation
Page ii
Killin Residence
Stormwater Site Plan Report
March 12, 2020
1. PROJECT OVERVIEW
Project Location
site civil
Erigirteering
JISPLLC
The project site is located at 543 31d Avenue South, Edmonds, Washington. The project has
Snohomish County parcel identification number 00409600-100-900. See Figure 1, Site Vicinity
Map.
Existing Conditions Summary
The existing 8,124-square foot (0. 187-acre) parcel is zoned RS-6 Single Family Residential. The
project site is bounded by
• single-family residential of similar zoning to the east, north and south,
• by 3rd Avenue South to the west, and
* by an alley to the east.
The site contains an existing single-family residence. Access is provided via a private asphalt
driveway that directly accesses 3,d Avenue South to the west, and via a private gravel driveway
that directly accesses the alley to the east. All utilities are served underground, except for power
which is above ground. The total existing hard surface area on the existing parcel is 4,899
square feet. See Figure 2, Site Aerial Map. Historically the project site was forested.
The project site generally slopes down to both the northwest and northeast property corners
from the high point located on the southern property line. The average slope of approximately
2% to 4% across the site. Stormwater discharges the property at the northwest and northeast
property corners as sheetflow.
There are no known critical areas located on or near the project site.
A Geotechnical Investigation was prepared by Cobalt Geosciences, dated December 19, 2019,
that assessed the existing site soils and the feasibility of infiltration of stormwater runoff. One
test pit was excavated onsite to a depth of 10 feet. The test pit encountered several inches of
gravel overlying about 1.25 feet of topsoil (Fill). This layer was underlain by approximately 1.5
feet of medium dense, silty -fine to medium grained sand with gravel (Fill). This layer was
underlain by medium dense to dense, silty -fine to medium grained sand trace gravel (Whidbey
Formation), which continued to the termination depth of the test pit. Groundwater was not
encountered during the investigation. An in -situ infiltration test was completed at a depth of 6
feet below grade. The adjusted design infiltration rate was determined to be 0.6 inches per
hour. Infiltration of runoff from impervious surface is feasible within the weathered Whidbey
Formation that underlies the site. Groundwater is estimated to be 7 to 10 feet below existing
grade.
Developed Site Hydrology
The proposed project will demolish a portion of the existing single-family residence and
construct a new single-family residence in its place. The total proposed onsite new and replaced
hard surfaces is 4,036 square feet. See Section 4 for a detailed review of project areas.
Page 3
Killin Residence
Stormwater Site Plan Report
March 12, 2020
Site Civil
Erighiecring
JISPLLC
The new residence will access 31d Avenue South via existing private driveway and to the west
to using the existing gravel driveway to the alley. Utilities will be reconnected and upsized as
necessary.
Onsite stormwater runoff will be collected and conveyed to a new stormwater infiltration trench
located in the southeastern portion of the site. Runoff that overflows the infiltration trench will
outlet into the existing eastern concrete gutter in the 3,d Avenue South right-of-way.
Best Management Practices (BMPs) will be implemented for the project site to the maximum
extent feasible, which pprimarily includes the infiltration trench for the roof area. See Section 4
for a more detailed discussion of the onsite BMPs to used.
See Figure 3 for Proposed Development Plan.
Figul-e I., SIte Vlclnity Map. 91n-G M-7p
Fun Chinese
Edmor,ds BoM Ace
Hardware
104
Ln
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QJ
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pinast pine�t
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Stormwater Site Plan Report
March 12, 2020
Site Civil
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Killin Residence
Stormwater Site Plan Report
March 12, 2020
2. MINIMUM REQUIREMENTS SUMMARY
Site Civil
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JISPLLC
The project will meet the requirements and guidelines for the following standards:
City of Edmonds Community Development Code (ECDC) Chapter 18.30, Stormwater
Management.
Department of Ecology Stormwater Management Manual for Western Washington, Ver-
sion 2012 with 2014 edits (SWMMWW)
City of Edmonds Stormwater Addendum, Version June 2017
The project site is redevelopment. See Figure 5 for Flow Chart for Determining Requirements for
Development. Per the guidelines listed above and Figure 4, Minimum Requirements I through
5 will apply to the project site.
Flgul-e 4 - Flo w Chart- fol- DetermInIng 1?equll-ements for De velopment
EDMONDS $TORUWATER ADDE-'4L)U-A JUNC XIL
Do -as &e pyajectrasultin2:1000square feet: or Water: ofnewplusnplacedbardsuthee =7
OR
D�62 hnldis=bingi��itytot-all,Wl quaz2 Bee, wgmaree
minlInuln Req U='—k No. I 11trough 5 apply
I hlb� EArraimicnant No- 2 applies
Does the pr,�ecl 2dI I,0W ��E leer or � ofniew plus replaced hard 2,rI=,c2,7
OR
C—t 075 -- or-- f—E.Uti— to 1— - lan&-aped —1
OR
Conv,etl 2.5 acres or rnore of natiw vegetation to pasture?
yat No
N.
rog
I-� tbi5 a mad related prqj�t?
Doe� the project �W
5,000 sq� feet or
KDOTE ofnem hard
—fa—'
ALIMili= RAEqUilelUeBM
Y"
apply to the � and reph�ed Do new hard surf�s add 50% ar
hard and ---t-d 4 xnew tG tb� emstng b3id mtrface�
vegetation Ah- the p-j—t li—t�7
`-"— 1,
N. adAiti-1
apply to the new h;ard aurfices req--nt,
1A
—"IM
and commrted vegetation areas.
AID
Figurv1l. Flow Ckm-t for Doeraiinhag Requirements for De,% elopment.
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Stormwater Site Plan Report
March 12, 2020
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The following are the applicable Minimum Requirements and how they apply to the proposed
development.
MI? I - ftporc7tIon of Storm wc7ter SIte Plcms
This Stormwater Site Plan Report and Civil Improvement Plan, Sheet C3 provided in Appendix
A, has been prepared to analyze stormwater control measures for disturbed onsite and offsite
areas in accordance with:
Chapter 3 of Volume I of the SWMMWW, and
City of Edmonds Stormwater Addendum, Appendix C, Checklists I through 3
MR 2 - ConstrIctlon Storm woter Follutlon Pre ventlon P1,7n 4CS
A temporary erosion and sediment control (TESC) plan and a CSWPPP has been prepared for
the project and is included as Section 7 of this Report to provide direction for Construction
Stormwater Pollution Prevention requirements. These will include silt fence, construction
entrance, storm drain inlet protection and cover measures as typical for single-family
residential construction.
MY? 3 - Sout-ce Control of Pollution
Water pollution source control will be provided per Volume IV of the SWMM for non-
commercial activities at residential properties. During construction the source control will be
provided by the TESC measures and implemented per the CSWPPP. See Section 5 of this
Report for the CSWPPP.
After construction the project site will be operated as a typical single-family residence. Some
of the source control items will include:
Prevention of prohibited discharges and connections. This may include contaminated
materials entering the storm conveyance system.
0 Materials storage, containment and cleanup. Materials may include paint, oil and gas
for personal vehicles, etc. An easy and cost-effective solution is to keep materials
covered and in garage or shed.
MR 4 - Freservotlon of Natural Qrc7lnage Systems,3nd Qutfc7lls
The natural downstream flowpath will be maintained by discharging to the same location as
precleveloped conditions: at the northwest and northeast property corners as sheetflow.
Developed onsite stormwater runoff will be collected and conveyed to a new stormwater
infiltration trench; the infiltration trench overflow will outlet into the existing eastern concrete
gutter in the 3 rd Avenue South right-of-way.
See Section 3 - Offsite Analysis Description for assessment of the potential offsite impacts of
stormwater discharges.
MR 5 - Qn-slte Storm water Mana ement
Q_
On -site stormwater management will be applied per the City of Edmonds Stormwater
Page 7
Killin Residence
Stormwater Site Plan Report
March 12, 2020
site civil
Erigirteering
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Addendum and Chapter 5, Volume V of the SWMMWW. On -site stormwater management
incorporates implementation of BMPs to reduce stormwater runoff and pollution from
developed sites. Per SWMMWW - Volume I - Chapter 2.5.5, Table 2.5. 1, new development
inside the UGA, the project is a Category 1, and will comply with List # 1.
On -site Stormwater Management, or BMPs (Best Management Practices) are required for the
project to the maximum extent feasible which includes the following BMPs:
Proposed/rep laced lawn and landscape surfaces will apply Post Construction Soil
Quality and Depth.
0 Full infiltration will be used for the new and replaced roof area for the residence.
Sheetflow dispersion will be used for the front walkway.
A d tailed review for BMP feasibility is provided in Section 4 of this Drainage Report.
3. OFFSITE ANALYSIS DESCRIPTION
A Category I offsite analysis was completed to identify potential problems prior to and after the
proposed development. This includes reviewing the upstream and downstream areas tributary
to the project site and assessing the potential off -site impacts of stormwater discharges. Since the
project will fully infiltrate the proposed roof surface and discharges up to and exceeding the 100-
year peak flow event will be very low or negligible, a detailed field review has not been completed.
The following offsite analysis is a cursory review of the offsite drainage systems.
Upstream Analysis:
The upstream area is rather limited. The upstream areas is to the east of the project site.
Surface runoff from uphill areas are intercepted by the existing alley and drain to the north.
Downstream Anab� �Js.
The downstream flowpath begins at the northwestern corner of the project site where onsite
surface water enters the eastern street gutter of 3rd Avenue South. At this point the
downstream flowpath is described below and is based on City of Edmonds stormwater maps.
See Figure 5 for the Downstream Analysis Map.
0 Stormwater runoff follows the street gutter toward the north and enters an existing
catch basin approximately 500 feet to the north. The Catch basin is located at the
southeast corner of the intersection of 3 rd Ave S & Howell Way.
Stormwater crosses the intersection in the City piped stormwater system and continues
north.
Stormwater runoff enters Shallabarger Creek and flows west across Edmonds Way and
through Edmonds Marsh.
0 Runoff outlets to the Puget Sound at the Port of Edmonds.
Page 8
Killin Residence Site Civil
Stormwater Site Plan Report Engineering
March 12, 2020 JISPLLC
Potential Drainage Impacts:
The existing project site currently does not contain Flow Control BMPs. The project will
provide Flow Control BMPs to mitigate for surface runoff and reduce impacts to downstream
properties. The proposed roof area will be directed to a full infiltration trench. An overflow is
provided for the infiltration trench as a protective measure. Based on the inclusion of the
proposed BMPs, it is anticipated the proposed project will not adversely impact the
downstream drainage conditions. There are no proposed offsite mitigation measures
proposed by the project.
FIgure 5: Downstream An,76VSIS M,7P
eXTVVOVII��__l 1 -11 ., I I NF, TR_1 TV- -71 F11 77
too
outlet to
Puget Sound
at Part of
Edmonds Downstream
Flowpath
1/7
-AP Edmonds
'k,
W
221
21b
21S
2to
224
�
1 229
2M
221
no
2a
220
233
2A2
314
260
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2
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346
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423 4�
550
Marsh - I
2 400 510
Map clip of Edmonds Watersheds I i
Gutter Flow Along 527 531 W I
7 534
East Side 3rd A
veS
s" 5"
541 554
Z
Ed�
- Edmonds �5
;��O
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71
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% 1011 lw� 02 102 Ion
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Killin Residence
Stormwater Site Plan Report
March 12, 2020
4. STORMWATER CONTROL PLAN
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This section addresses the impacts of the Project target surfaces (new and replaced pervious
and impervious areas) created by the proposed improvements and how Flow Control BMPs will
be applied to the project.
Existing Site HjLcLrolog
The existing site generally slopes toward the northwest to 3rd Ave S. The driveway and yard
areas sheetflow to the east gutter line of 3,d Ave S. The existing roof downspouts are piped
underground. There is no surface connection or outlet point for the roof downspouts, thus it
is assumed the roof area is managed in a subsurface system, i.e. drywells.
Qej�,"o edSiteHjLc&-o1o6Z
Onsite stormwater runoff generated by the new roof will be collected and conveyed to a new
infiltration trench. The proposed walkway will sheetflow across the front yard. The existing
asphalt and gravel driveways will remain, no BMP's are proposed for those surfaces.
SLoLectAreas
The summary of project areas is as follows:
TOTAL SITE AREA 8,124 SF
APPROX. DISTURBED AREA 8,000 SF
EXISTING IMPERVIOUS AREA 4,899 SF
EXISTING IMP. TO REMAIN 504 SF
NEW/REPLACED IMPERVIOUS AREAS
ROOF 3,062 SF
DRIVEWAY 734 SF
PATIO/WALKWAYS 240 SF
TOTAL 4,036 SF
TOTAL IMPERVIOUS AREA 4,540 SF (55.9%)
CONVERTED LAWN/LANDSCAPE 3,460± SF
Flow Control BMPs
Flow Control BMPs will be applied to the new and replaced impervious areas and converted
vegetation areas to the maximum extent feasible. Table 2 on the next page provides an
assessment of the feasibility for the Flow Control BMPs per List #1 of the SWMMWW and
Edmonds Stormwater Addendum.
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Killin Residence
Stormwater Site Plan Report
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Table 2: List #2 Feasibility Summary
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BMP
Pro -
F
BMP
Standard
Feasible?
vided?
Feasibility Comment
Post Construction Soil
BMP T5.13
YES
YES
This BMP can be used for new, replaced,
Quality and Depth
and created pervious landscaped areas.
Infeasible. Not enough flowpath length
Full Dispersion
BMP T5.30
NO
NO
and separations available for full disper-
sion.
FEASIBLE. Infiltration testing yielded
Full Infiltration
BMP T5. I OA
YES
YES
long-term adjusted rates of 0.6 inches per
hour. Infiltration will be used for the roof
surface.
Biofiltration Facility
BMP T7.30
N/A
NO
Not applicable. Roof area is managed
BMP T5.14A
with full infiltration system.
Downspout Dispersion
BMP T5. I OB
N/A
NO
Not applicable. Roof area is managed
System
with full infiltration system.
Perforated Stub -out Con-
BMP T5. I OC
N/A
NO
Not applicable. Roof area is managed
nection
with full infiltration system.
Infeasible. Not enough flowpath length
Full Dispersion
BIVIP T5.30
NO
NO
and separations available for full disper-
sion.
Permeable Pavements
BMP T5.15
YES
YES
FEASIBLE. Paver unit system will be used
for new and replaced surfaces.
Biofiltration BMPs
BMP T7.30
NO
NO
N/A — Sheet flow dispersion will be used.
BMP T5.14A
Sheet Flow Dispersion
BMP T5.12
NO
NO
Not applicable. Permeable pavements
will be used for non -roof surfaces.
Flow Control BMP Sizing
BMPs will be designed per the SWMMWW - Volume V - Chapter 5.
SMP T5 13 — Post-Constructlon Soll Qydllt e
j�,7nd"
Soil amendment meeting BMP T5. 13 To be applied to all converted vegetated areas, totaling
3,460 square feet. The minimum requirement is to provide 8-inches of topsoil and scarify
sub -soils 4-inches below the topsoil. The topsoil can be a combination of retained native
topsoil to be reapplied and imported topsoil.
BMF T5 / OA — Full Infiltra u6n
The roof area to the proposed infiltration trench is 3,062 square feet (0.070 Acres). The
Page I I
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Stormwater Site Plan Report
March 12, 2020
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infiltration trench is located near the southeastern corner of the site. The Geotechnical Report
provides an infiltration test and adjusted design infiltration rate that was used ot size the
infiltration trench. The adjusted design infiltration rate was determined to be 0.6 inches per
hour.
The trench is sized for 100% infiltration up to the I 00-year peak storm event using the Western
Washington Hydrology Model (WWHM). Calculations are provided in Appendix B.
The trench is a total of 78 feet long, 5 feet wide, and 3'depth. The trench is divided into two
parallel trenches at 39 feet long and will maintain the required setbacks from the proposed
building and property lines. A rock void ratio of 0.35 (35% void space) was used for the rock
porosity, which is on the conservative side for most clean storage rock.
The groundwater was determined to be 7 to 10 feet below existing grade. The groundwater
is estimated to be at elevation 60.0 feet. The bottom of the trench is placed at 63.0 feet which
will provide over 3 feet of separation from groundwater.
BMI-I T5 15 — Permeable Pavements
Permeable pavements will be used for new and replaced impervious surfaces. Typical Unit
Paver Systems will be installed per City standard detail SD-623.
Approximately 25% of the existing driveway on the west side of the site will be replaced
with the paver unit system to comply with the City retrofit requirement of ECDC
18.30.060.D.5.b.i.
Conve.yance Design
Sizing has been based on a quantitative analysis of existing storm system and tributary areas.
The onsite storm system will be comprised of 4" diameter roof drain tightlines to collect
downspouts and convey to the infiltration trench. An overflow is provided to the street gutter
in V Ave South.
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S. CONSTRUCTION STORMWATER POLLUTION
PREVENTION (CSWPPI
A CSWPP Narrative is provided below describing the 13 applicable elements for erosion
control during construction. A temporary erosion and sediment control (TESC) plan is
included in Appendix A.
CSWPP Narrative
13 elements are as follows:
1. Preserve VCqetcglon /Mark Cle.3rin-q Llmlts'
Orange construction fence or silt fence will be used along the clearing and grading
limits which are defined on the TESC Plan. This is listed as one of the first steps in the
construction sequence. The following BMPs will be used:
• BMP C 103: High -Visibility Fence
• BMP C233: Silt Fence
2. Est,7blish Construction Access. -
The existing asphalt driveway will be used as the construction access. The following
BMPs will be used:
0 BMP C 105: Stabilized Construction Access
3 ControlFlowR,3tes-
Sediment controls will provide adequate erosion control measures for this site during
the dry season. The following BMPs will be used:
• BMP C233: Silt Fence
• BMP C235: Wattles
4 1nst,711Sed1mentContro1s-
Sediment controls will be installed prior to any grading activities. Installation of the
sediment controls shall be per the construction sequence shown on the TESC Plans.
Silt fence will be the primary method of sediment control. The following BMPs will be
used:
• BMP C233: Silt Fence
• BMP C235: Wattles
5 Stc7bilize Soils. -
Temporary ground cover will include plastic sheeting or mulch. Any soils that will be
exposed long-term, over 30 days, will be sprayed with hydroseed and allowed to grow
prior to the wet season. The following BMPs will be used:
0 BMP C 120: Temporary and Permanent Seeding
• BMP C 12 1: Mulching
• BMP C 123: Plastic Covering
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• BMP C 124: Sodding
• BMP C 140: Dust Control
6. Frotect"o es. -
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The project site is near flat, approximately 2% grade. The project will stabilize slopes
using plastic sheeting until the time that the slopes can be stabilized. Any cuts will be
for utilities where sediment will be trapped in the trench. The following BMPs will be
used:
• BMP C 120: Temporary and Permanent Seeding
• BMP C 12 1: Mulching
• BMP C 123: Plastic Covering
• BMP C 124: Sodding
7 I-1rotectQr,7Jn1n1ets-
Storm drain inlet protection will be installed in the vicinity of the property. Drain inlets
will have filter socks and catch basin protection installed to prevent sediment from
directly entering the storm system. The following BMPs will be used:
0 BMP C220: Inlet Protection
8 St,7blllze Channels.3nd Outlets -
The project site is near flat, approximately 2% grade. The project does not propose
any channels and the proposed storm system outlets into the existing eastern concrete
gutter in the 3rd Avenue South right-of-way. The following BMPs will be used:
0 BMP C235: Wattles
9. Control loollutc7nts.-
Construction equipment will be kept in good working order to prevent oil drippings.
The following BMPs will be used:
0 BMP C 15 1: Concrete Handling
• BMP C 152: Sawcutting and Surfacing Pollution Prevention
• BMP C 153: Material Delivery, Storage, and Containment
• BMP C 154: Concrete Washout Area
• S407 BMPs for Dust Control at Disturbed Land Areas and Unpaved Roadways
and Parking Lots
• S41 I BMPs for Landscaping and Lawn / Vegetation Management
• S435 BMPs for Pesticides and an Integrated Pest Management Program
• S444 BMPs for the Storage of Dry Pesticides and Fertilizers
• S419 BMPs for Mobile Fueling of Vehicles and Heavy Equipment
• S438 BMPs for Construction Demolition
• S442 BMPs for Labeling Storm Drain Inlets On Your Property
• S443 BMPs for Fertilizer Application
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S451 BMPs for Building, Repair, Remodeling, Painting, and Construction
10 ControlDe-W,3tering
Per the Geotechnical Investigation included in Appendix C: "Groundwater was not
encountered during our investigation. There is a chance that perched groundwater
(as interflow) may be present seasonally below the site. Based on our observations in
the test pit, groundwater could be present at or near 7 to 10 feet below grade."
Any cle-watering activities will discharge as sheetflow over the grass yard to retain
sediment onsite. The following BMPs will be used:
BMP C236: Vegetative Filtration
11. M.3int.3in BMI-Is.-
The CESCL or Monitoring Personnel shall be responsible for keeping track of
construction BMPs. The following BMPs will be used:
BMP C 150: Materials on Hand
BMP C 160: Certified Erosion and Sediment Control Lead
12. M,7n,7ge the 8�jo ect.
L
The contractor, CESCL, and parties involved shall be mindful of construction activities,
the time of year, and to maintain TESC facilities to function as designed. The following
BMPs will be used:
BMP C 150: Materials on Hand
BMP C 160: Certified Erosion and Sediment Control Lead
BMP C 162: Scheduling
13. Protect L o w L12Zoact De k�2�ment BMPs
Low Impact Development (LID) BMPs shall be protected during construction to
prevent sedimentation or compaction of existing soils that would inhibit the operation
of the proposed LID BMPs. The following BMPs will be used:
• BMP C 103: High -Visibility Fence
• BMP C208: Triangular Silt Dike (TSD) (G eotextile-En cased Check Dam)
• BMP C233: Silt Fence
0 BMP C234: Vegetated Strip
Protecting native soil and vegetation, minimizing soil compaction, and retaining the
hydrologic function of LID BMPs during the site preparation and construction phases
are some of the most important practices during the development process. Section
6.1.2 of the City of Edmonds Stormwater Addendum provides Additional Construction
Techniques for LID BMPs.
Page 15
Killin Residence
Stormwater Site Plan Report
March 12, 2020
Construction Site Planning and Sequencing:
Site Civil
Erigincering
JISPLLC
Construction Site Planning and
Sequencing Requirements
Construdion Site Planningand SequendnrgTerhniques
Limit dBaFing and grading activities
9 Keep g rading to a minimum by incorporating natu ra I
tCIPC3gFaphic depressions into the developmerifL
* Shape final lot grades and topographic features early {i.e-, at
the site development stage) where feasible.
* Limit the amount of cut and fill in a reas wiWh permea ble soils.
* Limit clearing to road, utility, building pad, lawn arear, and the
minimurn amourrt. of Extra land necmaFy to manELUVEr
mach inery (e.g, a 10-foot perimeter around a building).
Limit construction acdvity in areas
9 Clearly clacurneryt—and plan to meet and walk throug h the
designated for UD
site with equipment operatDFS priorto constructiork--� clarify
construction boundaries, limits of disturbance, and
constmcticin activities in the vicinity of UD BMPs.
* CenEFal/primary contractor mu s-t inform other su b-cDntFaL-tDFS
of applicable LID BIVI P protection req uirements. This is
particularly important when working around permeable
pavement.
Limit deaFing and grading during heavy
* Ti rfle con=uction activities to= rt d Lffing the SUMM2F (lowest
rairrFall seasuns
precipitation) and End in the fail (when cunditions are
fayoFable for the esub lishment of Yygetation), if feasible.
M ini mize the a mount and ti me dhat g raded
* Complete construction and Eros ion c*ntrol actiAiES in one
areas are left exposed
section of thesite before beginning activity in anciftheFSeCtiOn.
Utilize p-ermeable anrd n utrient rich soils
* P reserve any portion of the site with permeable soils to
promote infiltration of stormwater ru noff.
* Leawe areas of rich topsoil in place, or if excavated, utilize
elsewhere on the site to amend areas with sparse or nutrient
deficient topsoil.
Reduce impact of consuuction access roads
9 Reduce the number and size (widthilEngth) of construction
access roads.
* Locate construction access roads in areas where furwre Foadr.
and uti Rty corridors wil I be placed �Lmless utilizing perrnL-a ble
pavement).
PFOMOtL' sheet flow and mini m Lze
* Avoid grading that results in steep, continuous slopes,
COnCEntrated runoff
especially in a reas contributing runoff to LID BM Ps.
LID BIVIP activation
9 LID BIVI ft shall rmyt bE4g in operation until all erosion -causing
p rofrect improvements (including use of access rciads that may
,�ntr but- sedirrhent) are complEted and all exposed ground
surfacer. are sub ilized by revegetaticin or landscaping in
upland areas portentially contributing ru noff to the BMP.
Page 16
Killin Residence
Stormwater Site Plan Report
March 12, 2020
Activities During Construction:
Site Civil
Erigincering
JISPLLC
Erosion Control Requirements
Er-Dsio n Control Te-chniques
P�otect native topsoil during the
* WherepFacticable, protect areasoct' rich topsoil. If excavation is
construction phase, and reuse on site
necessary, stockpile native suils that can The used on the site
after construction.
* Stoc kpile materials in areas designated fCIF C lea ring a nd
g rad ing (such as paFki ng a reas and 1fUtUF2 im perviou s
roadways) and arway from infiltration and other stormwater
facilities-
0 COVeF Small stockpiles with weed baFriL-F material thart sheds
moistu re yet a llows air tra rismission. La rge stockpiles may
need IG be seeded a ncl/or mu lche-d.
* Do not relocate wpsoil OF otheF material to areas where they
can cover critical Foot zones, suffocate vegetation, OF Erode
into adjacent streams.
Use effectiye reyegetatiGn methods
* Use native plant species adapted to the local environment
* P laiyt dUFing late fait winter, ci r Ea dy spring months WhE n
VegEtatiCin is likely to establish quickly and suFvivL--
* Utilize proper seedbed preparatiDrL
* Fertilize and muk h tG protect germin ating p larfts. Apply 1 inch
cvF com post topped with 2 inch Ps of mu�c h.
* P rotect areas d 2signated fOF reveg2tatiOn from soil
corn paction by Festricting heavy equi pment.
* P rovide proper Soil arnEndrnEntE where necessary (FEfer to
SWMMWW, Volume V, Clhapt2F S, BM P T5.13 Post -
Construction Soil Quality and Depth).
* Amend soil toward the end of construction- Once established,
protect from compaction and erosion.
* During EWFage, plants should be protected by solar screens
when possible to prevent oveFeXPOSUFE and excessive drying.
Perform precon=ucticin, FoLrtinE, and
* Conduct a pFeconstruction inspection to vety that adequate
posixonstruction inspections
barriers have been placed around vegetation Fetention areas,
infiltration facilities (as needed), and stFuctu ra I controls are
iMplernEnted property.
9 Conduct routine inspections to verify that structural mntrcils
are bAng maintained and effectively protecting LID BMPs
throughout construction.
* Conduct a final inspection to verify that Fevegetartion areas are
stabilized and that permanent LID BMPs are in place and
functioning property.
Page 17
Killin Residence
Stormwater Site Plan Report
March 12, 2020
Infiltration and Dispersion Facility Construction Techniques:
Site Civil
Erigincering
JISPLLC
CenFtr-udion Stage
Techniques for PFGt&ding Infiltration and Dispersion Facilities
PFiGF 10 construction
9 The infiftration/d ispersion area shall be clearly identified (e.g., using flagging
or high visibility fencing) and protected prior to construction U31 prevent
compaction of underlying soils by Ye hic le traffic.
* Deyelop a soil and vegetation ma nagernent plan Showing areas to be
protected and resto ration method s for d isturbed areas befc3FL- land c lea ri ng
sta rts.
* The Construction SWPPP sheets mu st outline con=uctio n 31equEncing that will
protect the infiltrationidispersicin area during construction-
* Constru ction SWP P P 8 M Ps and prot ecti cin tm h n iq Lees. identified in t he
previous se ct ions sh al I be im plernented as app licabi e. In part ic ul ar, be s uFe to
sta bilize u pslope cortmuction areas (e.g., us ing si It fiences, berms, mu Ich, or
other Corkstruction 5WPP P BM Ps) a nd min imize overland flow d is:tancEs.
Excavation
* Excavation of rfi tration1dispersion areas shal I be perfOFmL-d by machinery
operating aqjacent to the BIVI P. No heavy equipment with narrow tracks,
na nrow tires, or la rge lu gged hig h pressure tires shall be allowed on the
infittration1dispersion area footprirrL
9 WhEFE feasible, EXCaVabE infiltration/d ispersion areas to final g rade on ly after
all d ism rbed areas in the u pgradient project dra inage area have been
permanerrilly stabilized- (If infiltration areas must be excavated before
permanent s ibe stabilization, in itial excavation m ust be condu cted to rw3. less
than 6 i nches of the final elevation cvF the fac il ity floor.)
* Excavation cif infiltration aMaSshal I not be a IIOWEd dUFing wet or satu rated
conditions.
* The use of d raglines and tFackhoes should be considered for consuucti ng
infiltration and dispL-Fsion areas-
* The bottom (and sid L-walls if feasi b12) of an infiltration faci lity excavation mu st
be ra Iced or scarified to a minimu rn depth of 3 inches after final eo�cavatio n to
reStON infiltration ratEs.
* Scarify soil a Icing the di5persicin flow path if disturbed during construction.
SL-d iment: control
9 8 ioretention, rain garden, and pL-FmL-ablE pavement BM Ps shall not be used as.
sedirneryt control facilities� and all drainage shall be directed away from ldhe
BIVI P location after initial rough grading.
* Direct construction site flow away from the infiltratiork�dispersion area using
applicable Construction SWPP P BM Ps (e.g., temporary diversion swa ILLs).
Page 18
Killin Residence
Stormwater Site Plan Report
March 12, 2020
site civil
Erigirteering
JISPLLC
6. SPECIAL REPORTS AND STUDIES, OTHER PERMITS
Special Reports and Studies
The following Reports have been prepared for the Project under separate cover.
Geotechnical Investigation
by Cobalt Geosciences, Inc. dated December 19, 2019
Other Permits
The following permits may be required for the development:
• Building Permits, Edmonds
• Right of Way Permit, Edmonds
7. OPERATIONS & MAINTENANCE
The Property Owner will be responsible for Operations and Maintenance of the private storm
system on private property. The property owner shall inspect the stormwater system at a
minimum yearly for proper operation.
The items that will need inspection and/or maintenance include the following:
Roof gutters and downspouts:
o Connected to the storm tightlines.
Signs of erosion at downspout connections.
Gutters and downspouts are free of debris and clean.
0 Catch basin and yard drains:
Clean of debris and sediment around the structure.
o Sediment free inside the structure.
o Inlet and outlet pipes are clean and open.
Vegetation is cleared around the inlet.
0 Infiltration Trench:
Clean of debris and sediment around the inlet structure.
o Clean of debris and sediment in and around the screen.
o Overflow pipes are clear and operational.
Observation wells are accessible and assess the following.
Water level in the trench recedes after a rain event.
Trench is dry in summer months
Tee is properly installed on inlet catch basin
Inlet catch basin is free from debris and sediment
Page 19
Killin Residence
Stormwater Site Plan Report
March 12, 2020
APPENDICES
A Project Site Plans
B. Calculations
0 WWHM - Infiltration Sizing
C. Geotechnical Investigation
Under separate cover
site civil
Erigirteering
JISPLLC
Appendix
3
C
RZT64A
APPROXIMATE LOCATION
EXISTING CURB & GUTTER_� SEE PROJ T
T.
ON WEST SIDE STREE I NOTE 2
EXIS�NG 6" PVC
SIDE SEWER
LOCATION
CONNECT TO EX SIDE SEWER. SEE -
DETAIL SS-200 & PROJECT NOTE 5
IE 61.0 MIN. (VER
10,
STREET RESTORA71ON 210 sf - Walkway
TE
SEE PROJECT NOTE 3. <ej
Permeable Pavers
UTILITY CONFLICT NOTE - CAUTION:
11 [ "27 ,
1" COPPER STREET
SERVICE
'W
SEE PROJECT NOTE 4
FOR A R METER
C
W �RC
11 1E E,
xU u
U
j
Pul
CV)
EARTHWORK ESTIMATE
CUT 50 CU. YD.
FILL 25 CU. YD. (STOCKPILE)
NET 25 CU. YD. (EXPORT)
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION,
DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE
PLANS OR NOT BY POTHOUNG THE UTILITIES AND SURVE)1NG THE HORIZONTAL
AN VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE
CAUJING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOUNG ALL OF THE
EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY
VERIFY WHETHER OR NOT CONFLICTS EXIST. IF CONFLICTS SHOULD OCCUR, THE
CONTRACTOR SHALL CONSULT THE ENGINEER TO RESOLVE ALL PROBLEMS PRIOR
TO PROCEEDING WITH CONSTRUCTION.
90 sf - Driveway
Permeable Pavers
25% of existing driveway for
retrofit
350 sf - Ex Driveway
SEE 1701ECT
NOTE 12 F
690 sf - Driveway
Permeable Pavers
EXISTING GRAVEL DRIVEWAY TO BE REMOVED
INSTALL NEW PERMEABLE UNIT PAVER SYSTEM
PER CITY ST) DETAIL SD-623
� 88,55,11" . I 1� �659
MITI
�'6
,;WPVIC SIDEs,
ER
J
S=2.0% MIN.
BUILDING FOOTING DRAINS
VERIFY DEPTH AND
POSITIVE DRAINAGE NTH
5'
n
ARCHITECTURAL/STRUCTURAL
Ss
PLANS
SSCO
IE 66.0± 118 LF - 4 RD
S=1.0% MIN
DAYUGHT FOOTING SEE PROJE6T NOTE 7
DRAINS
IE 66.0± 1 PROPOSED SFR
I MAIN �.K Wlb
- - - - 68
WALKWAY PERMEABLE UNIT PAVER
SYSTEM PER CITY STD DETAIL SD-623
94 LF - 4" RD
S=1.0% MIN.
SEE PROJECT NOTE 7
3' MIN. SEPARATION -A
WATER SERVICE AND
DRY UTUTIES �
GAS AND ELECTRIC IN TRENCH
UTILITY PURVEYOR STANDARDS
IE 65.6
AREA SUMMARY
GARAGE1
SLAB 66.20
=7
- 7=RC_4
YARD DIRWOR SD
RIM 68.7
3,062 sf - Roof
I -TYPE 1
To Trench
A 68.0
66.0 (4" OVERFLOW OUT)
SDCO
64.5 (C RD IN)
IE 64.5 (e TRENCH OUT)
TRENCH OVERFLOW7
INSTALL REMOVABLE PUSH -ON
100 LF - 4" SID
TEE PER CITY DETAIL
S=0.80%
TOTAL SITE AREA 8,124 SF
APPROX. DISTURBED AREA 8,000 SIF
EXISTING IMPERAOUS AREA 4,899 SIF
EXISTING IMP. TO REMAIN 350 SIF
NEW/REPLACED HARD SURFACE AREAS
ROOF 1,062 SIF
DRIVEWAY (PERMEABLE) 780 SIF
WALKWAYS (PERMEABLE) 210 SIF
TOTAL 4,052 SIF
TOTAL HARD SURFACE AREA 4,402 SIF (54.2%)
CONVERTED LAWNAANDSCAPE 3,600± SIF
STANDARD DETAILS LIST
30,
�2
67 1 2 TYPI
0 5 10 20
1 inch = 10 feet
PORTS �-BLENI 10 MATCH
EX GRAVEL ALLEY
5.0,
H,
2 TRENCHES 0 39' LONG (78 LIF
5' WIDE x 3' HEIGHT
ELEVATIONS,
67.0-68.0 = FINISHED GRADE
66.0 = TOP TRENCH
64.5 = IE 4" PERF
63.0 = BOTTOM TRENCH
SEE PROJECT NOTE 11 FOR ROCK
BACKFILL SPECIFICATIONS.
THE APPLICABLE CITY OF EDMONDS STANDARD DETAILS ARE AS
FOLLOWS AND PROVIDED ON SHEETS C4, C5, AND C6:
STID DET BMP NAME
WA-130 r-l" WATER SERVICE INSTALLATION
WA-140 RESIDENTIAL DOUBLE CHECK VALVE ASSEMBLY
SS-200 SEWER CLEANOUT DETAILS
SS-201 SIDE SEWER RELOCATION/REPAIR
GIJ-400 TYPICAL TRENCH SECTION
GU-410 TYPICAL HMA UTIUTY PATCH
TR-520 CONCRETE CURB AND CUTTER
TR-531 CONCRETE SIDEWALK
SD-303 CATCH BASIN TYPE 1
SD-619 STORM DRAINAGE CLEANOUT
SD-623 TYPICAL PERMEABLE UNIT PAVER SYSTEM
SD-636 TYPICAL DOWNSPOUT INFILTRATION TRENCH
SD-642 POST CONSTRUCTION SOIL QUALITY AND DEPTH
TR-541 DRIVEWAY APPROACH TYPE I
LEGEND
CLEANAJS
(TYP)
68 9 ASPH. DRIVE69 0
PROPERTY LINE
- - - 100-
CONTOUR - MAJOR
CONTOUR - MINOR
2.0%
ANNO SLOPE ARROW
-
SLOPE ARROW
100.00
SPOT ELIEVATON
FLOW LINE
-SD-SD-
STORM DRAIN LINE
- ED - -
FOUNDATION DRAIN UNE
-RD- -
ROOF DRAIN LINE
STORM CLEAN OUT
101
STORM YARD/AREA DRAIN
STORM DRAIN CATCH BASIN
INFILTRATION TRENCH
(j) PROJECT NOTES
1. ALL FINISHED GRADES AROUND RESIDENCES SHALL BE SLOPED AWAY FROM
THE FOUNDAMN, MINIMUM 5% SLOPE FOR SOFT SURFACES AND 2% FOR
HARD SURFACES.
2. REPLACE EXISTING DRIVEWAY RAMP WITH NEW 12 FOOT WIDE TYPE 1
DRIVEWAY APPROACH.
3. PAVEMENT RESTORATION SHALL BE PROVIDED FOR ALL WORK WTHIN
THE RIGHT-OF-WAY WHICH MAY INCLUDE PAVEMENT PATCHING, PAINT
STRIPING REPLACEMENT, SIDEWALK REPLACEMENT, AND PAVEMENT
OVERLAY. ADDITIONAL RESTORATION MAY BE REQUIRED IF THE
SANITARY SEWER LATERAL IS REPLACED (SEE NOTE 5 BELOW).
ALL STREET CUTS TO BE PATCHED PER CITY OF EDMONDS STANDARD
DETAILS. UTILITY PATCHES SHALL BE COMBINED AND FULL WIDTH OR
HALF WIDTH OVERLAY WILL BE REQUIRED DEPENDING ON THE EXTENT OF
DISTURBANCE. WHERE UTILITY PATCHES FALL ENTIRELY WITHIN ON
TRAVEL LANE, THE OVERLAY SHALL EXTEND TO THE CENTERLINE OF
ROADWAY. WHERE UTIUTY PATCHES EXTEND INTO BOTH TRAVEL LANES
THEN A FULL WIDTH OVERLAY IS REQUIRED.
FINAL DETERMINATION OF OVERLAY EXTENTS TO BE MADE IN FIELD BY
CITY INSPECTOR. ALL FINAL RESTORATION SHALL BE COMPLETED BY
THE CONTRACTOR.
4. NEW WATER METER AND SERVICE. CITY WILL PERFORM THE TAP ON THE
CITY WATER MAIN AND EXTEND SERMCE TO THE PROPERTY AND SET THE
METER. FIRE SPRINKLERS TO BE PROVIDED IN NEW RESIDENCE PER
NFPA 13D FIRE SYSTEEM. MINIMUM 1" METER AND 1-1/2" WATER
SERVICE LINE SHALL BE INSTALLED. TRACER WIRE REQUIRED FOR
NON-METAWC WATER SERVICE LINES PER CITY DETAIL WA-130.
5. EXISTING SANITARY SIDE SEWER TO BE REUSED. CONTRACTOR SHALL TV
EXISTING SIDE SEWER (THAT PORflON ON PRIVATE PROPERTY) AND SUBMIT
VIDEO TO CITY FOR REVIEW AND APPROVAL TO RE -USE. CONTACT
EDMONDS PUBUC WORKS SEWER DIVISION, 425-771-0235, TO SCHEDULE
INSPECTION OF THE SANITARY SEWER LATERAL
NOTE THAT A GOOD TIME TO ADDRESS THIS IS MEN THE SEWER IS CAPPED
FOR DEIAOUTION. IF IT IS DETERMINED THAT THE SEWER LATERAL IS NOT
ACCEPTABLE TO REUSE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR
REPLACING (OR LINING IF THE LINE CONDITION ALLOWS FOR) FROM THE CITY
SEWER MAIN TO THE PROPERTY UNE.
DEPTH OF EXISTING SIDE SEWER CURRENTLY UNKNOWN. FOR DESIGN
PURPOSES A 4-FOOT DEPTH HAS BEEN ASSUMED. CONTRACTOR SHALL
FIELD VERIFY SIDE SEWER DEPTH PRIOR TO CONSTRUCTION.
6. ROOKERY WALL SHALL BE REMOVED/RIELOCATED TO DROP GRADES IN THE
VICINITY OF THE POP-UP EMITTER SO THAT SURFACE WATER OVERFLOW
FROM THE POP-UP EMITTER DOES NOT FLOW OVER THE ROCKERY WALL
7. CONNECT ROOF DRAIN DOWNSPOUTS TO ROOF DRAIN TIGHTLINE.
FOUNDATIONS DRAINS SHALL BE SEPARATE FROM ROOF DRAIN TIGHTUNE
AND DAYLIGHT DISCHARGE, AS SHOWN ON PLAN.
& UTIUTES SHALL MAINTAIN THE FOLLOWING SEPARATION&
3 FEET DRY UTIUTY TO WATER, SEWER, STORM
5 FEET DRY UTIUTY TO CITY PUBUC MAIN
10 FEET WATER TO SEWER
9. DRIVEWAY SLOPES SHALL NOT EXCEED 14X PER EDMONDS COMMUNITY
DEVELOPMENT CODE 18.80.060.
10. EXISTING FAILING, DAMAGED, OR NON-ADA COMPUANT FRONTAGE
IMPROVEMENTS SHALL BE REMOVED AND REPLACED AS DETERMINED BY THE
CITY ENGINEERING INSPECTOR.
11. GRAVEL BACKFILL SHALL BE CLEAN PERMEABLE BALLAST F 1
STANDARD SPECIFICATION 9-03.9(3).
12. EAST PORTION OF EXISTING DRIVEWAY TO BE REGRADED AS SHOWN PER
PLAN TO ACCOMMODATE REVISED DRIVEWAY APRON AND SIDEWALK TO MEET
ADA REQUIREMENTS. ANY PAVEMENT REMOVED FOR REGRADING SHALL BE A
PERMEABLE UNIT PAVER SYSTEM PER CITY ST) DETAIL SD-623.
APPROXIMATELY 30% OF THE EXISTING DRIVEWAY LENGTH TO BE
REPLACED/MITIGATED TO COMPLY WTH 25% RETROFIT REQUIREMENT OF ECDC
18,30.060.10.5.b.i.
_SS_SS_ SIDE SEWER SERIACE
SEWER CLEAN OUT
W W - WATER SERIACE LINE
IN WATER METER
CONCRETE PAVEMENT/SIDEWALK
ASPHALT PAVEMENT
PERMEABLE PAVER UNIT SYSTEM
PER CITY DETAIL SD-623
SCALE DATE
AS SHOKIV 311212020
DESIINED 1Y C"ECIED11
JLS JLS
LS JOB# 19-135
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Call before you Dig SHEET
1-800-424-5555 C3
UNDERMUND SEWCE Ol�) I SHEET NO. 3 OF 6
WWH?
PROJECT
General Model Information
Project Name: Killin-Trench
Site Name:
Killin Res
Site Address:
543 3rd Ave S
City:
Edmonds
Report Date:
3/13/2020
Gage:
Everett
Data Start:
1948/10/01
Data End:
2009/09/30
Timestep:
15 Minute
Precip Scale:
0.800
Version Date:
2018/03/02
Version:
4.2.14
POC Thresholds
Low Flow Threshold for POC1: 50 Percent of the 2 Year
High Flow Threshold for POCII: 50 Year
Killin-Trench 3/13/2020 5:56:16 AM Page 2
Landuse Basin
Data
Predeveloped Land
Use
Basin 1
Bypass:
No
GroundWater:
No
Pervious Land Use
acre
A B, Forest, Flat
0.0703
Pervious Total
0.0703
Impervious Land Use
acre
Impervious Total
0
Basin Total
0.0703
Element Flows To:
Surface Interflow Groundwater
Killin-Trench 3/13/2020 5:56:16 AM Page 3
Mitigated Land Use
Basin 1
Bypass:
No
GroundWater:
No
Pervious Land Use
acre
Pervious Total
0
Impervious Land Use
acre
ROOF TOPS FLAT
0.0702
Impervious Total
0.0702
Basin Total
0.0702
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed 1 Gravel Trench Bed 1
Killin-Trench 3/13/2020 5:56:16 AM Page 4
Routing Elements
Predeveloped Routing
Killin-Trench 3/13/2020 5:56:16 AM Page 5
Mitigated Routing
Gravel Trench Bed 1
Bottom Length:
Bottom Width:
Trench bottom slope 1:
Trench Left side slope 0:
Trench right side slope 2:
Material thickness of first layer:
Pour Space of material for first layer:
Material thickness of second layer:
Pour Space of material for second layer
Material thickness of third layer:
Pour Space of material for third layer:
Infiltration On
Infiltration rate:
Infiltration safety factor:
Total Volume Infiltrated (ac-ft.):
Total Volume Through Riser (ac-ft.):
Total Volume Through Facility (ac-ft.):
Percent Infiltrated:
Total Precip Applied to Facility:
Total Evap From Facility:
Discharge Structure
Riser Height: 3 ft.
Riser Diameter: 8 in.
Element Flows To:
Outlet 1 Outlet 2
78.00 ft.
5.00 ft.
0 To 1
0 To 1
0 To 1
3
0.35
0
0
0
0
0.6
1
8.26
0
8.26
100
0
0
Gravel Trench Bed Hydraulic Table
Stage(feet)
Area(ac.)
Volume(ac-%)
Discharge(cfs)
Infilt(cfs)
0.0000
0.009
0.000
0.000
0.000
0.0444
0.009
0.000
0.000
0.005
0.0889
0.009
0.000
0.000
0.005
0.1333
0.009
0.000
0.000
0.005
0.1778
0.009
0.000
0.000
0.005
0.2222
0.009
0.000
0.000
0.005
0.2667
0.009
0.000
0.000
0.005
0.3111
0.009
0.001
0.000
0.005
0.3556
0.009
0.001
0.000
0.005
0.4000
0.009
0.001
0.000
0.005
0.4444
0.009
0.001
0.000
0.005
0.4889
0.009
0.001
0.000
0.005
0.5333
0.009
0.001
0.000
0.005
0.5778
0.009
0.001
0.000
0.005
0.6222
0.009
0.001
0.000
0.005
0.6667
0.009
0.002
0.000
0.005
0.7111
0.009
0.002
0.000
0.005
0.7556
0.009
0.002
0.000
0.005
0.8000
0.009
0.002
0.000
0.005
0.8444
0.009
0.002
0.000
0.005
0.8889
0.009
0.002
0.000
0.005
0.9333
0.009
0.002
0.000
0.005
0.9778
0.009
0.003
0.000
0.005
1.0222
0.009
0.003
0.000
0.005
Killin-Trench 3/13/2020 5:56:16 AM Page 6
1.0667
0.009
0.003
0.000
0.005
1.1111
0.009
0.003
0.000
0.005
1.1556
0.009
0.003
0.000
0.005
1.2000
0.009
0.003
0.000
0.005
1.2444
0.009
0.003
0.000
0.005
1.2889
0.009
0.004
0.000
0.005
1.3333
0.009
0.004
0.000
0.005
1.3778
0.009
0.004
0.000
0.005
1.4222
0.009
0.004
0.000
0.005
1.4667
0.009
0.004
0.000
0.005
1.5111
0.009
0.004
0.000
0.005
1.5556
0.009
0.004
0.000
0.005
1.6000
0.009
0.005
0.000
0.005
1.6444
0.009
0.005
0.000
0.005
1.6889
0.009
0.005
0.000
0.005
1.7333
0.009
0.005
0.000
0.005
1.7778
0.009
0.005
0.000
0.005
1.8222
0.009
0.005
0.000
0.005
1.8667
0.009
0.005
0.000
0.005
1.9111
0.009
0.006
0.000
0.005
1.9556
0.009
0.006
0.000
0.005
2.0000
0.009
0.006
0.000
0.005
2.0444
0.009
0.006
0.000
0.005
2.0889
0.009
0.006
0.000
0.005
2.1333
0.009
0.006
0.000
0.005
2.1778
0.009
0.006
0.000
0.005
2.2222
0.009
0.007
0.000
0.005
2.2667
0.009
0.007
0.000
0.005
2.3111
0.009
0.007
0.000
0.005
2.3556
0.009
0.007
0.000
0.005
2.4000
0.009
0.007
0.000
0.005
2.4444
0.009
0.007
0.000
0.005
2.4889
0.009
0.007
0.000
0.005
2.5333
0.009
0.007
0.000
0.005
2.5778
0.009
0.008
0.000
0.005
2.6222
0.009
0.008
0.000
0.005
2.6667
0.009
0.008
0.000
0.005
2.7111
0.009
0.008
0.000
0.005
2.7556
0.009
0.008
0.000
0.005
2.8000
0.009
0.008
0.000
0.005
2.8444
0.009
0.008
0.000
0.005
2.8889
0.009
0.009
0.000
0.005
2.9333
0.009
0.009
0.000
0.005
2.9778
0.009
0.009
0.000
0.005
3.0222
0.009
0.009
0.023
0.005
3.0667
0.009
0.010
0.121
0.005
3.1111
0.009
0.010
0.255
0.005
3.1556
0.009
0.010
0.404
0.005
3.2000
0.009
0.011
0.547
0.005
3.2444
0.009
0.011
0.665
0.005
3.2889
0.009
0.012
0.747
0.005
3.3333
0.009
0.012
0.799
0.005
3.3778
0.009
0.012
0.860
0.005
3.4222
0.009
0.013
0.909
0.005
3.4667
0.009
0.013
0.956
0.005
3.5111
0.009
0.014
1.000
0.005
3.5556
0.009
0.014
1.043
0.005
3.6000
0.009
0.014
1.084
0.005
Killin-Trench 3/13/2020 5:56:16 AM Page 7
3.6444
0.009
0.015
1.123
0.005
3.6889
0.009
0.015
1.161
0.005
3.7333
0.009
0.016
1.198
0.005
3.7778
0.009
0.016
1.234
0.005
3.8222
0.009
0.016
1.269
0.005
3.8667
0.009
0.017
1.303
0.005
3.9111
0.009
0.017
1.336
0.005
3.9556
0.009
0.018
1.368
0.005
4.0000
0.009
0.018
1.399
0.005
Killin-Trench 3/13/2020 5:56:16 AM Page 8
Analysis Results
POC I
+ Predeveloped
Predeveloped Landuse Totals for POC #1
Total Pervious Area: 0.0703
Total Impervious Area: 0
Mitigated Landuse Totals for POC #1
Total Pervious Area: 0
Total Impervious Area: 0.0702
anal
05 t 2 5 10 20 30 50 79 to 0 $6 W W $05
x Mitigated
Flow Frequency Method: Log Pearson Type III 17B
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.00005
5 year
0.000057
10 year
0.000061
25 year
0.000064
50 year
0.000066
100 year
0.000067
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0
5 year
0
10 year
0
25 year
0
50 year
0
100 year
0
AnnualPeaks
Annual Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1949
0.000
0.000
1950
0.000
0.000
1951
0.000
0.000
1952
0.000
0.000
1953
0.000
0.000
1954
0.000
0.000
1955
0.000
0.000
1956
0.000
0.000
1957
0.000
0.000
1958
0.000
0.000
Killin-Trench 3/13/2020 5:56:16 AM Page 9
1959
0.000
0.000
1960
0.000
0.000
1961
0.000
0.000
1962
0.000
0.000
1963
0.000
0.000
1964
0.000
0.000
1965
0.000
0.000
1966
0.000
0.000
1967
0.000
0.000
1968
0.000
0.000
1969
0.000
0.000
1970
0.000
0.000
1971
0.000
0.000
1972
0.000
0.000
1973
0.000
0.000
1974
0.000
0.000
1975
0.000
0.000
1976
0.000
0.000
1977
0.000
0.000
1978
0.000
0.000
1979
0.000
0.000
1980
0.000
0.000
1981
0.000
0.000
1982
0.000
0.000
1983
0.000
0.000
1984
0.000
0.000
1985
0.000
0.000
1986
0.000
0.000
1987
0.000
0.000
1988
0.000
0.000
1989
0.000
0.000
1990
0.000
0.000
1991
0.000
0.000
1992
0.000
0.000
1993
0.000
0.000
1994
0.000
0.000
1995
0.000
0.000
1996
0.000
0.000
1997
0.000
0.000
1998
0.000
0.000
1999
0.000
0.000
2000
0.000
0.000
2001
0.000
0.000
2002
0.000
0.000
2003
0.000
0.000
2004
0.000
0.000
2005
0.000
0.000
2006
0.000
0.000
2007
0.000
0.000
2008
0.000
0.000
2009
0.000
0.000
Ranked Annual Peaks
Ranked Annual Peaks for Precleveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0.0001 0.0000
2 0.0001 0.0000
3 0.0001 0.0000
Killin-Trench 3/13/2020 6:03:37 AM Page 10
4
0.0001
0.0000
5
0.0001
0.0000
6
0.0001
0.0000
7
0.0001
0.0000
8
0.0001
0.0000
9
0.0001
0.0000
10
0.0001
0.0000
11
0.0001
0.0000
12
0.0001
0.0000
13
0.0001
0.0000
14
0.0001
0.0000
15
0.0001
0.0000
16
0.0001
0.0000
17
0.0001
0.0000
18
0.0001
0.0000
19
0.0001
0.0000
20
0.0001
0.0000
21
0.0001
0.0000
22
0.0001
0.0000
23
0.0001
0.0000
24
0.0001
0.0000
25
0.0001
0.0000
26
0.0001
0.0000
27
0.0001
0.0000
28
0.0001
0.0000
29
0.0001
0.0000
30
0.0001
0.0000
31
0.0001
0.0000
32
0.0001
0.0000
33
0.0001
0.0000
34
0.0001
0.0000
35
0.0001
0.0000
36
0.0000
0.0000
37
0.0000
0.0000
38
0.0000
0.0000
39
0.0000
0.0000
40
0.0000
0.0000
41
0.0000
0.0000
42
0.0000
0.0000
43
0.0000
0.0000
44
0.0000
0.0000
45
0.0000
0.0000
46
0.0000
0.0000
47
0.0000
0.0000
48
0.0000
0.0000
49
0.0000
0.0000
50
0.0000
0.0000
51
0.0000
0.0000
52
0.0000
0.0000
53
0.0000
0.0000
54
0.0000
0.0000
55
0.0000
0.0000
56
0.0000
0.0000
57
0.0000
0.0000
58
0.0000
0.0000
59
0.0000
0.0000
60
0.0000
0.0000
61
0.0000
0.0000
Killin-Trench 3/13/2020 6:03:38 AM Page 11
Killin-Trench 3/13/2020 6:03:38 AM Page 12
Duration Flows
The Facility PASSED
Flow(cfs)
Predev
mit
Percentage
Pass/Fail
0.0000
873
0
0
Pass
0.0000
848
0
0
Pass
0.0000
820
0
0
Pass
0.0000
787
0
0
Pass
0.0000
769
0
0
Pass
0.0000
747
0
0
Pass
0.0000
721
0
0
Pass
0.0000
687
0
0
Pass
0.0000
668
0
0
Pass
0.0000
638
0
0
Pass
0.0000
618
0
0
Pass
0.0000
593
0
0
Pass
0.0000
576
0
0
Pass
0.0000
559
0
0
Pass
0.0000
534
0
0
Pass
0.0000
513
0
0
Pass
0.0000
492
0
0
Pass
0.0000
470
0
0
Pass
0.0000
454
0
0
Pass
0.0000
437
0
0
Pass
0.0000
419
0
0
Pass
0.0000
398
0
0
Pass
0.0000
383
0
0
Pass
0.0000
368
0
0
Pass
0.0000
358
0
0
Pass
0.0000
348
0
0
Pass
0.0000
342
0
0
Pass
0.0000
322
0
0
Pass
0.0000
312
0
0
Pass
0.0000
302
0
0
Pass
0.0000
286
0
0
Pass
0.0000
279
0
0
Pass
0.0000
267
0
0
Pass
0.0000
253
0
0
Pass
0.0000
244
0
0
Pass
0.0000
237
0
0
Pass
0.0000
227
0
0
Pass
0.0000
217
0
0
Pass
0.0000
211
0
0
Pass
0.0000
203
0
0
Pass
0.0000
197
0
0
Pass
0.0000
187
0
0
Pass
0.0000
184
0
0
Pass
0.0000
178
0
0
Pass
0.0000
172
0
0
Pass
0.0000
166
0
0
Pass
0.0000
157
0
0
Pass
0.0000
152
0
0
Pass
0.0000
147
0
0
Pass
0.0000
141
0
0
Pass
0.0000
136
0
0
Pass
0.0000
127
0
0
Pass
0.0000
121
0
0
Pass
Killin-Trench 3/13/2020 6:03:38 AM Page 13
0.0000
113
0
0
Pass
0.0000
109
0
0
Pass
0.0000
102
0
0
Pass
0.0000
99
0
0
Pass
0.0000
89
0
0
Pass
0.0000
88
0
0
Pass
0.0000
81
0
0
Pass
0.0000
73
0
0
Pass
0.0001
67
0
0
Pass
0.0001
64
0
0
Pass
0.0001
59
0
0
Pass
0.0001
55
0
0
Pass
0.0001
51
0
0
Pass
0.0001
44
0
0
Pass
0.0001
39
0
0
Pass
0.0001
36
0
0
Pass
0.0001
34
0
0
Pass
0.0001
30
0
0
Pass
0.0001
24
0
0
Pass
0.0001
16
0
0
Pass
0.0001
14
0
0
Pass
0.0001
11
0
0
Pass
0.0001
6
0
0
Pass
0.0001
1
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
0.0001
0
0
0
Pass
Killin-Trench 3/13/2020 6:03:38 AM Page 14
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.
Killin-Trench 3/13/2020 6:03:38 AM Page 15
LID Report
LID Technique
Usedfor
Total Volume
Volume
Infiltration
Cumulabve
Percent
Wateriauality
Percent
Comment
Treatment ?
Needs
Through
Volume
Volume
Volume
Water Quality
Treatment
Facility
(ac-ft)
Infiltration
Infiltrated
Treated
(ac-ft)
(ac-ft)
C�redit
Gravel Trench Bed I POC
13
7.52
13
100.00
Total Volume Infiltrated
7.52
0.00
0.00
100.00
0.00
0%
No Treat.
Credit
[Duration
Compliance with LID
Analysis
Standard B% of2-yr to 50% of
Result r
2-yr
Passed
Killin-Trench 3/13/2020 6:03:38 AM Page 16
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.
Killin-Trench 3/13/2020 6:03:57 AM Page 17
Appendix
Predeveloped Schematic
ELlBasin 1
0.07ac
Killin-Trench 3/13/2020 6:03:57 AM Page 18
Mitigated Schematic
L_,j Basin 1
Aw *-M"
6012
lGravel
Trench Bed 1
Killin-Trench 3/13/2020 6:03:58 AM Page 19
Predeveloped UCI File
Killin-Trench 3/13/2020 6:03:58 AM Page 20
Mitigated UCI File
RUN
GLOBAL
WWHM4 model simulation
START 1948 10 01 END
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1
END GLOBAL
FILES
<File>
<Un#>
< ----------- File Name
<-ID->
WDM
26
Killin-Trench.wdm
MESSU
25
MitKillin-Trench.MES
27
MitKillin-Trench.L61
28
MitKillin-Trench.L62
30
POCKillin-Trenchl.dat
2009 09 30
END FILES
OPN SEQUENCE
UNIT SYSTEM 1
------------------------------
Killin-Trench 3/13/2020 6:03:58 AM Page 21
INGRP INDELT 00:15
IMPLND 4
RCHRES 1
COPY 1
COPY 501
DISPLY 1
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFOl
# - #< ---------- Title ----------- >***TPAN PIVL DIG1 FIL1
1 Gravel Trench Bed 1 MAX
END DISPLY-INFOl
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
END GEN-INFO
*** Section PWATER***
PYR DIG2 FIL2 YRND
1 2 30 9
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC
END PRINT -INFO
PWAT-PARMl
<PLS > PWATER variable monthly parameter value flags ***
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT
END PWAT-PARMl
PWAT-PARM2
<PLS > PWATER input info: Part 2
# - # ***FOREST LZSN INFILT LSUR SLSUR KVARY
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3
# - # ***PETMAX PETMIN INFEXP
END PWAT-PARM3
PWAT-PARM4
<PLS > PWATER input info: Part 4
# - # CEPSC UZSN NSUR
END PWAT-PARM4
AGWRC
INFILD DEEPFR BASETP AGWETP
INTFW IRC LZETP
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
END PWAT-STATEl
END PERLND
IMPLND
GEN-INFO
<PLS >< ------- Name ------- >
4 ROOF TOPS/FLAT
END GEN-INFO
*** Section IWATER***
Unit -systems Printer
User t-series Engl Metr
in out
1 1 1 27 0
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW IWAT SLD IWG IQAL
4 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
END PRINT -INFO
IWAT-PARMl
<PLS > IWATER variable monthly parameter value flags
# - # CSNO RTOP VRS VNN RTLI
4 0 0 0 0 0
END IWAT-PARMl
IWAT-PARM2
<PLS > IWATER input info: Part 2
# - # *** LSUR SLSUR NSUR RETSC
4 400 0.01 0.1 0.1
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3
# - # ***PETMAX PETMIN
4 0 0
END IWAT-PARM3
IWAT-STATEl
<PLS > Initial conditions at start of simulation
# - # RETS SURS
4 0 0
END IWAT-STATEl
GWVS
Killin-Trench 3/13/2020 6:03:58 AM Page 22
END IMPLND
SCHEMATIC
<-Source->
<Name> #
Basin 1***
IMPLND 4
******Routing******
IMPLND 4
RCHRES 1
END SCHEMATIC
<--Area-->
<-Target->
MBLK
<-factor->
<Name>
#
Tbl#
0.0702
RCHRES
1
5
0.0702
COPY
1
15
1
COPY
501
17
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
# - #< ------------------ >< --- > User T-series
in out
1 Gravel Trench Be-005 2 1 1 1
END GEN-INFO
*** Section RCHRES***
Printer
Engl Metr LKFG
28 0 1
ACTIVITY
<PLS > Active Sections
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG
1 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR
1 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT -INFO
HYDR-PARM1
RCHRES Flags for
each HYDR Section
# - # VC Al A2
A3 ODFVFG for each
ODGTFG for
each
FUNCT for each
FG FG FG
FG possible exit
possible
exit
possible exit
1 0 1 0
0 4 5 0 0 0
0 0 0
0 0
2 2 2 2 2
END HYDR-PARM1
HYDR-PARM2
# - # FTABNO
LEN DELTH
STCOR
KS
DB50
< ------ >< ><
-------- >< -------- ><
-------- >< --------
>< --------
>
1 1
0.01 0.0
0.0
0.5
0.0
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
< >< -------- >
< --- >< --- >< --- ><
--- >< >
< --- >< ---
>< --- >< --- >< >
1 0
4.0 5.0 0.0
0.0 0.0
0.0
0.0 0.0 0.0 0.0
END HYDR-INIT
END RCHRES
SPEC -ACTIONS
END SPEC -ACTIONS
Killin-Trench 3/13/2020 6:03:58 AM Page 23
FTABLES
FTABLE 1
92 5
Depth Area Volume Outflowl Outflow2
(ft) (acres) (acre-ft) (cfs) (cfs)
0.000000 0.008953 0.000000 0.000000 0.000000
0.044444 0.008953 0.000139 0.000000 0.005417
0.088889 0.008953 0.000279 0.000000 0.005417
0.133333 0.008953 0.000418 0.000000 0.005417
0.177778 0.008953 0.000557 0.000000 0.005417
0.222222 0.008953 0.000696 0.000000 0.005417
0.266667 0.008953 0.000836 0.000000 0.005417
0.311111 0.008953 0.000975 0.000000 0.005417
0.355556 0.008953 0.001114 0.000000 0.005417
0.400000 0.008953 0.001253 0.000000 0.005417
0.444444 0.008953 0.001393 0.000000 0.005417
0.488889 0.008953 0.001532 0.000000 0.005417
0.533333 0.008953 0.001671 0.000000 0.005417
0.577778 0.008953 0.001811 0.000000 0.005417
0.622222 0.008953 0.001950 0.000000 0.005417
0.666667 0.008953 0.002089 0.000000 0.005417
0.711111 0.008953 0.002228 0.000000 0.005417
0.755556 0.008953 0.002368 0.000000 0.005417
0.800000 0.008953 0.002507 0.000000 0.005417
0.844444 0.008953 0.002646 0.000000 0.005417
0.888889 0.008953 0.002785 0.000000 0.005417
0.933333 0.008953 0.002925 0.000000 0.005417
0.977778 0.008953 0.003064 0.000000 0.005417
1.022222 0.008953 0.003203 0.000000 0.005417
1.066667 0.008953 0.003343 0.000000 0.005417
1.111111 0.008953 0.003482 0.000000 0.005417
1.155556 0.008953 0.003621 0.000000 0.005417
1.200000 0.008953 0.003760 0.000000 0.005417
1.244444 0.008953 0.003900 0.000000 0.005417
1.288889 0.008953 0.004039 0.000000 0.005417
1.333333 0.008953 0.004178 0.000000 0.005417
1.377778 0.008953 0.004317 0.000000 0.005417
1.422222 0.008953 0.004457 0.000000 0.005417
1.466667 0.008953 0.004596 0.000000 0.005417
1.511111 0.008953 0.004735 0.000000 0.005417
1.555556 0.008953 0.004875 0.000000 0.005417
1.600000 0.008953 0.005014 0.000000 0.005417
1.644444 0.008953 0.005153 0.000000 0.005417
1.688889 0.008953 0.005292 0.000000 0.005417
1.733333 0.008953 0.005432 0.000000 0.005417
1.777778 0.008953 0.005571 0.000000 0.005417
1.822222 0.008953 0.005710 0.000000 0.005417
1.866667 0.008953 0.005849 0.000000 0.005417
1.911111 0.008953 0.005989 0.000000 0.005417
1.955556 0.008953 0.006128 0.000000 0.005417
2.000000 0.008953 0.006267 0.000000 0.005417
2.044444 0.008953 0.006406 0.000000 0.005417
2.088889 0.008953 0.006546 0.000000 0.005417
2.133333 0.008953 0.006685 0.000000 0.005417
2.177778 0.008953 0.006824 0.000000 0.005417
2.222222 0.008953 0.006964 0.000000 0.005417
2.266667 0.008953 0.007103 0.000000 0.005417
2.311111 0.008953 0.007242 0.000000 0.005417
2.355556 0.008953 0.007381 0.000000 0.005417
2.400000 0.008953 0.007521 0.000000 0.005417
2.444444 0.008953 0.007660 0.000000 0.005417
2.488889 0.008953 0.007799 0.000000 0.005417
2.533333 0.008953 0.007938 0.000000 0.005417
2.577778 0.008953 0.008078 0.000000 0.005417
2.622222 0.008953 0.008217 0.000000 0.005417
2.666667 0.008953 0.008356 0.000000 0.005417
2.711111 0.008953 0.008496 0.000000 0.005417
2.755556 0.008953 0.008635 0.000000 0.005417
2.800000 0.008953 0.008774 0.000000 0.005417
2.844444 0.008953 0.008913 0.000000 0.005417
Velocity Travel Time***
(ft/sec) (Minutes)***
Killin-Trench 3/13/2020 6:03:58 AM Page 24
2.888889 0.008953 0.009053 0.000000 0.005417
2.933333 0.008953 0.009192 0.000000 0.005417
2.977778 0.008953 0.009331 0.000000 0.005417
3.022222 0.008953 0.009729 0.023421 0.005417
3.066667 0.008953 0.010127 0.121030 0.005417
3.111111 0.008953 0.010525 0.255267 0.005417
3.155556 0.008953 0.010923 0.404632 0.005417
3.200000 0.008953 0.011321 0.547841 0.005417
3.244444 0.008953 0.011719 0.665728 0.005417
3.288889 0.008953 0.012117 0.747561 0.005417
3.333333 0.008953 0.012515 0.799562 0.005417
3.377778 0.008953 0.012912 0.860390 0.005417
3.422222 0.008953 0.013310 0.909594 0.005417
3.466667 0.008953 0.013708 0.956270 0.005417
3.511111 0.008953 0.014106 1.000771 0.005417
3.555556 0.008953 0.014504 1.043376 0.005417
3.600000 0.008953 0.014902 1.084308 0.005417
3.644444 0.008953 0.015300 1.123750 0.005417
3.688889 0.008953 0.015698 1.161854 0.005417
3.733333 0.008953 0.016096 1.198748 0.005417
3.777778 0.008953 0.016494 1.234539 0.005417
3.822222 0.008953 0.016892 1.269321 0.005417
3.866667 0.008953 0.017290 1.303176 0.005417
3.911111 0.008953 0.017687 1.336173 0.005417
3.955556 0.008953 0.018085 1.368375 0.005417
4.000000 0.008953 0.018483 1.399836 0.005417
4.044444 0.008953 0.018881 1.430605 0.005417
END FTABLE 1
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 0.8 PERLND 1 999 EXTNL PREC
WDM 2 PREC ENGL 0.8 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***
RCHRES
1
HYDR
RO
1
1
1
WDM
1000
FLOW
ENGL
REPL
RCHRES
1
HYDR
0
1
1
1
WDM
1001
FLOW
ENGL
REPL
RCHRES
1
HYDR
0
2
1
1
WDM
1002
FLOW
ENGL
REPL
RCHRES
1
HYDR
STAGE
1
1
1
WDM
1003
STAG
ENGL
REPL
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>
<Name>
MASS -LINK
IMPLND IWATER
END MASS -LINK
<-Member-><--Mult-->
<Name> # #<-factor->
5
SURO 0.083333
5
MASS -LINK 15
IMPLND IWATER SURO
END MASS -LINK 15
MASS -LINK 17
RCHRES OFLOW OVOL
END MASS -LINK 17
END MASS -LINK
END RUN
<Target>
<Name>
RCHRES
0.083333 COPY
COPY
<-Grp> <-Member->***
<Name> # #***
INFLOW IVOL
INPUT MEAN
INPUT MEAN
Killin-Trench 3/13/2020 6:03:58 AM Page 25
Killin-Trench 3/13/2020 6:03:58 AM Page 26
Predeveloped HSPF Message File
Killin-Trench 3/13/2020 6:03:58 AM Page 27
Mitigated HSPF Message File
Killin-Trench 3/13/2020 6:03:58 AM 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
Killin-Trench 3/13/2020 6:03:58 AM Page 29