23911 104TH AVE W.PDF1111111111
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23911 104TH AVE W-
107-1--�
ADDRESS: �7 5qll 0�/M )qVe
L
TAX ACCOUNT/PARCEL #:
BUILDING PERMIT (NEW STRUCTURE) #:
COVENANTS (RECORDED) FOR:
CRITICAL AREAS #: DETERMINATION: 0 Conditional Waiver Ej Study Required Waiver
CRITICAL AREAS #: 'DETERMINATION- 0 Conditional Waiver F]StudyRequired E]Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORD FOR:
PERMITS (OTHER — list permit #'s):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
LID #:
SHORT PLAT FILE:
LOT:
BLOCK:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT.DATED:
STREET USEIENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED:
OTHER:
L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc
CITY OF EDMONDS
121 5th AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - fax (425) 771-0221
www.edmondswa.gov
DEVELOPMENT SERVICES DEPARTMENT
December 9, 2014
MEMO TO:
Edmonds School District
Veriz'on Northwest -
SNOCOM Police and Fire Dispatch
SNOPAC
Snohomish County E911
U.S. Post Office
Snohomish County Assessor's Office
Snohomish County Information Services
Snohomish County P.U.D.
Puget Sound Energy
STREET FILE
Fire District No. 1 -
Edmonds Police Department
Edmonds Utility Billing'
Edmonds Public Works
Edmonds Building/Street File
Edmonds Address Files
Edmonds Information Services
Comcast Cable
Waste Management Northwest
Allied Waste
DAVE EARLING
MAYOR
Due to a short subdivision of parcel 00555100000,700 dividing 1 lotinto 2, a new address
is being created to the Edmonds Address System.
LOT 1: To remain as address 23911 104dAve W
LOT 2: New Address: 23913 104'h Ave W
If you have any questions regarding this lotter,-please contact a City of Edmonds.Permit
Coordinator at 425-771-0220. Please contact our office -if you wish to b e removed from
future address change notifications.
Sincerely,
6��Qm
Linda Thomquist
Senior Permit Coordinator
Cc: file .
Incorporated August 11, 1890
Sister City - Hekinan, Japan
EB-10-2015 14:20 FROM:SURE WOOLD INC 425 212 4682 TO:4256731109
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IFIC TOPSOILS
90TH ST SW
' WA 98203
ory #; S15-00798
Phosphorus
Bray
mg/kg
52
Potassium
NH40Ac
rn&/kg
565
Boron
DTPA
mg/kg
0.44
Zinc
DTPA
mg/kg
4.4
Manganese
DTPA
rng/kg
17.0
Copper
DTPA
mg/kg
0.6
iron
DTPA
mg/kg
29
Calcium
NH40Ac
meq/100&
6.6
Magnesium
NH40Ac
meq/100g
1.8
Sodium
NH40AC
meq/100g
0,37
Lime Req
Tons/Acre
0.0
Buffer PH
SMP
7.3
Cation Exchange
CEC
meq/100g
6.0
Total Bases
NI-14OAc
meq/100g
10.1
Base Saturation
NH40Ac
DA
167.5
ESP
ESP
%
6.1
Other Tests:
Organic Matter (LOI): 8.9
WEED SEED m 0 WEED SEEDLING/41- MATERIAL
Nitrogen 42
Phosphorus 52
Potassium 565
Sulfur 14
Boron 0."
Zinc 4.4
Mangone.se 17.0
ibs/acre
mg/kg
mg/l(g
mp/kg
nig/kg
mg/kg
mg/kg
Date Received, 1/21/2015
Grower: JOSH RODEN
Sam Died Bv:
Field: HALF & HALF
Customer Account #:
Customer SOMD10 ID:,
Soil Test Results
PH 1:1 8.0 CaC12 pH 6.6
E.C. 1:1 m.mhos/cm 0.53
ESt Sal: Paste E.C- m.mhoSIrm 1.314
Effervescence Lbs/Acre
Ammonium - N mg/kg 12-S 40
Organic Matter W.B. % ENR,
DepLh Nitrate-N Sulfate-S Moisture
inches mg/kg lbs/acre mg/kg inches
Q-12 0.5 2 14
Totals O.S 2 14
Sum of Tested N: 4Z lbs/acre N
Interpretation Guide
ICES
ENGIVE
Lcl?IfVG olVIS101V
Fertilizer recommendations (or
of ORNAMEN,rAL-LANOSCAPE after
75 lbs/acre of Nitrogen
35 lbs/acre of P205
0 lbs/acre of K20
0 lbs/acre of Sulfur
0.5 lbs/acre of Boron
0 lbs/acre of Zinc
0 lbs/acre of Mn
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Certificate of Occupancy
Building Division
C. I
This certificate is issued in accordance with the requirements of Section 111 of the 2012 International Building Code
certifying that at the time of issuance this single family residence was in compliance with the applicable provisions of
the codes and ordinances of the city regulating construction and use of buildings.
Description: 64 -Single Family Residence New
Site Address: 23911 104TH AVE W, EDMONDS
Construction Type: V13
Owner: ECHELBARGER INVESTMENTS
4001 198TH ST SW #2
LYNNWOOD, WA 98036
F,5ding Official
Permit No:
Parcel No:
Occupancy Group:
POST IN A CONSPICUOUS PLACE
BLD20141 110
00555100000700
R-3/U
08/31/2015
Date Issued
Stormwater Report
for
Echelbarger 2-Lot Short Plat
At
23911 100 Avenue W
Edmonds, WA 98020
City File No. PLN20130073
May 2014
Revised: October 2014
Prepared for:
Echelbarger Investments, LLC
&AM
Prepared By: John Yuen, PE
LM N E
Lovell-Sauerland & Associates
1921736 1h Avenue W., Bldg-B, Suite 106
Lynnwood, Washington 98036
LSA FILE No: 5436
October Revision:
This revision has been prepared to reflect the changes in the site development with new floor
plans. All infiltration facilities have been re -sized with porosity of 35% (30% was used in
original design) to accommodate the 100% infiltration rate.
Section 1: Pro*ect Information
Project Name: Echelbarger 2-Lot Short Plat
Project Site Address: 23911-104 th Avenue W
Edmonds, WA 98020
Citv File Number: PLN# 2013-0073
Project Engineer:
Lovell-Sauerland & Associates, Inc.
19217 36th Avenue W, Bldg. B - Suite 106
Lynnwood, Washington 98036
Contact: John Yuen
Phone: (425) 775-1951
Project Applicant:
Echelbarger Investment, LLC
4001 198h Street SW, Suite #2
Lynnwood, WA 98036
Contact: Todd Echelbarger
Phone: (425) 673-1100
Parcel Number:
00555100000700
Project Total Area:
0. 603 Acres
Number of Lots:
Two lots
Soils Data: Everett gravelly sandy loam, 0 to 8 percent slopes
City Drainage Watershed: Site is within the Basin of Southwest Edmonds B
Site Classification: Category 2 Small Site
Lovell-Saueriand & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
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VICINITY MAP
Love [I-Sa uerla nd & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
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PROPERTY PARCEL MAP
Love II-Sa uerland & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
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Lovell-Sauerland & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
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Lovell-Sauerland & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
Section 2 - Proeect Stormwater Reguirements
Purpose:
The Applicant is seeking City permits to construct two (2) single family residence (SFR) at
23911 -104 th Avenue West.
City stormwater requirements:
1. Based on Figure -A, City Handout #E72 (enclosed), the site is subject to Stormwater
Management ECDC Chapter 18.30.
2. Based on Figure-B, City handout #E-72 (enclosed), the site is classified as a Category 2
Small Site and is subject to the City Stormwater Supplement, Chapter 5.
3. Based on Figure-D, City handout #E-72 (enclosed), the proposed impervious area is not
considered 'Replaced Impervious Area'.
4. Based on the Stormwater Supplement Chapter 5 - Small Site Requirements, the Small
Site Minimum Requirements (MRs) are to be met.
Compliance with Small Site Minimum Requires:
1. A stormwater site plans have been prepared.
2. Applicable erosion and sediment control measures are shown in Sheet C3 "Stormwater
Pollution and Prevention Plan (SWPPP).
3. A source control of pollutants is not required for single-family residence.
4. Currently, runoff from the site generally sheet flows in westerly direction with no signs
of a defined channel, infiltrates into the soil. The City storm system cannot be found
adjacent to the site along 104 1h Avenue W.
With the proposed infiltration trenches, the stormwater runoff will be collected,
dispersed, and fully infiltrated onsite, therefore, Minimum Requirement #7 will not need
to be met. The proposed development will maintain the stormwater flow discharges to the
Southwest Edmonds B watershed basin.
5. All disturbed areas not covered by impervious surface shall be subject to BMP T5.13 -
Post -construction Soils Quality and Depth per DOE's Manual.
Lovell-Saueriand & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
6. Approximately 4,253 square feet (0.1 acres) of Pollution -Generation Impervious Surface
(PGIS) associated with the project (access road + driveways) will be created, which is
less than the threshold of 5,000 square feet for PGIS requiring treatment. The site will
include catch basins equipped with oil/water separator tee to control oils primarily from
access road/driveway areas. At least I foot between the outlet pipe invert and the bottom
of the catch basins/yard drains shall be provided for pre -settling of solids to prevent
clogging of the infiltration trenches.
7. Not applicable. The stormwater runoff will be collected, dispersed, and fully infiltrated
onsite.
0 8. Wetland protection is not required since there are no on -site or adjacent off -site wetlands.
9. Operation and Maintenance of the BMPs has been included in this report's Appendix.
10. Offsite Analysis and Mitigation: See Section 4 and 5.
11. Financial Liability: The applicant will provide any City required documentation to meet
this requirement.
Lovell-Saueriand & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
Figure -A
Determining Applicability of Stormwater Management Code ECDC Chapter 18.30
If any of the descriptions in the Blue Boxes apply to your project or project site, the
Stormwater Management Code applies.
Does your Project Site require the issuance of a City
permit under any of the following:
ECDC Title 18 - Engineering Division
ECDC Title 19 - Building Division
A Stormwater Permit2
No
Are you submitting a Subdivision application per
ECDC Chapter 20.75? 1
No
Does your Project site involve any of the following:
500 square feet or more of land -
disturbing activity, new impervious
surface, or replaced impervious
surface?
A utility or other construction project
consisting of 500 lineal feet or more
of trench excavation?
Is located in, adjacent to, or drains
into (currently or as a result of the
project) a Critical Area or a Critical
A ___ nV4V__0
I No
Stormwater Management
requirements of ECDC Chapter
18.30 are not applicable to your
Project or Site 1
Yes
Yes
Stormwater
Yes Management
requirements of ECDC
Chapter 18.30 are
applicable to your
Project or Site.
Note: The definitions of the terms in italics are found in ECDC Chapter 18.30.0 10 and the Stormwater Code Supplement.
'Ibis chart provides an initial screening for determining the applicability of ECDC Chapter 18.30. The results from using this chart
do not substitute for a determination of applicability by the Public Works Director or Designee per ECDC Chapter 18.30.030 and
the relevant portions of the Supplement.
2 If ECDC Chapter 18.30 is applicable to the proposed project and it does not require any other City -issued permit, a Stormwater
Permit and associated fees will be required.
IRevised on 03.05.2012
E72-SWM—Erosion—Control-03.05.12.doc
Page 3 of 12
Figure-B
Project Classification
If you have determined that the Stormwater Management Code
applies to your proiect (Figure -A), follow the Blue boxes in the chart
below to detemiine the Classification of your project.
Does the project involve I -
acre or more of land -
disturbing activity
Is the project part of a larger
common plan of development or
sale where the total disturbed area
for the entire plan will total I -acre
or more of land -disturbing activity?
Does the Project involve one or more of the
following:
2,000 square feet (sf) or more of new
impervious surface, regulated replaced
impervious surface or new plus regulated
replaced impervious surface?
OR
7,000 sf or more of land -disturbing activity?
OR
50 cubic yards or more of either grading, fill, or
excavation as defined in Chapter 18.40.000
ECDC?
No
Minor Site Project:
See Stormwater Supplement
Chapter 6 for specific
requirements
Notes:
Large Site Project:
See Stormwater Supplement
Yes Chapter 4 for specific
requirements.
Does the project create or add 5,000 square feet or
more of new impervious surface, regulated
replaced impervious surface or new plus
Convert 3/4 acre or more of native vegetation to
Yes lawn or landscaped area
OR
Through a combination of creating effective
impervious surface and converted pervious
surfaces, causes an increase of 0. 1 cubic feet per
second in the I 00-year flow frequency from a
threshold discharge area as estimated using an
approved model?
No
Category 1 Small Site Project:
See Storrnwater Supplement
Chapter 5 or specific
requirements
Y
Category 2 Small Site Project:
See Stortriwater Supplement
Chapter 5 for specific
requirements
Terms in bold italics are described in the Glossary on pages 10- 11. The definitions of the all terms in italics are found in ECDC
Chapter 18.30.010 and the Stormwater Code Supplement
The Classification flowchart assumes the project in question meets the applicability requirements of ECDC 18.30.030.
Land -disturbing Activity: Any activity that results in the movement of earth, or a change in the existing soil cover (both
vegetative and non -vegetative) or the existing soil topography. Land disturbing activities include, but are not limited to grading,
filling, excavation, and compaction associated with stabilization of structures and/or road construction.
IRevised on 310512012
E72-SWM—Erosion—Control-03.05.12.doc
Page 4 of 12
Figure-D
What Qualifies as Replaced Impervious Surface?
Determining Replaced Impervious Surface Area
(Small and Minor Sites Only)
Is the Impervious Area being Area is NOT considered REPLACED
removed and replaced with new ��No
impermeable surface in the impervious surface area
same footprint? Refer to Figure E for reguladon of New
Impervious Surface Areas
Yes
Was the eidsting impervious area created
prior to MA977
or
prior to the date the parcel was acinexed from
Snohomish County?
No I Yes
Is parcel zoned
Simje-Fami� Residential?
No
Area is considered REGULATED REPLACED
impervious surface area
Area is considered
EXEMPT REPLACED
impervious surface area
Yes
Does the replaced
Yes impervious area replace an
existing driveway, walkway
or patio in the same footprint
AND will it remain the same
use after replacement?
No
Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 8 of 12
of EQ-41,
City of Edmonds
VI
Site Classification Worksheet
Page 1 of 2 CO
The project's Site Classification will dictate the specific stormwater management
requirements applicable to your site. Completing this worksheet will help determine the amount of
regulated impervious surface and whether your project falls into the classification of a Small Site
(Category I or Category 2), or a Minor Site. Please reference the Glossary (pp. 10- 11), Fi gures Q and
E, (12p. 8-9), and Examples (pp. I 1- 12), to assist with completion of this worksheet.
1) Is Permeable Pavementl Proposed For Use on this Site?
Refer to Stormwater Supplement Chapter 5.1 Yes No
If YES, the subject area is to be considered impervious for initial site classification purposes. Include total
permeable pavement area in the calculation of Non -Regulated, Replaced and/or New impervious surface
areas in the table below.
2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site
Refer to Stormwater Supplement Chapter 2 and Fig. C
Line 1: Identify the Non -Regulated Impervious Surface Area.
Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and Regulated; either or both
may be zero. Note: For project classification purposes, Replaced Impervious may only be considered exempt
under certain conditions. Refer to the Glossary and Figure D.
Line 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or
after the date of annexation into the City are regulated & should be included in this total unless they can be
categorized separately as a Replaced -Regulated area.
Line 4: Enter the sum of the total Replaced -Regulated plus the total New impervious areas.
Line 5: Identify the total area currently mitigated by an existing city -approved stormwater management system.
Line 6: Enter the sum of the value in Line 4 less the value in Line 5 to identify the total Regulated area in which
stormwater controls have not yet been applied.
Line 7: Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques.
Line 8: Identify the total area proposed to be mitigated through conventional Stormwater Management Techniques.
** Provide a copy of the following table on the drainage plan sheet for the proposed project **
Line
Type
Area (square feet)
1.
Non -Regulated
740 (Exist. Garage) Year built - 1955
Exempt
Regulated
2.
Replaced
0
10, 171 SF
3.
4.
New (Post 1977) 4 4 4 4 4 4 444 +
Total Regulated Impervious Area
Mitigation required if in excess of 2000sf
10,171 SF
5.
6.
Total Area Mitigated by Existing Stormwater Management System(s)
Regulated Area Not Yet Mitigated
0
10,171 SF
7.
Area Proposed to be Mitigated by Low Impact Development Techniques
0
8.
Area Proposed to be Mitigated through Conventional SWM Techniques
10, 171 SF
I (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone)
Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 5 of 12
Of EDAI
City of Edmonds
0 1P
Site Classification Worksheet
Page 2 of 2
3) Determine the Total Area of Land Disturbing Activity 18,500 sf
Refer to Stormwater Supplement Chapter 8 1
14) Determine the Quantity of Grading, Fill and/or Excavation Fill = 200 cy, Excavation = 350 cy-1
5) Will the project convert 3/4 Acre or More of Native Vegetation to Lawn or El Yes El No
Landscaped Area? I
6) Identify the Watershed the Existing Site Runoff Discharges to
Refer to Stormwater Supplement Chapter 2.3 1
Based on Site Location and Watershed Map — Figure-C. Check all that qpply.
A. F-1 Direct Discharge B. El Creek or Lake Basin
[i Edmonds Way Basin
• Puget Sound Basin Southwest Edmonds B
• Puget Sound Piped Basin
DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE
AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4)
El Small Site - Category 1 IX Small Site - Category 2 El Minor Site
Stormwater Supplement Stormwater Supplement Stormwater Supplement
Chapter 5 Chapter 5 Chapter 6
Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 6 of 12
NIZZ
Section 3 - Stormwater Summary and Calculations
40 Based on the existing soil condition (Everett gravelly sandy loam, 0 to 8 percent slopes),
infiltration trenches have been proposed. The city pre -sizing tables have not been used.
WWHM3 was used to size the facilities. Based on the Infiltration Evaluation, long term
infiltration rate of 2 inches per hour is used (see enclosed report in Appendix), to infiltrate 100%
of the site impervious runoff directed to the trench. The WWHM3 calculations are included in
this Section.
For the existing condition runoff values, the entire site was modeled as type A/B soil with forest
vegetation on a flat slope.
All converted pervious areas (land and landscape) will receive soil amendments per Department
of Ecology BMP T5.13 (Post -Construction Soil Quality and Depth).
WWHM3 documentation
T' WWHM3 5436 - [Snohomish] F17
;e E, _!A!j
File
f7*111 51"dit View Help
X
D Qii;
I
Map Controls
(D. I �Jk +I
Lovell-Sauerland & Associates
Stormwater Report
LSA#5436
Site Inlovination
SiteNarne $4V
Address A 41
aty
Gage
Precip Factor
Use DOT date
[3 Show DOT Zones
DOT Regiorr. PUg*EjW
Isohyetal Yalue 30
4 7:41
Echelbarger Investments, LLC
PLN# 2013-0073
October 2014
Q
Lj
6M
Li
Pre -developed Condition
On -Site Area = 26,248 SF (0.6026 Acres)
File Edit View Help
Basin I Predeveloped
Subbasin NamelBasin 1
SUFface I nteF(IOW Groundwater
Flows To F_ E_
Area in Basin rv- ShqWQWS*06d
Available Pervious Available Impervious
FS—ME-7
PerviousT otal Acres Impervious Total Acres
Basin Total 10.6026 Acres
Deselect Zero Select By:[ GO
Lovell-Saueriand & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
Ejle Edit yiew tielp 6 x
9;9101 A Rbift
10E
10E
10E
I
Durations
M 591 POC 1 Predevelqmd Flow Frequency
Flow(CP 0501
2 Year 0.0001
5 Year 0.0001
10 Year 0.0001
25 Year 0.0001
50 Year 0.0001
1100 Year 0.0002
Yearly Peaks
1940 0.0001
1941 1
1942 :,:::1
1943 0.0001
1944 0.0001
1945 0.0001
10 20 30 40 50 60 70 80 90 99 1946 0.0001
1:47 1
Cumulative Probability 1 48 00,0000001
1949 0.0001
Flow Frequency Water Quality Hydiograph WedandFluctualion 1950 0.0001
1 51 . 1
Analyze datasels 1952 0.0001
1 Puget East 3.6 Evap
1953
0.0001
36 PFec
6.1—
1954
0.0001
Ili"East
...
1955
0.0001
701 to POC 1 Mitigated
11
I
801 POC 1 Maigkoed flow
:5567
1 000 GiaZ T;ench Bed 1 ALL OUTLETS MAigated
10-01,0011
1001 Gray T ench Bed 1 OUTLET 1 Mkjated
1958
0.0001
1002 G ravel T rench.Bed 1 OUTLET-2 Mitigated
1959
0. 0001
1960
0.0001
All D atasets LE�jw _jtj9je
1.9!IL
? - !!?,L
1 2 * I
Flood Frequency MeffiW
1963
0 0001
Log Pearson Type III 17B
1964
0 0001
Weibull
1965
0 0001
Curmane
I q';0;
n nnni
0- Gringmten
1013012014 17:46 AM
Pre -Developed
Peak Flow:
2-year
0.0001 ds
I 0-year
0.0001 ds
I 00-year
0.0002 cfs
Love II-Sa uerland & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
MM
IF6.
Q1111111
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Developed Condition
Infiltration Trench "A I" — Access Road
Impervious Areas
Pavement: 1,786 SF
File Edit View Help
D ciii; 61 (9
(0.0410 Ac.)
lig P�l 10 10 EW
Basin I Mitigated
Subbasin NameFB—asinl r D*iwwft#*em#foiPoa,
Surface Interflow GFoundwatel'
Flows To: Fr--rayeHrench ied 1 FG—rayel Trench Bed 1
Area in Basin W- $howp*S*�0ted
Available Pervious Available Impervious
W rV R11:ij"WUq':'
PeryiousT otal Acres Impervious Total Acres
Basin Total 0.041 Acres
Deselect Zero Select By:
All
Lovell-Saueriand & Associates
Stormwater Report
LSA#5436
Echelbarger Investments, LLC
PLN# 2013-0073
October 2014
AR
1W
Ejle Edit View Help
G9 61 a
Facility Name FGravel -Trench Bad 1
Outlet I
Outlet 2 Outlet 3
Downstream Connection 10
10 10
Facility Type [Gravel Trench/Bed
f— Precipitation Applied to Facility
Quick Trench
Pit
Facility Bottom Elevation (ft)
Facility Dimensions
Trench Length Ior
Outlet Structure
T Fench Bottom Width
Riser Height (it) F3—
Effective Total Depth
Riser Diameter(in) 1-4—
Bottom slope of Trench
Riser Type f—FlW
Left Side Slope
Notch Type
Right Side Slope
Material Layers for
Layer 1 Thickness (It)
Orifice Diameter Height QMax
Layer 1 porosity
Number (in) (Ft) (cis)
Lager 2 Thickness (ft
0
Layer 2 porosity
2 -j —t-I 0
Layer 3 Thickness (ft)
3 F0-- 1 F0-- 0
Layer 3 porosity
Infiftration FY—ES
Trench Volume at Riser Head (acre-ft) .004
Measured I nfiltration Rate (Whr) [2
Pond Increment F0-10--
Infiltration Reduction Factor F1--
Show Pond Table j0p,!;n T le
Use Wetted Surface Area (sidewalls) INO'--
Total Volume Infiltrated(acre-ft) 15.552
Total Volume Through Facility(acre-ft) 15.552
Total Volume Through Riser(acre-ft) 0
Percent Infiltrated 100
10/30/2014 7:52 AM
Infiltration rate: 2.0 x I = 2.0 in/hr
Depth of trench rock = 3.0'
Porosity = 35%
Percent of runoff Infiltrated = 100%
Required bottom area for a 3' deep rock trench = 18' x 8' = 144 sf
Lovell-Sauerland & Associates
Stormwater Report
LSA#5436
Echelbarger Investments, LLC
PLN# 2013-0073
October 2014
N Ejle Edit Yiew tielp
D Gikl 12 1 a 19 Gb Ift
-1 x
- 0
1003 Gravel Trench Bed
Stage Frequency
10E 1
(feet)
1003
2 Year
0.4599
5 Year
6:0
10 Year
!15 5
25 Year
1.9423
10E 0.
50 Year
2.1673
100 'Year
2.7211
yearly Peaks
1:40
0.4063:
10E-1
090�
0
1 4 JL
0 .5 0
0
1942
0.7568
1943
0.1596
1:44
0* 1730
1 45
0.5730
10E-j-
----
1
10 20 30 40 50 60 70 80 90 99
1946
0.3661
1:47
0* 52:3
Cumulative Probability
1 48
0.65 5
1949
0.4916
Dwations
Flow Frequericy Water Quality
Hy(kogaph Welland Fluctuation r
1950
1.6557
1951
0- 1301
An*ze datasets
1952
1.95,4
1953
0.7608
1954
0.2466
1955
0.1608
1956
0.3253
1957
0.1113
1958
0.3961
1959
0.1308
1960
0.3328
All Datasets Flow
Stac]eFp—,e;;
1961
0.3934
1962
0.6011
Flood Frequertcy Method
1:663
G* 11:2
r Log Peatson Type III 17B
1 4
0.55 2
WeibLdI
1965
0.4945
Cunnane
I Q96
n Iflin
C- Gringorten
10/30/2014 17:57 AM
Lovell-Saueriand & Associates Echelbarger Investments, LLC
Stormwater Report PLN* 2013-0073
LSA#5436 October 2014
L�
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DOE 2005 Volume 1113.3.7 48-hour drawdown analysis
Requirement: 'for an infiltration trench designed for treatment flow purposes, document that the
gist percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within
48 hours'
Step 1:
Calculate the 91 st percentile, 24-hour runoff volume with WWHM3:
WWHM3 5436 Access Road [AndlySiS]
n rx-1
—F3F—F—.dF--Y— tlelp 6 x
11; 61 & I
nbir,41MAN1.111 , - 11 - - 1-.1-111 -- -- 1-- ---1 - -
Water Quality
...................
un
NnalYsis I
.. . ..........
24 hour Volurne
facie NWI
Standard Flow Rate (ds)
15 MhAe Flow Rate hilift
Standard Flow Rate fcfs)EO�W,
15 Mhm Flow rate
--7—Fl. F,.q..y Water Quality
I Hy&ogFaph
,RL�at
Analyze datasets
1 Puget East 36 Evap A
2 Puget Ea*t 36 Precip
501 POC 1 PMdWftbD&d flow
801 POC 1 Mitigew now
I WO Gravel Trench Bed 1 ALL OUTLETS Mi6gated
1001 Gravel Trench Bed 1 OUTLET 1 Mitigated
1002 Gravel Trench Bed 1 OUTLET 2 Mitigated
AN Dataset! [Flow ---T�rj
�S�tage exc�ipEyap P C�j
Flood Frequency Method
Log Peatison Type III 17B
wow
Cunnane
Gringoiten
10/30/2014 8:01 AM
Step 2: Calculate the volume drawdown in 48-hours
Volume = trench area x infiltration rate (in/hr) x 48 hr
= 144 sf x (2.0 in/hr) x (I ft/l 2in) x 48 hr = 1, 152 cf > 162 cf (0.0037 ac-ft)
<ok>
Lovell-Sauerland &Associates
Stormwater Report
LSA#5436
Echelbarger Investments, LLC
PLN# 2013-0073
October 2014
Western Washington Hydrology Model
PROJECT REPORT
Project Name: 5436 - Access Road
Site Address: 23911 104th Avenue W
city Edmonds
Report Date 10/30/2014
MGS Regoin Puget East
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Version:
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
A B. Forest, Flat .6026
Impervious Land Use Acres
Element Flows To:
Surface Interflow
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
Impervious Land Use Acres
ROADS FIAT 0.041
Element Flows To:
Surface Interflow
Gravel Trench Bed 1, Gravel Trench Bed 1,
Name : Gravel Trench Bed 1
Bottom Length: 18ft.
Bottom Width : 8ft.
Groundwater
Groundwater
Trench bottom slope 1: 0.001 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 3
Pour Space of material for first layer
Material thickness of second layer : 0
Pour Space of material for second layer
Material thickness of third layer : 0
Pour Space of material for third layer
Infiltration On
Infiltration rate : 2
Infiltration saftey factor : 1
Discharge Structure
Riser Height: 3 ft.
Riser Diameter: 4 in.
Element Flows To:
Outlet 1 Outlet 2
0.35
U1
Gravel
Trench Bed Hydraulic
Table
Stage(ft)
Area(acr) Volume(acr-ft)
Dschrg(cfs) Infilt(cfs)
0.000
0.003
0.000
0.000
0.000
0.044
0.003
0.000
0.000
0.007
0.089
0.003
0.000
0.000
0.007
0*133
0,003
0,000
0,000
0*007
0.178
0.003
0.000
0.000
0.007
0.222
0.003
0.000
0.000
0.007
0.267
0.003
0.000
0.000
0.007
0.311
0.003
0.000
0.000
0.007
0.356
0.003
0.000
0.000
0.007
0.400
0.003
0.000
0.000
0.007
0.444
0.003
0.001
0.000
0.007
0.489
0.003
0.001
0.000
0.007
0.533
0.003
0.001
0.000
0.007
0.578
0.003
0.001
0.000
0.007
0.622
0.003
0.001
0.000
0.007
0.667
0.003
0.001
0.000
0.007
0.711
0.003
0.001
0.000
0.007
0.756
0.003
0.001
0.000
0.007
0.800
0.003
0.001
0.000
0.007
0.844
0.003
0.001
0.000
0.007
0.889
0.003
0.001
0.000
0.007
0.933
0.003
0.001
0.000
0.007
0.978
0.003
0.001
0.000
0.007
1.022
0.003
0.001
0.000
0.007
1.067
0.003
0.001
0.000
0.007
1.111
0.003
0.001
0.000
0.007
1.156
0.003
0.001
0.000
0.007
1.200
0.003
0.001
0.000
0.007
1.244
0.003
0.001
0.000
0.007
1.289
0.003
0.001
0.000
0.007
1.333
0.003
0.002
0.000
0.007
1.378
0.003
0.002
0.000
0.007
1.422
0.003
0.002
0.000
0.007
1.467
0.003
0.002
0.000
0.007
1.511
0.003
0.002
0.000
0.007
1.556
0.003
0.002
0.000
0.007
1.600
0.003
0.002
0.000
0.007
1.644
0.003
0.002
0.000
0.007
1.689
0.003
0.002
0.000
0.007
1.733
0.003
0.002
0.000
0.007
1.778
0.003
0.002
0.000
0.007
1.822
0.003
0.002
0.000
0.007
1.867
0.003
0.002
0.000
0.007
1.911
0.003
0.002
0.000
0.007
1.956
0.003
0.002
0.000
0.007
2.000
0.003
0.002
0.000
0.007
2.044
0.003
0.002
0.000
0.007
2.089
0.003
0.002
0.000
0.007
2.133
0.003
0.002
0.000
0.007
2.178
0.003
0.003
0.000
0.007
2.222
0.003
0.003
0.000
0.007
2.267
0.003
0.003
0.000
0.007
2.311
0.003
0.003
0.000
0.007
2.356
0.003
0.003
0.000
0.007
2.400
0.003
0.003
0.000
0.007
2.444
0.003
0.003
0.000
0.007
2.489
0.003
0.003
0.000
0.007
2.533
0.003
0.003
0.000
0.007
2.578
0.003
0.003
0.000
0.007
2.622
0.003
0.003
0.000
0.007
2.667
0.003
0.003
0.000
0.007
2.711
0.003
0.003
0.000
0.007
2.756
0.003
0.003
0.000
0.007
2.800
0.003
0.003
0.000
0.007
2.844
0.003
0.003
0.000
0.007
2.889
0.003
0.003
0.000
0.007
2.933
0.003
0.003
0.000
0.007
2.978
0.003
0.003
0.000
0.007
3.022
0.003
0.004
0.011
0.007
3.067
0.003
0.004
0.056
0.007
3.111
0.003
0.004
0.120
0.007
3.156
0.003
0.004
0.199
0.007
3.200
0.003
0.004
0.290
0.007
3.244
0.003
0.004
0.392
0.007
3.289
0.003
0.004
0.504
0.007
3.333
0.003
0.005
0.625
0.007
3.378
0.003
0.005
0.754
0.007
3.422
0.003
0.005
0.891
0.007
3.467
0.003
0.005
1.035
0.007
3.511
0.003
0.005
1.186
0.007
3.556
0.003
0.005
1.344
0.007
3.600
0.003
0.006
1.509
0.007
3.644
0.003
0.006
1.679
0.007
3.689
0.003
0.006
1.856
0.007
3.733
0.003
0.006
2.039
0.007
3.778
0.003
0.006
2.227
0.007
3.822
0.003
0.006
2.420
0.007
3.867
0.003
0.006
2.619
0.007
3.911
0.003
0.007
2.823
0.007
3.956
0.003
0.007
3.032
0.007
4.000 0.003 0.007 3.246 0.007
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.000114
5 year
0.000119
10 year
0.000121
25 year
0.000121
50 year
0.000141
100 year
0.000243
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
Yearly
Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1941
0.000
0.000
1942
0.000
0.000
1943
0.000
0.000
1944
0.000
0.000
1945
0.000
0.000
1946
0.000
0.000
1947
0.000
0.000
1948
0.000
0.000
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
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
2010
0.000
0.000
2011
0.000
0.000
2012
0.000
0.000
2013
0.000
0.000
2014
0.000
0.000
2015
0.000
0.000
2016
0.000
0.000
2017
0.000
0.000
2018
0.000
0.000
2019
0.000
0.000
2020
0.000
0.000
2021
0.000
0.000
2022
0.000
0.000
2023
0.000
0.000
2024
0.000
0.000
2025
0*011
0*001
2026
0.000
0.000
2027
0.000
0.000
2028
0.000
0.000
2029
0*000
0,000
2030
0.000
0.000
2031
0.000
0.000
2032
0.000
0.000
2033
0,000
0*000
2034
0.000
0.000
2035
0.000
0.000
2036
0.000
0.000
2037
0*000
0*000
2038
0.000
0.000
2039
0.000
0.000
2040
0.000
0.000
2041
0.000
0.000
2042
0.000
0.000
2043
0.000
0.000
2044
0.000
0.000
2045
0.000
0.000
2046
0.000
0.000
2047
0.000
0.000
2048
0.000
0.000
2049
0.000
0.000
2050
0.000
0.000
2051
0.000
0.000
2052
0*000
0,000
2053
0.000
0.000
2054
0.000
0.000
2055
0.000
0.000
2056
0.000
0.000
2057
0.000
0.000
2058
0.000
0.000
2059
0.000
0.000
2060
0.000
0.000
2061
0.000
0.000
2062
0.000
0.000
2063
0*000
0,000
2064
0.000
0.000
2065
0.000
0.000
2066
0.000
0.000
2067
0*000
0*000
2068
0.000
0.000
2069
0.000
0.000
2070
0.000
0.000
2071
0.000
0.000
2072
0.000
0.000
2073
0.000
0.000
2074
0.000
0.000
2075
0.000
0.000
2076
0.000
0.000
2077
0.000
0.000
2071
0*000
0*000
2079
0.000
0.000
2080
0.000
0.000
2081
0.000
0.000
2082
2083
2084
2085
2086
2087
2088
2089
2090
2091
2092
2093
2094
2095
2096
2097
2098
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Ranked
Yearly Peaks for
Predeveloped and Mitigated
Rank
Predeveloped.
Mitigated
1
0.0003
0.0000
2
0.0002
0.0000
3
0*0002
0.0000
4
0.0001
0.0000
5
0.0001
0.0000
6
0.0001
0.0000
7
0*11001
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
31
0*0001
0,0000
POC # 1
37
0.0001
0.0000
38
0.0001
0.0000
39
0.0001
0.0000
40
0.0001
0.0000
41
0.0001
0.0000
42
0.0001
0.0000
43
0.0001
0.0000
44
0.0001
0.0000
45
0.0001
0.0000
46
0.0001
0.0000
47
0.0001
0.0000
48
0.0001
0.0000
49
0.0001
0.0000
50
0.0001
0.0000
51
0.0001
0.0000
52
0.0001
0.0000
53
0.0001
0.0000
54
0.0001
0.0000
55
0.0001
0.0000
56
0.0001
0.0000
57
0.0001
0.0000
58
0.0001
0.0000
59
0.0001
0.0000
60
0.0001
0.0000
61
0.0001
0.0000
62
0.0001
0.0000
63
0.0001
0.0000
64
0.0001
0.0000
65
0 .0001
0.0000
66
0.0001
0.0000
67
0.0001
0.0000
68
0.0001
0.0000
69
0.0001
0.0000
70
0.0001
0.0000
71
0.0001
0.0000
72
0.0001
0.0000
73
0.0001
0.0000
74
0.0001
0.0000
75
0.0001
0.0000
76
0.0001
060000
77
0.0001
0.0000
78
0.0001
0.0000
79
0.0001
0.0000
80
0.0001
0.0000
81
0.0001
0.0000
82
0.0001
0.0000
83
0.0001
0.0000
84
0.0001
0.0000
85
0.0001
0.0000
86
0.0001
0.0000
87
0.0001
0.0000
88
0.0001
0.0000
89
0.0001
0.0000
90
0.0001
0.0000
91
0.0001
0.0000
92
0.0001
0.0000
93
0.0001
0.0000
94
0.0001
0.0000
95
0.0001
0.0000
96
0.0001
0.0000
97
0.0001
0.0000
98
0.0001
0.0000
99
0.0001
0.0000
100
0.0001
0.0000
101
0.0001
0.0000
102
0.0001
0.0000
103
0.0001
0.0000
104
0.0001
0.0000
105
0.0001
0.0000
106
0.0001
0.0000
107
0.0001
0.0000
108
0.0001
0.0000
109
0.0001
0.0000
110
0.0001
0.0000
ill
0.0001
0.0000
112
0.0001
0.0000
113
0.0001
0.0000
114
0.0001
0.0000
115
0.0001
0.0000
116
0.0001
0.0000
117
0.0001
0.0000
118
0.0001
0.0000
119
0.0001
0.0000
120
0.0001
0.0000
121
0.0001
0.0000
122
0.0001
0.0000
123
0.0001
0.0000
124
0.0001
0.0000
125
0.0001
0.0000
126
0.0001
0.0000
127
0.0001
0.0000
128
0.0001
0.0000
129
0.0001
0.0000
130
0.0001
0.0000
131
0.0001
0.0000
132
0.0001
0.0000
133
0.0001
0.0000
134
0.0001
0.0000
135
0.0001
0.0000
136
0.0001
0.0000
137
0.0001
0.0000
138
0.0001
0.0000
139
0.0001
0.0000
140
0.0001
0.0000
141
0.0001
0.0000
142
0.0001
0.0000
143
0.0001
0.0000
144
0.0001
0.0000
145
0.0001
0.0000
146.
0.0001
0.0000
147
0.0001
0.0000
148
0.0001
0.0000
149
0.0001
0.0000
150
0.0001
0.0000
151
0,0001
0.0000
152
0.0001
0.0000
153
0.0001
0.0000
154
0.0001
0.0000
151
0,1001
0.0000
156
0.0001
0.0000
157
0.0001
0.0000
158
0.0000
0.0000
POC # 1
The Facility PASSED
IThe Facility PASSED.
Flow(CFS)
Predev
Dev
Percentage
Pass/Fail
0.0001
3227
0
0
Pass
0.0001
3140
0
0
Pass
0.0001
3050
0
0
Pass
0*0001
1953
0
0
Pass
0.0001
2864
0
0
Pass
0.0001
2794
0
0
Pass
0.0001
2735
0
0
Pass
1*0001
2612
0
0
Pass
0.0001
2589
0
0
Pass
0.0001
2500
0
0
Pass
0.0001
2407
0
0
Pass
0.0001
2334
0
0
Pass
0.0001
2273
0
0
Pass
0.0001
2202
0
0
Pass
0.0001
2153
0
0
Pass
0.0001
2082
0
0
Pass
0.0001
2029
0
0
Pass
0.0001
1955
0
0
Pass
0,0001
1101
0
1
Pass
0.0001
1851
0
0
Pass
0.0001
1790
0
0
Pass
0.0001
1721
0
0
Pass
0,0001
1112
0
0
Pass
0.0001
1638
0
0
Pass
0.0001
1585
0
0
Pass
0.0001
1538
0
0
Pass
0.0001
1485
0
0
Pass
0.0001
1440
0
0
Pass
0.0001
1400
0
0
Pass
0.0001
1343
0
0
Pass
0.0001
1307
0
0
Pass
0.0001
1270
0
0
Pass
0.0001
1231
0
0
Pass
0*0001
1111
0
0
Pass
0.0001
1138
0
0
Pass
0.0001
1100
0
0
Pass
0.0001
1048
0
0
Pass
0.0001
1015
0
0
Pass
0.0001
980
0
0
Pass
0.0001
952
0
0
Pass
0.0001
923
0
0
Pass
0.0001
898
0
0
Pass
0.0001
858
0
0
Pass
0.0001
819
0
0
Pass
0.0001
777
0
0
Pass
0.0001
760
0
0
Pass
0.0001
714
0
0
Pass
0.0001
678
0
0
Pass
0.0001
649
0
0
Pass
0.0001
622
0
0
Pass
0.0001
597
0
0
Pass
0.0001
570
0
0
Pass
0.0001
544
0
0
Pass
0.0001
516
0
0
Pass
0.0001
487
0
0
Pass
0.0001
464
0
0
Pass
0.0001
443
0
0
Pass
0.0001
417
0
0
Pass
0.0001
386
0
0
Pass
0.0001
367
0
0
Pass
0.0001
347
0
0
Pass
0.0001
320
0
0
Pass
0.0001
303
0
0
Pass
0.0001
285
0
0
Pass
0.0001
264
0
0
Pass
0.0001
244
0
0
Pass
0.0001
210
0
0
Pass
0.0001
183
0
0
Pass
0.0001
160
0
0
Pass
0.0001
131
0
0
Pass
0.0001
109
0
0
Pass
0.0001
87
0
0
Pass
0.0001
76
0
0
Pass
0.0001
59
0
0
Pass
0.0001
41
0
0
Pass
0.0001
27
0
0
Pass
0.0001
9
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
6
0
0
Pass
0.0001
5
0
0
Pass
0.0001
5
0
0
Pass
0.0001 5 0 0 Pass
0.0001 5 0 0 Pass
Water Quality BMP Flow and Volume for POC 1.
On-line facility volume: 0.0037 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0058 cfs.
Off-line facility target flow: 0.0029 cfs.
Adjusted for 15 min: 0.0033 cfs.
Per1nd and Imp1nd Changes
No changes have been made.
This program and accompanying documentation is provided 'as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims 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 and/or the Washington State Department of Ecology 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 or the Washington State Department of Ecology has
been advised of the possibility of such damages.
U
-10 Developed Condition
Infiltration Trench "AT'
MIN Impervious Areas
Driveway: 1,271 SF (0.0292 Ac.)
Total: 1,271 SF (0.0292 Ac.)
WWHM3 5436 - Trench A FX---
Efle Edit �[iew Help
P,-E P.J.,
Subbasin NamejBasin 1
SUFface Intefflow GFoundwatef
Flows To FGf—avel Trench Bed 1 IGrayel Trench Bed 1
Area in Basin rV
Available Pervious Available Impervious
FV
PeryiousT otal Acres Impervious Total Acres
Basin Total 111.0292 Acres
DeselectZero Select By: --.T0—j
Lovell-Saueriand &Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
M
6
IS - File Edit View Help
D 9?1
ff x
Facility Name G ravel T ranch B ed 1
Outlet 1 Outlet 2 Outlet 3
Downstream Connection 10
110 10
Facility Type lGravel Trench/Bed
AP
r- Precipitation Applied to Facility
__j
QuickTrench
Facility Bottom Elevation (111)
Facility Dimensions
Trench Length
Outlet Structure
Trench Bottom Width
A iser Height (ft) F3
Effective Total Depth 4,
Riser Diameterfin) F4-
Bottom slope of Trench
Riser Type [Flat
Left Side Slope
Notch Type
Right Side Slope
Material Layers for
Layer 1 Thickness (it)
Orifice Diameter Height GMax
Layer 1 porosity
Number on) (FQ (CIS)
Layer 2 Thickness [ft)
1 fo --J ro- 0
Layer 2 porosity
2 F0 0
Layer 3 Thickness (ft)
."F0
3 Fo— F0- 0
Layer 3 porosity
Infiltration rYE S
Trench Volume at Riser Head (acre-ft) .002
Measured Infiltration Rate (in/hr) [2
Pond Increment FO 1 —0
Infiltrationneduction Factor
Show Pond Table 10 pen Table
Use Wetted Surface Area (sidewalls) fN -()
Total Volume I nliltrated(acre-ft) 11.034
Total Volume Through Facility(acre-ft) 11.034
T otal Volume T hrough R iser(acre-ft) 0
Percent Infiltrated 100
Ej
N
10/30/2014 B:18AM
Infiltration rate: 2.0 x I = 2.0 in/hr
Depth of trench rock = 3.0'
Porosity = 35%
Percent of runoff Infiltrated = 100%
Required bottom area for a 3' deep rock trench = 24' x 4' = 96 sf
Lovell-Sauerland & Associates
Stormwater Report
LSA#5436
Echelbarger Investments, LLG
PLN* 2013-0073
October 2014
EIle Edit View Wp al x
1003
Stage Frequency
10E 11,
(feet)
IL003
2 Year =
0.5352
5 Year =
0.9936
10 Year -
1.5388
25 Year =
2. IL721
10E 0
50 Year =
2.5828
100 Year -
2.9606
YearjLy Peaks
IDE-1
1
0. 51L22
<9
1:40
4 1
0.5667
1942
0.9214
1943
0.2200
1944
0.2094
lOE-21
-
1945
0.7063
1
10 20 30 40 50 60
70 80 90 99
1946
0.5053
Cumulative Probability
1947
0.6142
1948
0.8176
1149
0.5813
Durations
Flow Frequency Water Quality Hydrograph Wedand Fkwati..
1,5.
1 .8 174
1951
0.1876
AnMVze datates
1952
2.1365
1953
0.8616
1954
0.2798
1955
0.2054
1956
0.3639
1957
0.1350
1958
0.4721
1959
0.1846
1960
0.3842
AU_Datasets] Flomm
I e Precipik-iPfEii
1961
0.4692
19
0.16
54:93
Flood FrNW=y Method
9:2
1 3
0.
(7; Log Pearson Type III 17B
1964
0.6717
('-� Weibull
1965
0.5770
'(7, Cunnane
lqrr.
n 9in,4
0� Gringorten
10/30/2014 18:21 AM
Love 11-Sa uerland & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
V,
DOE 2005 Volume 1113.3.7 48-hour drawdown analysis
Requirement: 'for an infiltration trench designed for treatment flow purposes, document that the
9 1 A percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within
48 hours'
Step 1:
Calculate the 9l't percentile, 24-hour runoff volume with WWHM3:
WWIIM3 'j436 fiench A --I;�-t�l I FX I
Ble Edit Yiew ijelp
FR
Watm Quawjr
Run
S
Anal ,
..............
17 -------- . ..... .. ......
Flow Frequency
Water 0 uality W.tla,;� tuation
911111 Analyze datasets
1 Puget East 36 Evap
2 Puget East 36 Pro*
501 POC 1 ttgM2�2� flow
10 81711 POIC 1 Mbgated flow
100013rZenchBod-1 ALLOUTLETS MNated
1001 GravelT enchBedl OUTLET 1 Mitigated
1002 Gravel Trench Bed 1 OUTLET 2 Mitigated
AN Dt..ts 1 -WTSi
Rood Frequency Method
r Log Pearson Type 111178
Welt"I
Cunnane
10/30/2014 8:4 8 AM
Step 2: Calculate the volume drawdown in 48-hours
Volume = trench area x infiltration rate (in/hr) x 48 hr
= 96 sf x (2.0 in/hr) x (I ft/l 2in) x 48 hr = 768 cf > 114 cf (0.0026 ac-ft)
<ok>
Love II-Sa uerland &Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
Western Washington Hydrology Model
PROJECT REPORT
Project Name: 5436 - Trench - A
Site Address: 23911 104th Avenue W
city Edmonds
Report Date 10/30/2014
MGS Regoin Puget East
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Version:
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
A B, Forest, Flat .6026
Impervious Land Use Acres
Element Flows To:
Surface Interflow Groundwater
Name Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
Impervious Land Use Acres
DRIVEWAYS FLAT 0.0292
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed 1, Gravel Trench Bed 1,
Name : Gravel Trench Bed 1
Bottom Length: 24ft.
Bottom Width : 4ft.
Trench bottom slope 1: 0.111 To 1
Trench Left side slope 0 : 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 3
Pour Space of material for first layer
Material thickness of second layer : 0
Pour Space of material for second layer
Material thickness of third layer : 0
Pour Space of material for third layer
Infiltration On
Infiltration rate : 2
Infiltration saftey factor : 1
Discharge Structure
Riser Height: 3 ft.
Riser Diameter: 4 in.
Element Flows To:
I Outlet 1 Outlet 2
0.35
IC
Gravel
Trench Bed Hydraulic
Table
Stage(ft)
Area(acr) Voluine(acr-ft)
Dschrg(cfs) infilt(cfs)
0.000
0.002
0.000
0.000
0.000
0.044
0.002
0.000
0.000
0.004
0.089
0.002
0.000
0.000
0.004
0,133
0*012
0*000
0,000
0*00,
0.178
0.002
0.000
0.000
0.004
0.222
0.002
0.000
0.000
0.004
0.267
0.002
0.000
0.000
0.004
0.311
0.002
0.000
0.000
0.004
0.356
0.002
0.000
0.000
0.004
0.400
0.002
0.000
0.000
0.004
0.444
0.002
0.000
0.000
0.004
0.489
0.002
0.000
0.000
0.004
0.533
0.002
0.000
0.000
0.004
0.578
0.002
0.000
0.000
0.004
0.622
0.002
0.000
0.000
0.004
0.667
0.002
0.001
0.000
0.004
0.711
0.002
0.001
0.000
0.004
0.756
0.002
0.001
0.000
0.004
0*800
0*002
0*001
0,000
0*004
0.844
0.002
0.001
0.000
0.004
0.889
0.002
0.001
0.000
0.004
0.933
0.002
0.001
0.000
0.004
0.978
0.002
0.001
0.000
0.004
1.022
0.002
0.001
0.000
0.004
1.067
0.002
0.001
0.000
0.004
1.111
0.002
0.001
0.000
0.004
1.156
0.002
0.001
0.000
0.004
1.200
0.002
0.001
0.000
0.004
1.244
0.002
0.001
0.000
0.004
1*219
0,002
0*001
0*000
0*004
1.333
0.002
0.001
0.000
0.004
1.378
0.002
0.001
0.000
0.004
1.422
0.002
0.001
0.000
0.004
1*117
0*002
1,011
0,000
0,011
1.511
0.002
0.001
0.000
0.004
1.556
0.002
0.001
0.000
0.004
1.600
0.002
0.001
0.000
0.004
1.644
0.002
0.001
0.000
0.004
1.689
0.002
0.001
0.000
0.004
1.733
0.002
0.001
0.000
0.004
1.778
0.002
0.001
0.000
0.004
1.822
0.002
0.001
0.000
0.004
1.867
0.002
0.001
0.000
0.004
1.911
0.002
0.001
0.000
0.004
1.956
0.002
0.002
0.000
0.004
2*000
0*002
0*002
0*000
0,004
2.044
0.002
0.002
0.000
0.004
2.089
0.002
0.002
0.000
0.004
2.133
0.002
0.002
0.000
0.004
2.178
0.002
0.002
0.000
0.004
2.222
0.002
0.002
0.000
0.004
2.267
0.002
0.002
0.000
0.004
2.311
0.002
0.002
0.000
0.004
2.356
0.002
0.002
0.000
0.004
2.400
0.002
0.002
0.000
0.004
2.444
0.002
0.002
0.000
0.004
2.489
0.002
0.002
0.000
0.004
2.533
0.002
0.002
0.000
0.004
2.578
0.002
0.002
0.000
0.004
2.622
0.002
0.002
0.000
0.004
2.667
0.002
0.002
0.000
0.004
2.711
0.002
0.002
0.000
0.004
2.756
0.002
0.002
0.000
0.004
2.800
0.002
0.002
0.000
0.004
2.844
0.002
0.002
0.000
0.004
2.889
0.002
0.002
0.000
0.004
2.933
0.002
0.002
0.000
0.004
2,971
0*002
0*002
0*000
0,004
3.022
0.002
0.002
0.011
0.004
3.067
0.002
0.002
0.056
0.004
3.111
0.002
0.003
0.120
0.004
3.156
0.002
0.003
0.199
0.004
3.200
0.002
0.003
0.290
0.004
3.244
0.002
0.003
0.392
0.004
3.289
0.002
0.003
0.504
0.004
3*333
0*002
0*003
0*125
0*014
3.378
0.002
0.003
0.754
0.004
3.422
0.002
0.003
0.891
0.004
3.467
0.002
0.003
1.035
0.004
3.511
0.002
0.003
1.186
0.004
3.556
0.002
0.004
1.344
0.004
3.600
0.002
0.004
1.509
0.004
3.644
0.002
0.004
1.679
0.004
3.689
0.002
0.004
1.856
0.004
3.733
0.002
0.004
2.039
0.004
3.778
0.002
0.004
2.227
0.004
3*122
0*002
0,004
2*420
0*004
3.867
0.002
0.004
2.619
0.004
3.911
0.002
0.004
2.823
0.004
3.956
0.002
0.004
3.032
0.004
4.000 0.002 0.005 3.246 0.004
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.000114
5 year
0.000119
10 year
0.000121
25 year
0.000121
50 year
0.000141
100 year
0.000243
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
0.000843
Yearly
Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1941
0.000
0.000
1942
0.000
0.000
1943
0.000
0.000
1944
0.000
0.000
1945
0.000
0.000
1946
0.000
0 '.000
1947
0.000
0.000
1948
0.000
0.000
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
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
0.002
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
2010
0.000
0.000
2011
0.000
0.001
2012
0.000
0.000
2013
0.000
0.000
2014
0.000
0.000
2015
0.000
0.000
2016
0.000
0.000
2017
0.000
0.000
2018
0.000
0.000
2019
0.000
0.000
2020
0.000
0.000
2021
0.000
0.000
2022
0.000
0.000
2023
0.000
0.000
2024
0.000
0.000
2025
0.000
0.000
2026
0.000
0.000
2027
0.000
0.000
2028
0.000
0.000
2029
0.000
0.000
2030
0.000
0.000
2031
0.000
0.000
2032
0.000
0.000
2033
0.000
0.000
2034
0.000
0.000
2035
0.000
0.000
2036
0.000
0.000
2037
0.000
0.000
2038
0.000
0.000
2039
0.000
0.000
2040
0.000
0.000
2041
0.000
0.000
2042
0.000
0.000
2043
0.000
0.000
2044
0.000
0.000
2045
0.000
0.000
2046
0.000
0.000
2047
0.000
0.000
2048
0.000
0.000
2049
0.000
0.000
2050
0.000
0.000
2051
0.000
0.000
2052
0.000
0.000
2053
0.000
0.000
2054
0.000
0.000
2055
0.000
0.000
2056
0.000
0.000
2057
0.000
0.000
2058
0.000
0.000
2059
0.000
0.000
2060
0.000
0.000
2061
0.000
0.000
2062
0.000
0.000
2063
0.000
0.000
2064
0.000
0.000
2065
0.000
0.000
2066
0.000
0.000
2067
0.000
0.000
2068
0.000
0.000
2069
0.000
0.000
2070
0.000
0.000
2071
0.000
0.000
2072
0.000
0.000
2073
0.000
0.000
2074
0.000
0.000
2075
0.000
0.000
2076
0.000
0.000
2077
0.000
0.000
2078
0.000
0.000
2079
0.000
0.000
2080
0.000
0.000
2081
0.000
0.000
2082
0.000
0.000
2083
0.000
0.000
2084
0.000
0.000
2085
0.000
0.000
2086
0.000
0.000
2087
0.000
0.000
2088
0.000
0.000
2089
0.000
0.000
2010
0*000
0*000
2091
0.000
0.000
2092
0.000
0.000
2093
0.000
0.000
2094
0.000
0.000
2095
0.000
0.000
2096
0.000
0.000
2097
0.000
0.000
2098
0.000
0.000
Ranked
Yearly Peaks for
Predeveloped and Mitigated, POC 01
Rank
Predeveloped
Mitigated
1
0.0003
0.0018
2
0.0002
0.0009
3
0*0002
0.0000
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
00*.00000011
0.0000
19
0.0001
0.0000
21'0
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
0.0001
0.0000
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
94
0.0001
0.0000
95
0.0001
0.0000
96
0.0001
0.0000
97
0.0001
0.0000
98
0.0001
0.0000
99
0.0001
0.0000
100
0.0001
0.0000
101
0.0001
0.0000
102
0.0001
0.0000
103
0.0001
0.0000
104
0.0001
0.0000
105
0.0001
0.0000
106
0.0001
0.0000
107
0.0001
0.0000
108
0.0001
0.0000
109
0.0001
0.0000
110
0.0001
0.0000
ill
0.0001
0.0000
112
0.0001
0.0000
113
0.0001
0.0000
114
0.0001
0.0000
115
0.0001
0.0000
116
0.0001
0.0000
117
0.0001
0.0000
118
0.0001
0.0000
119
0.0001
0.0000
120
0.0001
0.0000
121
0.0001
0.0000
122
0.0001
0.0000
123
0.0001
0.0000
124
0.0001
0.0000
125
0.0001
0.0000
126
0.0001
0.0000
127
0.0001
0.0000
128
0.0001
0.0000
129
0.0001
0.0000
130
0.0001
0.0000
131
0.0001
0.0000
132
0.0001
0.0000
133
0.0001
0.0000
134
0.0001
0.0000
135
0.0001
0.0000
136
0.0001
0.0000
137
0.0001
0.0000
138
0.0001
0.0000
139
0.0001
0.0000
140
0.0001
0.0000
141
0.0001
0.0000
142
0.0001
0.0000
143
0.0001
0.0000
144
0.0001
0.0000
145
0.0001
0.0000
146
0.0001
0.0000
147
0.0001
0.0000
148
0.0001
0.0000
149
0.0001
0.0000
150
0.0001
0.0000
151
0.0001
0.0000
152
0.0001
0.0000
153
0.0001
0.0000
154
0.0001
0.0000
155
0.0001
0.0000
156
0.0001
0.0000
157
0.0001
0.0000
158
0.0000
0.0000
Poc # 1
The Facility PASSED
The Facility PASSED.
Flow(CFS) Predev Dev Percentage Pass/Fail
0.0001
3227
4
0
Pass
0.0001
3140
4
0
Pass
0.0001
3050
4
0
Pass
0.0001
2953
4
0
Pass
0.0001
2864
4
0
Pass
O.OoQ1
2794
4
0
Pass
0.0001
2735
4
0
Pass
0.0001
2662
4
0
Pass
0.0001
2589
4
0
Pass
0.0001
2500
4
0
Pass
0.0001
2407
4
0
Pass
0.0001
2334
4
0
Pass
0.0001
2273
4
0
Pass
0.0001
2202
4
0
Pass
0.0001
2153
4
0
Pass
0.0001
2082
4
0
Pass
0.0001
2029
4
0
Pass
0.0001
1955
4
0
Pass
0.0001
1908
4
0
Pass
0.0001
1851
4
0
Pass
0.0001
1790
4
0
Pass
0.0001
1721
4
0
Pass
0.0001
1682
4
0
Pass
0.0001
1638
4
0
Pass
0.0001
1585
4
0
Pass
0.0001
1538
4
0
Pass
0.0001
1485
4
0
Pass
0.0001
1440
4
0
Pass
0.0001
1400
4
0
Pass
0.0001
1343
4
0
Pass
0.0001
1307
4
0
Pass
0.0001
1270
4
0
Pass
0.0001
1231
4
0
Pass
0.0001
1181
4
0
Pass
0.0001
1138
4
0
Pass
0.0001
1100
4
0
Pass
0.0001
1048
4
0
Pass
0.0001
1015
4
0
Pass
0.0001
980
4
0
Pass
0.0001
952
4
0
Pass
0.0001
923
4
0
Pass
0.0001
898
4
0
Pass
0.0001
858
4
0
Pass
0.0001
819
4
0
Pass
0.0001
777
4
0
Pass
0.0001
760
4
0
Pass
0.0001
714
4
0
Pass
0.0001
678
4
0
Pass
0.0001
649
4
0
Pass
0,0001
122
4
1
Pass
0.0001
597
4
0
Pass
0.0001
570
4
0
Pass
0.0001
544
4
0
Pass
0.0001
516
4
0
Pass
0.0001
487
4
0
Pass
0.0001
464
4
0
Pass
0.0001
443
4
0
Pass
0.0001
417
4
0
Pass
0.0001
386
4
1
Pass
0.0001
367
4
1
Pass
0.0001
347
4
1
Pass
0.0001
320
4
1
Pass
0.0001
303
4
1
Pass
0.0001
285
4
1
Pass
0*0011
214
4
1
Pass
0.0001
244
4
1
Pass
0.0001
210
4
1
Pass
0.0001
183
4
2
Pass
0.0001
160
4
2
Pass
0.0001
131
4
3
Pass
0.0001
109
4
3
Pass
0.0001
87
4
4
Pass
0.0001
76
4
5
Pass
0.0001
59
4
6
Pass
0.0001
41
4
9
Pass
0.0001
27
4
14
Pass
0.0001
9
4
44
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0,0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0*0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
5
4
80
Pass
0.0001
5
4
80
Pass
0.0001 5 4 80 Pass
0.0001 5 4 80 Pass
Water Quality BMP Flow and Volume for POC 1.
On-line facility volume: 0.0026 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0041 cfs.
Off-line facility target flow: 0.002 cfs.
Adjusted for 15 min: 0.0023 cfs.
Per1nd and Imp1nd Changes
No changes have been made.
This program and accompanying documentation is provided 'as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims 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 and/or the Washington State Department of Ecology 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 or the Washington State Department of Ecology has
been advised of the possibility of such damages.
Developed Condition
Infiltration Trench "13 1"
Impervious Areas
Roof- 2,867 SF (0.0658 Ac.)
Total: 2,867 SF (0.0658 Ac.)
File Edit View Help
1 591 &�l 50 EET R§9 Ei;;T
A
Basin I Mitigated
Subbasin NamelBasin 1 Designate as Bypass for POC:
SUFfdce IntefflOW Groundwater
Flows To [�-rayelTenc� ge� i FGr-avel Trench Bed 1 1 1
....................................... ...........
Area in Basin 14 !Sh w0n1-Y Selected,
.................. . ...................
Available Pervious Available Impervious
0 ROOFTOPS FLAT F0658
erviousTotal Acres Impervious Total Acres
Basin Total 10.0658 Acres
DeselectZero Select By: GO
Love 11-Sa uerla nd & Associates
Stormwater Report
LSA#5436
Echelbarger Investments, LLC
PLN# 2013-0073
October 2014
E3 File Edit View Help X
Facility Name lGravel Trench Bed 1
Outlet 1 Outlet 2 Outlet 3
!Downstream Connection 10 10 10 71
Facility Type G ravel T rench/B ed
Precipitation Applied to Facility QuickTrench
........................................ . ..........................
1E vapoiation Applied to Facflit�..
I ................... ......................
Facility Bott m Elevation (ft) 10
IFacility Dimensions
s,Trench Length Outlet Structure
Riser Height (ft)
Trench Bottom Width �3
Riser Diameter(in) �4
Iffective Total Depth
i
Riser Type
113ottom slope of Trench Flat
Notch Type
�Left Side Slope
�Right Side Slope
Material Layers for
Layer 1 Thickness (ft) 13
Orifice Diameter Height
GMax
!Layer 1 porosity 10.35
Number (in) (Ft)
(cfs)
Layer 2 Thickness (ft) 10
0 , - ---
0
0
Layer 2 porosity 10
2 0 0
!Layer 3 Thickness (ft)
3 0
0
Layer 3 porosity 10
Infiltration YES
Trench Volume at Riser Head (acre-ft) .005
Measured Infiltration Rate (in/hr) 12
Pond Increment 10
!Infiltration Reduction Factor
Show Pond Table 'open Table
!Use Wetted Surface Area (sidewalls) iNO
Total Volume I nfiltrated(acre-ft) 25.051
Total Volume Through Facility(aCFe-ft)
25.052
I otal Volume Through R iser(acte-ft) 0.001
Percent Infiltrated
100
10/30/2014
8:34 AM
Infiltration rate: 2.0 x I =
2.0 in/hr
Depth of trench rock =
3.0'
Porosity =
35%
Percent of runoff Infiltrated =
100%
Required bottom area for a 3' deep rock trench = 27' x 8' = 216 sf
Lovell-Sauerland & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
Ede Edit View Help
Q; Q I a I A % ift
10E
11GE-2
I
Durations
1003 Giayel Trench Bed
Stage Frequency
(fe t)
1003
2 Y:ar
0.5373
5 Year
0.5995:
10 Year
, . 42
25 Year
2.1844
50 Year
2.5931
100 Year
2.9655
Yearly Peaks
1940
0.5129
1941
0.5685
1942
0.9254
1943
0.2208
1944
0.2104
1945
0.7109
10 20 30 40 50 60 70 80 90 99 1946 0.5081
1947 0.6162
Cumulative Probability 1946 0.6213
Flow Requency Watef Quality HydoVaph Welland FkxtuationT' 1949 0.5844
1950 1.8218
Analyze datasets
All DatasetsJ now stage Frec; I_L,,ap
jffC J1
1:51
0 - 1:84
1 52
2.1 11
1953
0.8637
1954
0.2812
1955
0.2057
1956
0.3650
1957
0.1360
1958
0.4739
1959
0.1855
1960
0.3862
1961
0.4708
1962
0.6601
Flood Requency Method
1::3
1432
r. Log Pearsm Type III 17B
1 4
:-6742
WedxA
1965
0.5792
Cunnane
I QAfi
n 91 ng
(7-' Gringorten
10/30/2014 F8 37 AM
x
Lovell-Sauerland & Associates Echelbarger Investments, LLG
Stormwater Report PL.N# 2013-0073
LSA#5436 October 2014
DOE 2005 Volume 1113.3.7 48-hour drawdown analysis
Requirement: 'for an infiltration trench designed for treatment flow purposes, document that the
9 1 St percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within
48 hours'
Step 1:
Calculate the 91st percentile, 24-hour runoff volume with WWHM3:
4W WWHM3 5436 - Trench - B - [AndlySiS]
File Edit View tlelp X
E31 Water Quality
.......................
Run
Analysis
—n-Line BMP
Off -Line 8MP
24 hour Volume
facre feetl
Standard Flow Rate (cfs)
Standard Flow Rate (cfsj
15 Minute Flow Rate
15 Minute Flow (ate
Durations Flow Frequency Wate(Quality Hydrograph Welland Fluctuation
Analyze dallaxets
i Puget East 36 Evap
2 Puget East 36 Precip
A�gwWd flow
801 POC 1 Mitigated flow
1 000 t"el T=ch Bed 1 ALL OUTLETS Mitigated
1001 G a e T nch Bed 1 OUTLET 1 Mitigated
. e
1002 Gf vei Tr ch Bed 1 OUTLET 2 Mitigated
All Datasets Flow, Stage Precip Evap POC 1
Flood Frequency Method
Log Pearson Type III 17B
Weibull
Curnane
Gringoilen
10/30/2014 8:40 AM
Step 2: Calculate the volume drawdown in 48-hours
Volume = trench area x infiltration rate (in/hr) x 48 hr —
= 216 sf x (2.0 in/hr) x (I ft/l 2in) x 48 hr = 1,728cf > 262 cf (0.0060 ac-ft)
<ok>
Lovell-Sauerland & Associates Echelbarger Investments, ILLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
Western Washington Hydrology Model
PROJECT REPORT
Project Name: 5436 - Trench - B
Site Address: 23911 104th Avenue W
city Edmonds
Report Date 10/30/2014
MGS Regoin Puget East
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Version:
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
A B, Forest, Flat .6026
Impervious Land Use Acres
Element Flows To:
Surface Interflow
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
Impervious Land Use Acres
ROOF TOPS FLAT 0.0658
Groundwater
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed 1, Gravel Trench Bed 1,
Name : Gravel Trench Bed 1
Bottom Length: 27ft.
Bottom Width : 8ft.
Trench bottom slope 1: 1.111 To I
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 3
Pour Space of material for first layer
Material thickness of second layer : 0
Pour Space of material for second layer
Material thickness of third layer : 0
Pour Space of material for third layer
Infiltration On
Infiltration rate : 2
Infiltration saftey factor : 1
Discharge Structure
Riser Height: 3 ft.
Riser Diameter: 4 in.
Element Flows To:
Outlet 1 Outlet 2
0.35
11
Gravel
Trench Bed
Hydraulic
Table
Stage(ft)
Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs)
0.000
0.005
0.000
0.000
0.000
0.044
0.005
0.000
0.000
0.010
0.089
0.005
0.000
0.000
0.010
0.133
0.005
0.000
0.000
0.010
0.178
0.005
0.000
0.000
0.010
0.222
0.005
0.000
0.000
0.010
0.267
0.005
0.000
0.000
0.010
0.311
0.005
0.001
0.000
0.010
0.356
0.005
0.001
0.000
0.010
0.400
0.005
0.001
0.000
0.010
0.444
0.005
0.001
0.000
0.010
0.489
0.005
0.001
0.000
0.010
0.533
0.005
0.001
0.000
0.010
0.578
0.005
0.001
0.000
0.010
0.622
0.005
0.001
0.000
0.010
0.667
0.005
0.001
0.000
0.010
0.711
0.005
0.001
0.000
0.010
0.756
0.005
0.001
0.000
0.010
0.800
0.005
0.001
0.000
0.010
0.844
0.005
0.001
0.000
0.010
0.889
0.005
0.002
0.000
0.010
0.933
0.005
0.002
0.000
0.010
0.978
0.005
0.002
0.000
0.010
1.022
0.005
0.002
0.000
0.010
1.067
0.005
0.002
0.000
0.010
1.111
0.005
0.002
0.000
0.010
1.156
0.005
0.002
0.000
0.010
1.200
0.005
0.002
0.000
0.010
1.244
0.005
0.002
0.000
0.010
1.289
0.005
0.002
0.000
0.010
1.333
0.005
0.002
0.000
0.010
1.378
0.005
0.002
0.000
0.010
1.422
0.005
0.002
0.000
0.010
1*111
0*005
0,011
0,100
0*110
1.511
0.005
0.003
0.000
0.010
1.556
0.005
0.003
0.000
0.010
1.600
0.005
0.003
0.000
0.010
1*111
0,005
0,003
0*010
0*010
1.689
0.005
0.003
0.000
0.010
1.733
0.005
0.003
0.000
0.010
1.778
0.005
0.003
0.000
0.010
1,122
0,005
0*103
0*000
0*010
1.867
0.005
0.003
0.000
0.010
1.911
0.005
0.003
0.000
0.010
1.956
0.005
0.003
0.000
0.010
2.000
0.005
0.003
0.000
.0.010
2.044
0.005
0.004
0.000
0.010
2.089
0.005
0.004
0.000
0.010
2.133
0.005
0.004
0.000
0.010
2.178
0.005
0.004
0.000
0.010
2.222
0.005
0.004
0.000
0.010
2.267
0.005
0.004
0.000
0.010
2*311
0,005
0,004
0*000
0*110
2.356
0.005
0.004
0.000
0.010
2.400
0.005
0.004
0.000
0.010
2.444
0.005
0.004
0.000
0.010
2*411
0*005
0,004
0*000
0,010
2.533
0.005
0.004
0.000
0.010
2.578
0.005
0.004
0.000
0.010
2.622
0.005
0.005
0.000
0.010
2.667
0.005
0.005
0.000
0.010
2.711
0.005
0.005
0.000
0.010
2.756
0.005
0.005
0 , 000
0.010
2.800
0.005
0.005
0.000
0.010
2.844
0.005
0.005
0.000
0.010
2.889
0.005
0.005
0.000
0.010
2.933
0.005
0.005
0.000
0.010
2*971
0*005
0*005
0*000
0*010
3.022
0.005
0.005
0.011
0.010
3.067
0.005
0.006
0.056
0.010
3.111
0.005
0.006
0.120
0.010
3*156
0*005
0*001
0*111
0*010
3.200
0.005
0.006
0.290
0.010
3.244
0.005
0.006
0.392
0.010
3.289
0.005
0.007
0.504
0.010
3.333
0.005
0.007
0.625
0.010
3.378
0.005
0.007
0.754
0.010
3.422
0.005
0.007
0.891
0.010
3.467
0.005
0.008
1.035
0.010
3.511
0.005
0.008
1.186
0.010
3.556
0.005
0.008
1.344
0.010
3.600
0.005
0.008
1.509
0.010
3*111
0*005
0*001
1*679
0,010
3.689
0.005
0.009
1.856
0.010
3.733
0.005
0.009
2.039
0.010
3.778
0.005
0.009
2.227
0.010
3,122
0*005
0,009
2,420
0*010
3.867
0.005
0.010
2.619
0.010
3.911
0.005
0.010
2.823
0.010
3.956
0.005
0.010
3.032
0.010
4.000 0.005 0.010 3.246 0.010
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return
Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.000114
5 year
0.000119
10 year
0.000121
25 year
0.000121
50 year
0.000141
100 year
0.000243
Flow Frequency Return
Periods for Mitigated. POC #1
Return Period
Flow(ofs)
2 year
0
5 year
0
10 year
0
25 year
0
50 year
0
100 year
0.001227
Yearly Peaks
for Predeveloped
and Mitigated. POC #1
Year
Predeveloped
Mitigated
1941
0.000
0.000
1942
0.000
0.000
1943
0.000
0.000
1944
0.000
0.000
1945
0.000
0.000
1946
0.000
0.000
1947
0.000
0.000
1948
0.000
0.000
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
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
0.003
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
2010
0.000
0.000
2011
0.000
0.001
2012
0.000
0.000
2013
0.000
0.000
2014
0.000
0.000
2015
0.000
0.000
2016
0.000
0.000
2017
0.000
0.000
2018
0.000
0.000
2019
0.000
0.000
2020
0.000
0.000
2021
0.000
0.000
2022
0.000
0.000
2023
0.000
0.000
2024
0.000
0.000
2025
0.000
0.000
2026
0.000
0.000
2027
0.000
0.000
2028
0.000
0.000
2029
0.000
0.000
2030
0.000
0.000
2031
0.000
0.000
2032
0.000
0.000
2033
0.000
0.000
2034
0.000
0.000
2035
0.000
0.000
2036
0.000
0.000
2037
0.000
0.000
2038
0.000
0.000
2039
0.000
0.000
2040
0.000
0.000
2041
0.000
0.000
2042
0.000
0.000
2043
0.000
0.000
2044
0.000
0.000
2045
0.000
0.000
2046
0.000
0.000
2047
0.000
0.000
2048
0.000
0.000
2049
0.000
0.000
2050
0.000
0.000
2051
0.000
0.000
2052
0.000
0.000
2053
0.000
0.000
2054
0.000
0.000
2055
0.000
0.000
2056
0.000
0.000
2057
0.000
0.000
2058
0.000
0.000
2059
0.000
0.000
2060
0.000
0.000
2061
0.000
0.000
2062
0.000
0.000
2063
0.000
0.000
2064
0.000
0.000
2065
0.000
0.000
2066
0.000
0.000
2067
0.000
0.000
2068
0.000
0.000
2069
0.000
0.000
2070
0.000
0.000
2071
0.000
0.000
2072
0.000
0.000
2073
0.000
0.000
2074
0.000
0.000
2075
0.000
0.000
2076
0.000
0.000
2077
0.000
0.000
2078
0.000
0.000
2079
0.000
0.000
2080
0.000
0.000
2081
0.000
0.000
2082
0.000
0.000
2083
0.000
0.000
2084
0.000
0.000
2085
0.000
0.000
2086
0.000
0.000
2087
0.000
0.000
2088
0.000
0.000
2089
0.000
0.000
2090
0.000
0.000
2091
0.000
0.000
2092
0.000
0.000
2093
0.000
0.000
2094
0.000
0.000
2095
0.000
0.000
2096
0.000
0.000
2097
0.000
0.000
2098
0.000
0.000
Ranked Yearly Peaks for Predeveloped and Mitigated
Rank
Predeveloped
Mitigated
1
0.0003
0.0025
2
0.0002
0.0013
3
0.0002
0.0000
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
0.0001
0.0000
POC # 1
0000*0
TOOO*O
C6
0000*0
1000*0
Z6
0000*0
TOOO*O
T6
0000*0
TOOO*O
06
0000*0
TOOO"O
68
0000*0
TOOO*O
88
0000*0
TOOO*O
L8
0000*0
TOOO*O
98
0000*0
TOOO*O
98
0000*0
TOOO*O
�8
0000*0
TOOO*O
E8
0000*0
TOOO*O
Z8
0000*0
TOOO*O
T8
0000,0
TOOO*O
08
0000*0
TOOO*O
6L
0000*0
TOOO*O
8L
0000,0
TOOO'O
LL
0000*0
TOOO'O
9L
0000*0
TOOO'O
SL
0000*0
TOOO*O
�L
0000*0
TOOO'O
EL
0000*0
TOOO*O
ZL
0000*0
TOOO*O
TL
0000*0
TOOO'O
OL
0000*0
TOOO*O
69
0000*0
TOOO*O
89
0000*0
TOOO*O
L9
0000*0
TOOO*O
99
0000,0
TOOO*O
99
0000*0
TOOO*O
�9
0000*0
TOOO*O
C9
0000,0
TOOO*O
Z9
0000*0
TOOO*O
T9
0000,0
TOOO*O
09
0000*0
TOOO*O
69
0000*0
TOOO*O
es
0000,0
1000*0
LS
0000*0
TOOO'O
9s
0000*0
TOOO'O
ss
0000*0
TOOO*O
�s
0000*0
TOOO*O
Es
0000*0
TOOO'O
zs
0000*0
TOOO*O
TS
0000*0
TOOO'O
09
0000*0
TOOO*O
6�
0000*0
TOOO*O
8�
0000*0
TOOO'O
L�
0000*0
TOOO'O
9�
0000*0
TOOO*O
S�
0000*0
TOOO'O
0000*0
TOOO*O
E�
0000*0
TOOO'O
Z�
0000,0
TOOO*O
T�
0000*0
TOOO*O
0�
0000*0
TOOO*O
6E
0000,0
TOOO*O
ec
0000,0
TOOO*O
LE
94
0.0001
0.0000
95
0.0001
0.0000
96
0.0001
0.0000
97
0.0001
0.0000
98
0.0001
0.0000
99
0.0001
0.0000
100
0.0001
0.0000
101
0.0001
0.0000
102
0.0001
0.0000
103
0.0001
0.0000
104
0.0001
0.0000
105
0.0001
0.0000
106
0.0001
0.0000
107
0.0001
0.0000
108
0.0001
0.0000
109
0.0001
0.0000
110
0.0001
0.0000
ill
0.0001
0.0000
112
0.0001
0.0000
113
0.0001
0.0000
114
0.0001
0.0000
115
0.0001
0.0000
116
0.0001
0.0000
117
0.0001
0.0000
118
0.0001
0.0000
119
0.0001
0.0000
120
0.0001
0.0000
121
0.0001
0.0000
122
0.0001
0.0000
123
0.0001
0.0000
124
0.0001
0.0000
125
0.0001
0.0000
126
0.0001
0.0000
127
0.0001
0.0000
128
0.0001
0.0000
129
0.0001
0.0000
130
0.0001
0.0000
131
0.0001
0.0000
132
0.0001
0.0000
133
0.0001
0.0000
134
0.0001
0.0000
135
0.0001
0.0000
136
0.0001
0.0000
137
0.0001
0.0000
138
0.0001
0.0000
139
0.0001
0.0000
140
0.0001
0.0000
141
0.0001
0.0000
142
0.0001
0.0000
143
0.0001
0.0000
144
0.0001
0.0000
145
0.0001
0.0000
146
0.0001
0.0000
147
0.0001
0.0000
148
0.0001
0.0000
149
0.0001
0.0000
150
0.0001
0.0000
151
0.0001
0.0000
152
0.0001
0.0000
153
0.0001
0.0000
154
0.0001
0.0000
155
0.0001
0.0000
156
0.0001
0.0000
157
0.0001
0.0000
158
0.0000
0.0000
POC # 1
The Facility PASSED
The Facility PASSED.
Flow(CFS)
Predev
Dev
Percentage Pass/Fail
0.0001
3227
4
0
Pass
0.0001
3140
4
0
Pass
0.0001
3050
4
0
Pass
0.0001
2953
4
0
Pass
0.0001
2864
4
0
Pass
0.0001
2794
4
0
Pass
0.0001
2735
4
0
Pass
0.0001
2662
4
0
Pass
0.0001
2589
4
0
Pass
0.0001
2500
4
0
Pass
0.0001
2407
4
0
Pass
0.0001
2334
4
0
Pass
0.0001
2273
4
0
Pass
0.0001
2202
4
0
Pass
0.0001
2153
4
0
Pass
0.0001
2082
4
0
Pass
0.0001
2029
4
0
Pass
0.0001
1955
4
0
Pass
0.0001
1908
4
0
Pass
0.0001
1851
4
0
Pass
0.0001
1790
4
0
Pass
0.0001
1721
4
0
Pass
0,0001
1612
4
0
Pass
0.0001
1638
4
0
Pass
0.0001
1585
4
0
Pass
0.0001
1538
4
0
Pass
0.0001
1485
4
0
Pass
0.0001
1440
4
0
Pass
0.0001
1400
4
0
Pass
0.0001
1343
4
0
Pass
0.0001
1307
4
0
Pass
0.0001
1270
4
0
Pass
0.0001
1231
4
0
Pass
0.0001
1181
4
0
Pass
0.0001
1138
4
0
Pass
0.0001
1100
4
0
Pass
0.0001
1048
4
0
Pass
0.0001
1015
4
0
Pass
0.0001
980
4
0
Pass
0.0001
952
4
0
Pass
0.0001
923
4
0
Pass
0.0001
898
4
0
Pass
0.0001
858
4
0
Pass
0.0001
819
4
0
Pass
0.0001
777
4
0
Pass
0.0001
760
4
0
Pass
0.0001
714
4
0
Pass
0.0001
678
4
0
Pass
0.0001
649
4
0
Pass
0,0001
622
4
0
Pass
0.0001
597
4
0
Pass
0.0001
570
4
0
Pass
0.0001
544
4
0
Pass
0.0001
516
4
0
Pass
0.0001
487
4
0
Pass
0.0001
464
4
0
Pass
0.0001
443
4
0
Pass
0.0001
417
4
0
Pass
0.0001
386
4
1
Pass
0.0001
367
4
1
Pass
0.0001
347
4
1
Pass
0.0001
320
4
1
Pass
0.0001
303
4
1
Pass
0.0001
285
4
1
Pass
0,0001
264
4
1
Pass
0.0001
244
4
1
Pass
0.0001
210
4
1
Pass
0.0001
183
4
2
Pass
0.0001
160
4
2
Pass
0.0001
131
4
3
Pass
0.0001
109
4
3
Pass
0.0001
87
4
4
Pass
0.0001
76
4
5
Pass
0.0001
59
4
6
Pass
0.0001
41
4
9
Pass
0.0001
27
4
14
Pass
0.0001
9
4
44
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0*0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0*0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
5
4
80
Pass
0.0001
5
4
80
Pass
0.0001 5 4 80 Pass
0.0001 5 4 80 Pass
Water Quality BMP Flow and Volume for POC 1.
On-line facility volume: 0.006 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0094 cfs.
Off-line facility target flow: 0.0047 cfs.
Adjusted for 15 min: 0.0053 cfs.
Per1nd and Imp1nd Changes
No changes have been made.
This program and accompanying documentation is provided 'as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims 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 and/or the Washington State Department of Ecology 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 or the Washington State Department of Ecology has
been advised of the possibility of such damages.
Developed Condition
Infiltration Trench "C"
Impervious Areas
Driveway: 1,196 SF (0.0275 Ac.)
Porch: 120 SF (0.0028 Ac.)
Total: 1,316 SF (0.0303 Ac.)
File Edit View Help
.�.L111MMM1111
Subbasin Name]Basin 1 Designate as Bypass for POC:
SUFface Intefflow Giroundwatw
Flows To: FG—Favel Trench Bed 1 FG—rayel Trench Bed 1
Area in Basin !§�Wb'n-ly--'S' e-ie-c-t e d-1
I ......... .............................
Available Pervious Available Impervious
V DRIVEWAYS FLAT FO-2-75----]
v SIDEWALK 1.0028 1
PerviousTotal Acres Impervious Total Acres
Basin Total 10.0303 � Acres
DeselectZero Select By:; GO
Love II-S a uerland & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
0
M Eile Edit View Help
77
F*7 [0 2 171T` �7
lFacility Name Fravell Tren�h- Bed 1
Outlet 1 Outlet 2
Outlet 3
Pownstrearn Connection 10 10
10
facility Type JGFavel TrenchiBed
Precipitation Applied to Facility QuickTrench
Facility Bottom Elevation (ft) 10
lFacility Dimensions
I Outlet Structure
jrench Length
Riser Height (ft) �3
Trench Bottom Width 14
Riser Diameter(in)
!Effective Total Depth �4
4
Riser Type
'Bottom slope of Trench flat
10.001
Feft
Side Slope Notch Type
R ight S ide S lope
�Material Layers for
il-ayer 1 Thickness (ft)
Orifice Diameter Height
Wax
�Layer 1 porosity 0.35 Number (In) (Ft)
(cfs)
2 Thickness (ft) 1 :0 J:
1 i 1 0
0
I;Layer
--
!Layer 2 porosity 10 i
? 1 2 io 0
�1ayer
0
'Layer 3 Thickness (ft)
i 3 'o '0
0
3 porosity
Trench Volume at Riser Head (acre-ft)
1 n1i Itrati o n YES
.003
- Pond Increment i0.10
Nea=ed Infiltration Rate (in/hr) �2
ilnfiltration Reduction Factor 1 Show Pond Table ��Open Table
,Use Wetted Surface Area (sidewalls) �NO
jotal Volume Infiltrated(acre-ft) 11.457 Total Volume Through Facility(acre-ft) 11.457
T otal Volume T hFough R iser(acre-ft) 0 Percent Infiltrated
100
1013012014
8: 57 AM
Infiltration rate: 2.0 x I = 2.0 in/hr
Depth of trench rock = 3.0'
Porosity = 35%
Percent of runoff Infiltrated = 100%
Required bottom area for a 3' deep rock trench = 26' x 4' = 104 sf
Lovell-Sauerland & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
M Efle Edt ftw Help
D Go 9 1 A I A %C=
r0m M
in
10E
I
61 x
- 0
1003 Gravel Trench Bed
Stage Frequency
(feet)
1003
2 Year =
0.4 793
5 Year =
0.9405
10 Year —
1.4277
25 Year =
2.0217
50 Year =
2.3092
100 Year =
2.6028
Yearly Peaks
1:40
0*400:
1 41L
0 .523
1942
0.8118
1943
0.1797
1944
0.1823
1945
0.6146
1
10 20 30 40 50 60 70
80 90 99
1946
0.4138
Cumulative Probability
1947
0.5579
1948
0.7129
1949
0.5198
Durations
Flow Frequency Water Quality
Hydrograph Wetland Fluctua=to.
1950
1.7111
1:51
14:4
Anallyze dallasets
:-01
1 52
8
1953
0.7946
1954
0.2582
1955
0.1802
1956
0.3386
1957
0.1199
1958
0.4225
1959
0.1477
1960
0.3460
AD Datasels Flow
stage [Precip j.Lvyj_E2C ij
1961
0.4196
1962
0.6209
Flood Frequency Method
11::3
0.1269
Log Pearson Type III 17B
1 4
0 .5927
Weibull
1965
0.5225
r� Cunnane
4' Gringorten
Lovell-Sauerland & Associates
Stormwater Report
LSA#5436
9:OOAM
Echelbarger Investments, LLC
PLN# 2013-0073
October 2014
V
DOE 2005 Volume 1113.3.7 48-hour drawdown analysis
Requirement: 'for an infiltration trench designed for treatment flow purposes, document that the
gist percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within
48 hours'
Step I :
Calculate the 9 1 st percentile, 24-hour runoff volume with WWHM3:
Ejle Edit View Help
----- - ----
Water Quality
Run
Analysis
n- ' OMP
Off -Line OMP
24 hour Volume
facre—t.
Standard Flow Rate (cfs) F0.-0-0Ji'--]
Standard Flow Rate (cfs)
15 Minute Flow Rate
15 Minute Flow rate
Duration� Flow Frequency Water Quality Hydrograph Weiland Fluctuation
Analyze dallasets
1 Puget East 36 Evap
2 Puget East 36 Precip
ve
gd flow
�.z E".�
801 PO C 1 Mitigated flow
1000 Gi:ve 1 T:erch Bed 1 ALL OUTLETS Mitigated
001 G , ve T ench Bed 1 OUTLET 1 Mkigated
1002 Giavel Tiench Bed 1 OUTLET 2 Mitigated
All Dalasets Flow Stage, Precip Evap POC1
Flood Frequency Method
Log Pearson Type III 17B
Weibull
Cunnane
Gringorten
10/30/2014 H3AM
Step 2: Calculate the volume drawdown in 48-hours
Volume = trench area x infiltration rate (in/hr) x 48 hr —
= 104 sf x (2.0 in/hr) x (I ft/l 2in) x 48 hr = 832 cf > 118 cf (0.0027 ac-ft)
<ok>
Love] I-Sa ueria nd & Associates Echelbarger Investments, LLC
Stormwater Report PL.N# 2013-0073
LSA#5436 October 2014
Western Washington Hydrology Model
PROJECT REPORT
Project Name: 5436 - Trench - C
Site Address: 23911 104th Avenue W
city : Edmonds
Report Date : 10/30/2014
MGS Regoin : Puget East
Data Start : 1939/10/1
Data End : 2097/08/31
DOT Data Number: 03
WWHM3 Version:
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
A B, Forest, Flat .6026
Impervious Land Use Acres
Element Flows To:
Surface Interflow
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
Impervious Land Use Acres
DRIVEWAYS FLAT 0.0275
SIDEWALKS FLAT 0.0028
Groundwater
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed 1, Gravel Trench Bed 1,
Name : Gravel Trench Bed 1
Bottom Length: 26ft.
Bottom Width : 4ft.
Trench bottom slope 1: 0.001 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 3
Pour Space of material for first layer
Material thickness of second layer : 0
Pour Space of material for second layer
Material thickness of third layer : 0
Pour Space of material for third layer
Infiltration On
Infiltration rate : 2
Infiltration saftey factor : 1
Discharge Structure
Riser Height: 3 ft.
Riser Diameter: 4 in.
Element Flows To:
Outlet 1 Outlet 2
0.35
AI
13
Gravel
Trench Bed Hydraulic
Table
Stage(ft)
Area(acr) Volume(acr-ft)
Dschrg(cfs) Infilt(cfs)
0.000
0.002
0.000
0.000
0.000
0.044
0.002
0.000
0.000
0.005
0,019
0*002
0*000
0*000
0*005
0.133
0.002
0.000
0.000
0.005
0.178
0.002
0.000
0.000
0.005
0.222
0.002
0.000
0.000
0.005
0*267
0*002
0*000
0*000
0*005
0.311
0.002
0.000
0.000
0.005
0.356
0.002
0.000
0.000
0.005
0.400
0.002
0.000
0.000
0.005
0.444
0.002
0.000
0.000
0.005
0.489
0.002
0.000
0.000
0.005
0.533
0.002
0.000
0.000
0.005
0.578
0.002
0.000
0.000
0.005
0.622
0.002
0.001
0.000
0.005
0.667
0.002
0.001
0.000
0.005
0.711
0.002
0.001
0.000
0.005
0*756
0*002
0*001
0*000
0*005
0.800
0.002
0.001
0.000
0.005
0.844
0.002
0.001
0.000
0.005
0.889
0.002
0.001
0.000
0.005
0.933
0.002
0.001
0.000
0.005
0.978
0.002
0.001
0.000
0.005
1.022
0.002
0.001
0.000
0.005
1.067
0.002
0.001
0.000
0.005
1.111
0.002
0.001
0.000
0.005
1.156
0.002
0.001
0.000
0.005
1.200
0.002
0.001
0.000
0.005
1.244
0.002
0.001
0.000
0.005
1.289
0.002
0.001
0.000
0.005
1.333
0.002
0.001
0.000
0.005
1.378
0.002
0.001
0.000
0.005
1.422
0.002
0.001
0.000
0.005
1.467
0.002
0.001
0.000
0.005
1.511
0.002
0.001
0.000
0.005
1.556
0.002
0.001
0.000
0.005
1.600
0.002
0.001
0.000
0.005
1.644
0.002
0.001
0.000
0.005
1.689
0.002
0.001
0.000
0.005
1.733
0.002
0.001
0.000
0.005
1.778
0.002
0.001
0.000
0.005
1.822
0.002
0.002
0.000
0.005
1.867
0.002
0.002
0.000
0.005
1.911
0.002
0.002
0.000
0.005
1.956
0.002
0.002
0.000
0.005
2.000
0.002
0.002
0.000
0.005
2.044
0.002
0.002
0.000
0.005
2.089
0.002
0.002
0.000
0.005
2.133
0.002
0.002
0.000
0.005
2.178
0.002
0.002
0.000
0.005
2.222
0.002
0.002
0.000
0.005
2.267
0.002
0.002
0.000
0.005
2.311
0.002
0.002
0.000
0.005
2.356
0.002
0.002
0.000
0.005
2.400
0.002
0.002
0.000
0.005
2.444
0.002
0.002
0.000
0.005
2.489
0.002
0.002
0.000
0.005
2.533
0.002
0.002
0.000
0.005
2.578
0.002
0.002
0.000
0.005
2.622
0.002
0.002
0.000
0.005
2.667
0.002
0.002
0.000
O.Oos
2.711
0.002
0.002
0.000
0.005
2.756
0.002
0.002
0.000
0.005
2.800
0.002
0.002
0.000
0.005
2.844
0.002
0.002
0.000
0.005
2.889
0.002
0.002
0.000
0.005
2.933
0.002
0.002
0.000
0.005
2.978
0.002
0.002
0.000
0.005
3.022
0.002
0.003
0.011
0.005
3.067
0.002
0.003
0.056
0.005
3.111
0.002
0.003
0.120
0.005
3.156
0.002
0.003
0.199
0.005
3.200
0.002
0.003
0.290
0.005
3.244
0.002
0.003
0.392
0.005
3.289
0.002
0.003
0.504
0.005
3.333
0.002
0.003
0.625
0.005
3.378
0.002
0.003
0.754
0.005
3.422
0.002
0.004
0.891
0.005
3.467
0.002
0.004
1.035
0.005
3.511
0.002
0.004
1.186
0.005
3.556
0.002
0.004
1.344
0.005
3.600
0.002
0.004
1.509
0.005
3.644
0.002
0.004
1.679
0.005
3.689
0.002
0.004
1.856
0.005
3.733
0.002
0.004
2.039
0.005
3.778
0.002
0.004
2.227
0.005
3.822
0.002
0.005
2.420
0.005
3.867
0.002
0.005
2.619
0.005
3.911
0.002
0.005
2.823
0.005
3.956 0.002 0.005 3.032 0.005
4.000 0.002 0.005 3.246 0.005
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.000114
5 year
0.000119
10 year
0.000121
25 year
0.000121
50 year
0.000141
100 year
0.000243
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
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1941
0.000
0.000
1942
0.000
0.000
1943
0.000
0.000
1944
0.000
0.000
1945
0.000
0.000
1946
0.000
0.000
1947
0.000
0.000
1948
0.000
0.000
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
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
1,90
"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
2010
0.000
0.000
2011
0.000
0.000
2012
0.000
0.000
2013
0.000
0.000
2014
0.000
0.000
2015
0.000
0.000
2016
0.000
0.000
2017
0.000
0.000
2018
0.000
0.000
2019
0.000
0.000
2020
0*000
0*000
2021
0.000
0.000
2022
0.000
0.000
2023
0.000
0.000
2024
0.000
0.000
2025
0.000
0.000
2026
0.000
0.000
2027
0.000
0.000
2021
0,000
0,000
2029
0.000
0.000
2030
0.000
0.000
2031
0.000
0.000
2032
0*000
0,100
2033
0.000
0.000
2034
0.000
0.000
2035
0.000
0.000
2036
0*000
0*000
2037
0.000
0.000
2038
0.000
0.000
2039
0.000
0.000
2040
0.000
0.000
2041
0.000
0.000
2042
0.000
0.000
2043
0,000
0,000
2044
0.000
0.000
2045
0.000
0.000
2046
0.000
0.000
2047
0.000
0.000
2048
0.000
0.000
2049
0.000
0.000
2050
0.000
0.000
2051
0*000
0*000
2052
0.000
0.000
2053
0.000
0.000
2054
0.000
0.000
2055
0.000
0.000
2056
0.000
0.000
2057
0.000
0.000
2058
0.000
0.000
2059
0.000
0.000
2060
0.000
0.000
2061
0.000
0.000
2062
0*000
0,000
2063
0.000
0.000
2064
0.000
0.000
2065
0.000
0.000
2066
0,000
0,000
2067
0.000
0.000
2068
0.000
0.000
2069
0.000
0.000
2070
0.000
0.000
2071
0.000
0.000
2072
0.000
0.000
2073
0.000
0.000
2074
0.000
0.000
2075
0.000
0.000
2076
0.000
0.000
2077
0.000
0.000
2078
0.000
0.000
2079
0.000
0.000
2080
0.000
0.000
2081
0.000
0.000
2082
0.000
0.000
2083
0.000
0.000
2084
0.000
0.000
2085
0.000
0.000
2086
0.000
0.000
2087
0.000
0.000
2088
0.000
0.000
2089
0.000
O.bOO
2090
0.000
0.000
2091
0.000
0.000
2092
0.000
0.000
2093
0*000
0*100
2094
0.000
0.000
2095
0.000
0.000
2096
0.000
0.000
2097
.0.000
0.000
2098
0.000
0.000
Ranked
Yearly Peaks for
Predeveloped and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1
0.0003
0.0002
2
1*0002
0.0000
3
0.0002
0.0000
4
0.0001
0.0000
5
0.0001
0.0000
00*00000011
0.0000
7
0.0001
0.0000
8'
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
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
0.0001
0.0000
93
0.0001
0.0000
94
0.0001
0.0000
95
0.0001
0.0000
96
0.0001
0.0000
97
0.0001
0.0000
98
0.0001
0.0000
99
0.0001
0.0000
100
0.0001
0.0000
101
0.0001
0.0000
102
0.0001
0.0000
103
0.0001
0.0000
104
0.0001
0.0000
105
0.0001
0.0000
106
0.0001
0.0000
107
0.0001
0.0000
108
0.0001
0.0000
109
0.0001
0.0000
110
0.0001
0.0000
ill
0.0001
0.0000
112
0.0001
0.0000
113
0.0001
0.0000
114
0.0001
0.0000
115
0.0001
0.0000
116
0.0001
0.0000
117
0.0001
0.0000
118
0.0001
0.0000
119
0.0001
0.0000
120
0.0001
0.0000
121
0.0001
0.0000
122
0.0001
0.0000
123
0.0001
0.0000
124
0.0001
0.0000
125
0.0001
0.0000
126
0.0001
0.0000
127
0.0001
0.0000
128
0.0001
0.0000
129
0.0001
0.0000
130
0.0001
0.0000
131
0.0001
0.0000
132
0.0001
0.0000
133
0.0001
0.0000
134
0.0001
0.0000
135
0.0001
0.0000
136
0.0001
0.0000
137
0.0001
0.0000
138
0.0001
0.0000
139
0.0001
0.0000
140
0.0001
0.0000
141
0.0001
0.0000
142
0.0001
0.0000
143
0.0001
0.0000
144
0.0001
0.0000
145
0.0001
0.0000
146
0.0001
0.0000
147
0.0001
0.0,000
148
0.0001
0.0000
149
0.0001
0.0000
150
0.0001
0.0000
151
0.0001
0.0000
152
0.0001
0.0000
153
0.0001
0.0000
154
0.0001
0.0000
155
0.0001
0.0000
156
0.0001
0.0000
157
0.0001
0.0000
158
0.0000
0.0000
POC # 1
The Facility PASSED
The Facility PASSED.
Flow(CFS)
Predev
Dev
Percentage Pass/Fail
0.0001
3227
2
0
Pass
0.0001
3140
2
0
Pass
0.0001
3050
2
0
Pass
0.0001
2953
2
0
Pass
0.0001
2864
2
0
Pass
0.0001
2794
2
0
Pass
0.0001
2735
2
0
Pass
0.0001
2662
2
0
Pass
0.0001
2589
2
0
Pass
0.0001
2500
2
0
Pass
0.0001
2407
2
0
Pass
0.0001
2334
2
0
Pass
0.0001
2273
2
0
Pass
0.0001
2202
2
0
Pass
0.0001
2153
2
0
Pass
0.0001
2082
2
0
Pass
0.0001
2029
2
0
Pass
0.0001
1955
2
0
Pass
0.0001
1908
2
0
Pass
0.0001
1851
2
0
Pass
0.0001
1790
2
0
Pass
0.0001
1721
2
0
Pass
0.0001
1682
2
0
Pass
0.0001
1638
2
0
Pass
0.0001
1585
2
0
Pass
0.0001
1538
2
0
Pass
0.0001
1485
2
0
Pass
0.0001
1440
2
0
Pass
0.0001
1400
2
0
Pass
0.0001
1343
2
0
Pass
0.0001
1307
2
0
Pass
0.0001
1270
2
0
Pass
0.0001
1231
2
0
Pass
0.0001
1181
2
0
Pass
0.0001
1138
2
0
Pass
0.0001
1100
2
0
Pass
0.0001
1048
2
0
Pass
0.0001
1015
2
0
Pass
0.0001
980
2
0
Pass
0.0001
952
2
0
Pass
0.0001
923
2
0
Pass
0.0001
898
2
0
Pass
0.0001
858
2
0
Pass
0.0001
819
2
0
Pass
0.0001
777
2
0
Pass
0.0001
760
2
0
Pass
0.0001
714
2
0
Pass
0.0001
678
2
0
Pass
0.0001
649
2
0
Pass
0.0001
622
2
0
Pass
0.0001
597
2
0
Pass
0.0001
570
2
0
Pass
0.0001
544
2
0
Pass
0.0001
516
2
0
Pass
0.0001
487
2
0
Pass
0.0001
464
2
0
Pass
0.0001
443
2
0
Pass
0.0001
417
2
0
Pass
0.0001
386
2
0
Pass
0.0001
367
2
0
Pass
0.0001
347
2
0
Pass
0.0001
320
2
0
Pass
0.0001
303
2
0
Pass
0.0001
285
2
0
Pass
0.0001
264
2
0
Pass
0.0001
244
2
0
Pass
0.0001
210
2
0
Pass
0.0001
183
2
1
Pass
0.0001
160
2
1
Pass
0.0001
131
2
1
Pass
0.0001
109
2
1
Pass
0.0001
87
2
2
Pass
0.0001
76
2
2
Pass
0.0001
59
2
3
Pass
0.0001
41
2
4
Pass
0.0001
27
2
7
Pass
0.0001
9
2
22
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6'
2
33
Pass
0.0001
6
2
33
Pass
0.0001
6
2
33
Pass
0.0001
5
2
40
Pass
0.0001 5 2 40 Pass
0.0001 5 2 40 Pass
0.0001 5 2 40 Pass
Water Quality EMP Flow and Volume for POC 1.
On-line facility volume: 0.0027 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0043 cfs.
Off-line facility target flow: 0.0021 cfs.
Adjusted for 15 min: 0.0024 cfs.
Per1nd and Imp1nd Changes
No changes have been made.
This program and accompanying documentation is provided 'as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims 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 and/or the Washington State Department of Ecology 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 or the Washington State Department of Ecology has
been advised of the possibility of such damages.
Developed Condition
Infiltration Trench ^^D,
Impervious Areas
Roof- 2,7008P (0.0640Ac)
[nnc.Pod: 143SF (0.0033/kc)
File Edit View Help
�
Area in Basin
Available Pervious Available Impervious
v ROOFTOPS FLAT 1.064
— SIDEWALKS L0033
���__--_�
PvrviousTmal Acres I mpefvious Total Acres
DeselectZero Select By: GO
Lvvo/l-aouemanmmAssociates sohowamm|nveoonoms, LLc
umnnwam,nepurt pLw#un1n*oro
M Eile Edit View Help x
Facility Name lGravel Trench Bed 1
Outlet 1 Outlet 2 Outlet 3
,Downstream Connection 10 10
10
lFacility Type FG ravel TrenchiBed
if Precipitation Applied to Facility QuickTrench
................................................................... ... .
,�yap 9.�ppfied to FacilitY..
............. i ..........
Facility Bottom Elevation (ft) FT
Facility Dimensions
'Trench Length Outlet Structure
1 Trench Bottom Width Riser Height (ft)
14
Riser Diameter(in)
jEffective Total Depth 4
Riser Type Flat
lBottom slope of Trench 10.001
i Notch Type
ji-eft Side Slope 10
I R ight S ide S lope 10
Material Layers for
�Layer 1 Thickness (ft)
Layer 1 porosity
iLayer 2 Thickness (ft)
i
Layer 2 porosity
1ayer 3 Thickness (ft)
fLayer 3 porosity
Infiltration �YES
jMeasured Infiltration Rate (in/hr) i2
!Infiltration Reduction Factor
iUse Wetted Surface Area (sidewalls) "NO
'Total Volume lnfiltiated(acre-ft) 25.626
'Jotal Volume Through Riser(acre-ft) 0.001
Orifice Diameter Height QMax
Number (In) (Ft) (cfs)
!0
0
2 o 0 0
3 �0 0
0
Trench Volume at Riser Head [aCFe-ft) .005
Pond Increment 0.10
Show Pond Table �Open Table
Total Volume Through Facility(acre-ft) 25.627
Percent Infiltrated 100
10/30/2014 9:10 AM
Infiltration rate: 2.0 x I = 2.0 in/hr
Depth of trench rock = 3.0'
Porosity = 35%
Percent of runoff Infiltrated = 100%
Required bottom area for a 3' deep rock trench = 54' x 4' = 216 sf
Use 2 - 27' x 4' trenches
Love II-Sa uerland & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
ME* Kdit yiew &Ip C"31 x
D 2;61101 x Gbift
W No i-al F: 7i- 11 41
1003 Gravel Tierch Bed I
stage Frequency
10E I o
(feet)
1003
2 Year =
0.5710
5 Year -
1.0252
10 Year =
1.6199
25 Year -
2.3524
10E 0
50 Year =
2.7394
100 Year =
2.9792
Yearly Peaks
1:40
0.5301
10E-1
00
1 4 1.
0.592 1
1942
0.9646
1943
0.2420
1944
0.2315
10E4
1945
0.7703
1
10 20 30 40 50 60
70 80 90 99
1946
0.5578
1947
0.6466
Cumulative Probability
1948
0.8776
1949
0.6249
Durations
Flow Frequency Water Quality Hychograph WettardFluctuation
1950
1.8797
1:51
0,200:30
An*ze datasets
1 52
2 .2
1953
0.8998
1954
0.2930
1955
0.2176
1956
0.3788
1957
0.1444
1958
0.5012
1959
0.2061
1960
0.4113
AD Datasetsj Flow
Stage �Ey�ap POC 1
IL961L
0. 4981
1962
0.6806
Flood Frequency Method
1963
0.1518
,(7 Log Pearson Type III 17B
1964
0.7168
r Webull
1965
0.6088
CL CUMane
jqgg
n 99%7
(-' Gi�gorten
10/30/2014 19:12 AM
Love II-Sa uerla nd & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
DOE 2005 Volume 1113.3.7 48-hour drawdown analysis
Requirement: 'for an infiltration trench designed for treatment flow purposes, document that the
9 1 St percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within
48 hours'
Step 1:
Calculate the 91st percentile, 24-hour runoff volume with WWHM3:
WWHM3 5436 - Trench - D - [Andlysis]
Eke -�dit View - tielp
Q� 61 a
Hi � it Vi w
Y
WatCF Quallitty
. .. .... ... .
Run
j. Anal
BMP
Off -Line BMP
—n-Lkw
24 hour Volume
(acre feet)
Standard Flow Rate (cfs)
Standard Flow Rate (cfs)
15 Minute Flow Rate
15 Minute Flow rate
Durations Flow Frequency Water Quality Hydrogiaph Weiland Fluctuatton
An*ze dallasets
1 -Pugiet East -3-6 E vap
2 Puget East 36 Pfecip
501 P
mg. .&Aedeveloped flow
�Rlmwrflj
801 POC 1 Mitigated flow
1000 Gravel Tr:nch Bed 1 ALL OUTLETS Mitigated
1 001 G ravel T , nch Bed 1 OUTLET 1 Mitigated
1002 Gravel Trench Bed 1 OUTLET 2 Mitigated
All D atasets Flow S iage Precip i E vap PO C 1
Flood Frequency Method
Log Pearson Type III 17B
Weibull
Cunnane
Giingorten
10130/2014 9 15 AM
Step 2: Calculate the volume drawdown in 48-hours
Volume = trench area x infiltration rate (in/hr) x 48 hr —
= 216 sf x (2.0 in/hr) x (I ft/l 2in) x 48 hr = 1,728 cf > 266 cf (0.0061 ac-ft)
<ok>
Lovell-Saueriand & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
Western Washington Hydrology Model
PROJECT REPORT
Project Name: 5436 - Trench - D
Site Address: 23911 104th Avenue W
city Edmonds
Report,Date 10/30/2014
MGS Regoin Puget East
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Version:
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
A B, Forest, Flat .6026
Impervious Land Use Acres
Element Flows To:
Surface Interflow
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
Impervious Land Use Acres
ROOF TOPS FLAT 0.064
SIDEWALKS FLAT 0.0033
Groundwater
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed 1, Gravel Trench Bed 1,
Name : Gravel Trench Bed 1
Bottom Length: 54ft.
Bottom Width : 111t*
Trench bottom slope 1: 0.001 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 3
Pour Space of material for first layer
Material thickness of second layer : 0
Pour Space of material for second layer
Material thickness of third layer : 0
Pour Space of material for third layer
Infiltration On
Infiltration rate : 2
nfiltration saftey factor : 1
Discharge Structure
Riiser Height: 3 ft.
Riser Diameter: Cin.
Element Flows To:
Outlet 1 Outlet 2
0.35
I
Gravel
Trench Bed Hydraulic
Table
Stage(ft)
Area(acr) Volume(acr-ft)
Dschrg(cfs) Infilt(cfs)
0.000
0.005
0.000
0.000
0.000
0.044
0.005
0.000
0.000
0.010
0,019
0*005
0*000
0,000
0*010
'0.133
0.005
0.000
0.000
0.010
0.178
0.005
0.000
0.000
0.010
0.222
0.005
0.000
0.000
0.010
0*217
0,005
0*000
0,000
0,010
0.311
0.005
0.001
0.000
0.010
0.356
0.005
0.001
0.000
0.010
0.400
0.005
0.001
0.000
0.010
0.444
0.005
0.001
0.000
0.010
0.489
0.005
0.001
0.000
0.010
0.533
0.005
0.001
0.000
0.010
0.578
0.005
0.001
0.000
0.010
0.622
0.005
0.001
0.000
0.010
0.667
0.005
0.001
0.000
0.010
0.711
0.005
0.001
0.000
0.010
0.756
0.005
0.001
0.000
0.010
0.800
0.005
0.001
0.000
0.010
0.844
0.005
0.001
0.000
0.010
0.889
0.005
0.002
0.000
0.010
0*133
0,005
0*002
0.000
0.010
0.978
0.005
0.002
0.000
0.010
1.022
0.005
0.002
0.000
0.010
1.067
0.005
0.002
0.000
0.010
1.111
0.005
0.002
0.000
0.010
1.156
0.005
0.002
0.000
0.010
1.200
0.005
0.002
0.000
0.010
1.244
0.005
0.002
0.000
0.010
1.289
0.005
0.002
0.000
0.010
1.333
0.005
0.002
0.000
0.010
1.378
0.005
0.002
0.000
0.010
1.422
0.005
0.002
0.000
0.010
1.467
0.005
0.003
0.000
0.010
1.511
0.005
0.003
0.000
0.010
1.556
0.005
0.003
0.000
0.010
1.600
0.005
0.003
0.000
0.010
1.644
0.005
0.003
0.000
0.010
1.689
0.005
0.003
0.000
0.010
1.733
0.005
0.003
0.000
0.010
1.778
0.005
0.003
0.000
0.010
1.822
0.005
0.003
0.000
0.010
1.867
0.005
.0.003
0.000
0.010
1.911
0.005
0.003
0.000
0.010
1.956
0.005
0.003
0.000
0.010
2.000
0.005
0.003
0.000
0.010
2.044
0.005
0.004
0.000
0.010
2.089
0.005
0.004
0.000
0.010
2.133
0.005
0.004
0.000
0.010
2.178
0.005
0.004
0.000
0.010
2.222
0.005
0.004
0.000
0.010
2.267
0.005
0.004
0.000
0.010
2.311
0.005
0.004
0.000
0.010
2.356
0.005
0.004
0.000
0.010
2.400
0.005
0.004
0.000
0.010
2*444
0*005
0*004
0*000
0*010
2.489
0.005
0.004
0.000
0.010
2.533
0.005
0.004
0.000
0.010
2.578
0.005
0.004
0.000
0.010
2.622
0.005
0.005
0.000
0.010
2.667
0.005
0.005
0.000
0.010
2.711
0.005
0.005
0.000
0.010
2.756
0.005
0.005
0.000
0.010
2.800
0.005
0.005
0.000
0.010
2.844
0.005
0.005
0.000
0.010
2.889
0.005
0.005
0.000
0.010
2.933
0.005
0.005
0.000
0.010
2.978
0.005
0.005
0.000
0.010
3.022
0.005
0.005
0.011
0.010
3.067
0.005
0.006
0.056
0.010
3*111
0,005
1*001
0*120
0*010
3.156
0.005
0.006
0.199
0.010
3.200
0.005
0.006
0.290
0.010
3.244
0.005
0.006
0.392
0.010
3,219
0*005
0*007
0.504
0.010
3.333
0.005
0.007
0.625
0.010
3.378
0.005
0.007
0.754
0.010
3.422
0.005
0.007
0.891
0.010
3.467
0.005
0.008
1.035
0.010
3.511
0.005
0.008
1.186
0.010
3.556
0.005
0.008
1.344
0.010
3.600
o.ob5
0.008
1.509
0.010
3.644
0.005
0.008
1.679
0.010
3.689
0.005
0.009
1.856
0.010
3.733
0.005
0.009
2.039
0.010
3*771
0*005
0*001
2*227
0*010
3.822
0.005
0.009
2.420
0.010
3.867
0.005
0.010
2.619
0.010
3.911
0.005
0.010
2.823
0.010
3.956 0.005 0.010 3.032 0.010
4.000 0.005 0.010 3.246 0.010
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.000113
5 year
0.000129
10 year
0.000137
25 year
0.000144
50 year
0.000149
100 year
0.000153
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
0.001154
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1941
0.000
0.000
1942
0.000
0.000
1943
0.000
0.000
1944
0.000
0.000
1945
0.000
0.000
1946
0.000
0.000
1947
0.000
0.000
1948
0.000
0.000
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
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
0.006
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
2010
0.000
0.000
2011
0.000
0.001
2012
0.000
0.000
2013
0.000
0.000
2014
0.000
0.000
2015
0.000
0.000
2016
0.000
0.000
2017
0.000
0.000
2018
0.000
0.000
2019
0.000
0.000
2020
0.000
0.000
2021
0.000
0.000
2022
0.000
0.000
2023
0.000
0.000
2024
0.000
0.000
2025
0.000
0.000
2026
0.000
0.000
2027
0.000
0.000
2028
0.000
0.000
2029
0.000
0.000
2030
0.000
0.000
2031
0.000
0.000
2032
0.000
0.000
2033
0.000
0.000
2034
0.000
0.000
2035
0.000
0.000
2036
0.000
0.000
2037
0.000
0.000
2038
0.000
0.000
2039
0.000
0.000
2040
0.000
0.000
2041
0.000
0.000
2042
0.000
0.000
2043
0.000
0.000
2044
0.000
0.000
2045
0.000
0.000
2046
0.000
0.000
2047
0.000
0.000
2048
0.000
0.000
2049
0.000
0.000
2050
0.000
0.000
2051
0.000
0.000
2052
0.000
0.000
2053
0.000
0.000
2054
0.000
0.000
2055
0.000
0.000
2056
0.000
0.000
2057
0.000
0.000
2058
0.000
0.000
2059
0.000
0.000
2060
0.000
0.000
2061
0.000
0.000
2062
0.000
0.000
2063
0.000
0.000
2064
0.000
0.000
2065
0.000
0.000
2066
0.000
0.000
2067
0.000
0.000
2068
0.000
0.000
2069
0.000
0.000
2070
0.000
0.000
2071
0.000
0.000
2072.
0.000
0.000
2073
0.000
0.000
2074
0.000
0.000
2075
0.000
0.000
2076
0.000
0.000
2077
0.000
0.000
2078
0.000
0.000
2079
0.000
0.000,
2080
0.000
0.000
0*00,
2082
0.000
0.000
2083
0.000
0.000
2084
0.000
0.000
2085
0.000
0.000
2086
0.000
0.000
2087
0.000
0.000
2088
0.000
0.000
2019
0,000
0,000
2090
0.000
0.000
2091
0.000
0.000
2092
0.000
0.000
2093
1*000
0,000
2094
0.000
0.000
2095
0.000
0.000
2096
0.000
0.000
2097
0.000
0.000
2098
0.000
0.000
Ranked
Yearly Peaks for
Predeveloped and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1
0.0003
0.0062
2
0.0002
0.0012
3
0.0002
0.0000
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
21
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
31
0*0001
0.0000
37
0.0001
0.0000
38
0.0001
0.0000
39
0.0001
0.0000
'o
0,000,
0.0000
41
0.0001
0.0000
42
0.0001
0.0000
43
0.0001
0.0000
44
0*0001
0.0000
45
0.0001
0.0000
46
0.0001
0.0000
47
0.0001
0.0000
0*0001
0.0000
49
0.0001
0.0000
50
0.0001
0.0000
51
0.0001
0.0000
52
0.0001
0.0000
53
0.0001
0.0000
54
0.0001
0.0000
55
0*0001
0.0000
56
0.0001
0.0000
57
0.0001
0.0000
58
0.0001
0.0000
59
0,0001
0.0000
60
0.0001
0.0000
61
0.0001
0.0000
62
0.0001
0.0000
63
0.0001
0.0000
64
0.0001
0.0000
65
0.0001
0.00*00
66
0.0001
0.0000
67
0.0001
0.0000
68
0.0001
0.0000
69
0.0001
0.0000
70
0*0001
0.0000
71
0.0001
0.0000
72
0.0001
0.0000
73
0.0001
0.0000.
74
0*0001
0.0000
75
0.0001
0.0000
76
0.0001
0.0000
77
0.0001
0.0000
71
0,0001
0.0000
79
0.0001
0.0000
80
0.0001
0.0000
81
0.0001
0.0000
82
0.0001
0.0000
83
0.0001
0.0000
84
0.0001
0.0000
15
0*0001
0.0000
86
0.0001
0.0000
87
0.0001
0.0000
88
0.0001
0.0000
'991
0*0001
0.0000
90
0.0001
0.0000
0.0001
0.0000
92
0.0001
0.0000
93
0.0001
0.0000
94
0.0001
0.0000
95
0.0001
0.0000
96
0.0001
0.0000
97
0.0001
0.0000
98
0.0001
0.0000
99
0.0001
0.0000
100
0.0001
0.0000
101
0.0001
0.0000
102
0.0001
0.0000
103
0.0001
0.0000
104
0.0001
0.0000
105
0.0001
0.0000
106
0.0001
0.0000
107
0.0001
0.0000
108
0.0001
0.0000
109
0.0001
0.0000
110
0.0001
0.0000
ill
0.0001
0.0000
112
0.0001
0.0000
113
0.0001
0.0000
114
0.0001
0.0000
115
0.0001
0.0000
116
0.0001
0.0000
117
0.0001
0.0000
118
0.0001
0.0000
119
0.0001
0.0000
120
0.0001
0.0000
121
0.0001
0.0000
122
0.0001
0.0000
123
0.0001
0.0000
124
0.0001
0.0000
125
0.0001
0.0000
126
0.0001
0.0000
127
0.0001
0.0000
128
0.0001
0.0000
129
0.0001
0.0000
130
0.0001
0.0000
131
0.0001
0.0000
132
0.0001
0.0000
133
0.0001
0.0000
134
0.0001
0.0000
135
0.0001
0.0000
136
0.0001
0.0000
137
0.0001
0.0000
138
0.0001
0.0000
139
0.0001
0.0000
140
0.0001
0.0000
141
0.0001
0.0000
142
0.0001
0.0000
143
0.0001
0.0000
144
0.0001
0.0000
145
0.0001
0.0000
146
0.0001
0.0000
147
0.0001
0.0000
148
0.0001
0.0000
149
0.0001
0.0000
150
1*0001
0.0000
151
0.0001
0.0000
152
0.0001
0.0000
153
0.0001
0.0000
154
0.0001
0.0000
155
0.0001
0.0000
156
0.0001
0.0000
157
0.0001
0.0000
151
0,0000
0.0000
POC # 1
The Facility PASSED
The Facility PASSED.
Flow(CFS) Predev Dev Percentage Pass/Fail
0.0001
3227
4
0
Pass
0.0001
3140
4
0
Pass
0.0001
3050
4
0
Pass
0.0001
2953
4
0
Pass
0.0001
2864
4
0
Pass
0.0001
2794
4
0
Pass
0.0001
2735
4
0
Pass
0.0001
2662
4
0
Pass
0.0001
2589
4
0
Pass
0.0001
2500
4
0
Pass
0.0001
2407
4
0
Pass
0.0001
2334
4
0
Pass
0.0001
2273
4
0
Pass
0.0001
2202
4
0
Pass
0.0001
2153
4
0
Pass
0.0001
2082
4
0
Pass
0.0001
2029
4
0
Pass
0.0001
1955
4
0
Pass
0.0001
1908
4
0
Pass
0.0001
1851
4
0
Pass
0.0001
1790
4
0
Pass
0.0001
1721
4
0
Pass
0.0001
1682
4
0
Pass
0.0001
1638
4
0
Pass
0.0001
1585
4
0
Pass
0.0001
1538
4
0
Pass
0.0001
1485
4
0
Pass
0.0001
1440
4
0
Pass
0.0001
1400
4
0
Pass
0.0001
1343
4
0
Pass
0.0001
1307
4
0
Pass
0.0001
1270
4
0
Pass
0.0001
1231
4
0
Pass
0.0001
1181
4
0
Pass
0.0001
1138
4
0
Pass
0.0001
1100
4
0
Pass
0.0001
1048
4
0
Pass
0.0001
1015
4
0
Pass
0.0001
980
4
0
Pass
0.0001
952
4
0
Pass
0.0001
923
4
0
Pass
0.0001
898
4
0
Pass
0.0001
858
4
0
Pass
0.0001
819
4
0
Pass
0.0001
777
4
0
Pass
0.0001
760
4
0
Pass
0.0001
714
4
0
Pass
0.0001
678
4
0
Pass
0.0001
649
4
0
Pass
0.0001
622
4
0
Pass
0.0001
597
4
0
Pass
0.0001
570
4
0
Pass
0.0001
544
4
0
Pass
0.0001
516
4
0
Pass
0.0001
487
4
0
Pass
0.0001
464
4
0
Pass
0.0001
443
4
0
Pass
0.0001
417
4
0
Pass
0.0001
386
4
1
Pass
0.0001
367
4
1
Pass
0.0001
347
4
1
Pass
0.0001
320
4
1
Pass
0.0001
303
4
1
Pass
0.0001
285
4
1
Pass
0.0001
264
4
1
Pass
0.0001
244
4
1
Pass
0.0001
210
4
1
Pass
0.0001
183
4
2
Pass
0.0001
160
4
2
Pass
0.0001
131
4
3
Pass
0.0001
109
4
3
Pass
0.0001
87
4
4
Pass
0.0001
76
4
5
Pass
0.0001
59
4
6
Pass
0.0001
41
4
9
Pass
0.0001
27
4
14
Pass
0.0001
9
4
44
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
6
4
66
Pass
0.0001
5
4
80
Pass
0.0001 5 4 80 Pass
0.0001 5 4 80 Pass
0.0001 5 4 80 Pass
Water Quality BMP Flow and Volume for POC 1.
On-line facility volume: 0.0061 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0096 cfs.
Off-line facility target flow: 0.0048 cfs.
Adjusted for 15 min: 0.0054 cfs.
Per1nd and Imp1nd Changes
No changes have been made.
This program and accompanying documentation is provided 'as -is' without warranty of any kind. The
entire,risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims 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 and/or the Washington State Department of Ecology 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 or the Washington State Department of Ecology has
been advised of the possibility of such damages.
On -site Area = 26,248 SF (0.603 Ac.)
ImDervious Areas
Access Road:
1,786 SF
(0. 0410 Ac.)
Driveway:
2,467 SF
(0.0566 Ac.)
Roof-
5,655 SF
(0. 1298 Ac)
Porch:
32 SF
(0.0007 Ac.)
Conc. Walkway:
88 SF
(0.0020 Ac.)
Conc. Pad:
143 SF
(0.0033 Ac.)
Sub -Total:
10, 171 SF
(0.2335 Ac.)
Pervious Area
Forest/Lawn:
16,077 SF
(0.3690 Ac.)
Lovell-Saueriand &Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
Section 4 — Upstream Analysis
There is no significant upstream flow onto the site due to the project's location on a relative high
plateau. The site generally slopes at about 0 to 8 percent grade westward within the development
area.
Section 5 — Downstream Analysis
Not applicable. The ston-nwater runoff will be collected, dispersed, and fully infiltrated onsite.
The proposed development is not anticipated to adversely impact downstream facilities.
1�
Lovell-Saueriand & Associates Echelbarger Investments, LLC
Stormwater Report PLN* 2013-0073
LSA#5436 October 2014
Appendix
A. Small Site MR #9 - Operation & Maintenance
B. Infiltration Evaluation
Lovell-Sauerland & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
SMALL SITE MR #9 - OPERATION & MAINTENANCE
Lovell-Sauerland & Associates Echelbarger Investments, LLC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
4.6 Maintenance Standards for Drainage Facilities
The facility -specific maintenance standards contained in this section are
intended to be conditions for determining if maintenance actions are
required as identified through inspection. They are not intended to be
measures of the facility's required condition at all times between
inspections. In other words, exceedence of these conditions at any,time
between inspections and/or maintenance does not automatically constitute
a violation of these standards. However, based upon inspection
observations, the inspection and maintenance schedules shall be adjusted
to minimize the length of time that a facility is in a condition that requires
a maintenance action.
Table 4.6 — Maintenance Standards
No. I — Detention Ponds
intenance
Defect
Conditions When Maintenance Is
Results Expected When
C C 0�
o onent
0
Needed
Maintenance Is Performed
Gener
Trash & Debris
Any trash and debris which exceed 5
Trash and debris cleared fr site.
cubic feet per 1,000 square feet (this
is about equal to the amount of trash
it would take to fill up one standard
size garbage can). In general, there
should be no visual evidence of
;7
dumping.
f less than threshold all trash and
ss t'
kris v
ris will be removed as part of next
s sc
chft,Vled maintenance.
Poisonous
Any pois us or nuisance
No danger of poisonous vegetation
Vegetation and
vegetation i h may consti a
where maintenance personnel or the
noxious weeds
hazard to main nce p nnel or
public might normally be. (Coordinate
the public.
with local health department)
Any evidence of' iou eds as
Complete eradication of noxious weeds
defined by St or local re tions.
may not be possible. Compliance with
State or local eradication policies
(Apply irements of adopted
required
polici or the use of herbicides).
mi
Contaminant
0 t
Any vidence of oil, gasoline,
P
and Pollut'
0 ut
contaminants or other pollutants
(Coordinate removal/cleanup with
13FPSARt
local water quality response agency).
0 ol
ZRodent"Holets
Any evidence of rodent holes if
Rodents destroyed and or berm
facility is acting as a dam or berm, or
repaired. (Coordinate with I health
Nexcee
any evidence of water piping through
wit
department; coordinate with E gy
S,
dam or berm via rodent holes.
Dam Safety Office if pond 0
acre-feet.)
4-30 Volume V —Runoff Treatment BMPs February 2005
No. 2 — Infiltration
Maintenance
Defect
Conditions When Maintenance Is
Results Expected When
Component
Needed
Maintenance Is
Performed
General
Trash & Debris
See "Detention Ponds" (No. 1).
See "Detention Ponds"
(No. 1).
Poisonous/Noxious
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Vegetation
(No. 1).
Contaminants and
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Pollution
(No. 1).
Rodent Holes
See "Detention Ponds" (No. 1).
See "Detention Ponds"
(No. 1)
Storage Area
Sediment
Water ponding in infiltration pond after
Sediment is removed
rainfall ceases and appropriate time
and/or facility is cleaned
allowed for infiltration.
so that infiltration system
(A percolation test pit or test of facility
indicates facility is only working at 90% of
works according to
design.
its designed capabilities. If two inches or
more sediment is present, remove).
Filter Bags (if
Filled with
Sediment and debris fill bag more than 1/2
Filter bag is replaced or
applicable)
Sediment and
full.
system is redesigned.
Debris
Rock Filters
Sediment and
By visual inspection, little or no water flows
Gravel in rock filter is
Debris
through filter during heavy rain storms.
replaced.
Side Slopes of
Erosion
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Pond
(No. 1).
Emergency
Tree Growth
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Overflow Spillway
(No. 1).
and Berms over 4
feet in height.
Piping
See "Detention Ponds" (No. 1).
See "Detention Ponds"
(No. 1).
Emergency
Rock Missing
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Overflow Spillway
(No. 1).
Erosion
See "Detention Ponds" (No. 1).
See "Detention Ponds"
(No. 1).
Pre -settling
Facility or sump
6" or designed sediment trap depth of
Sediment is removed.
Ponds and Vaults
filled with Sediment
sediment.
and/or debris
February 2005 Volume V — Runoff Treatment BMPs 4-33
No. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is
performed
General
Trash &
Trash or debris which is located immediately
No Trash or debris located
Debris
in front of the catch basin opening or is
immediately in front of
blocking inletting capacity of the basin by
catch basin or on grate
more than 10%.
opening.
Trash or debris (in the basin) that exceeds 60
No trash or debris in the
percent of the sump depth as measured from
catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of six inches clearance
from the debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe
Inlet and outlet pipes free
blocking more than 1/3 of its height.
of trash or debris.
Dead animals or vegetation that could
No dead animals or
generate odors that could cause complaints
vegetation present within
or dangerous gases (e.g., methane).
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
No sediment in the catch
percent of the sump depth as measured from
basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the invert of the
lowest pipe.
Structure
Top slab has holes larger than 2 square
Top slab is free of holes
Damage to
inches or cracks wider than 1/4 inch
and cracks.
Frame and/or
Top Slab
(intent is to make sure no material is running
into basin).
Frame not sifting flush on top slab, i.e.,
Frame is sifting flush on
separation of more than 3/4 inch of the frame
the riser rings or top slab
from the top slab. Frame not securely
and firmly attached.
attached
Fractures or
Maintenance person judges that structure is
Basin replaced or repaired
Cracksin
unsound.
to design standards.
Basin Walls/
Bottom
Grout fillet has separated or cracked wider
Pipe is regrouted and
than 1/2 inch and longer than 1 foot at the
secure at basin wall.
joint of any inlet/outlet pipe or any evidence of
soil particles entering catch basin through
cracks.
Settlement/
If failure of basin has created a safety,
Basin replaced or repaired
Misalignment
function, or design problem.
to design standards.
Vegetation
Vegetation growing across and blocking more
No vegetation blocking
than 10% of the basin opening.
opening to basin.
Vegetation growing in inlet/outlet pipe joints
No vegetation or root
that is more than six inches tall and less than
growth present.
six inches apart.
4-36 Volume V — Runoff Treatment BMPs February 2005
No. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is
performed
Contamination
See "Detention Ponds" (No. 1).
No pollution present.
and Pollution
Catch Basin
Cover Not in
Cover is missing or only partially in place.
Catch basin cover is
Cover
Place
Any open catch basin requires maintenance.
closed
Locking
Mechanism cannot be opened by one
Mechanism opens with
Mechanism
maintenance person with proper tools. Bolts
proper tools.
Not Working
into frame have less than 1/2 inch of thread.
Cover Difficult
One maintenance person cannot remove lid
Cover can be removed by
to Remove
after applying normal lifting pressure.
one maintenance person.
(Intent is keep cover from sealing off access
to maintenance.)
Ladder
Ladder Rungs
Ladder is unsafe due to missing rungs, not
Ladder meets design
Unsafe
securely attached to basin wall,
standards and allows
misalignment, rust, cracks, or sharp edges.
maintenance person safe
access.
Metal Grates
Grate opening
Grate with opening wider than 7/8 inch.
Grate opening meets
(if Applicable)
Unsafe
design standards.
Trash and
Trash and debris that is blocking more than
Grate free of trash and
Debris
20% of grate surface inletting capacity.
debris.
Damaged or
Grate missing or broken member(s) of the
Grate is in place and
Missing.
grate.
—meets design standards.
No. 6 — Debris Barriers (e.g., Trash Racks)
ance
["Compon
Defect
Condition When Maintenance is
Results Expected Wh
Needed
Maintenance is
General
Trash or debris that is plugging more
Barrier ed to design flow
than 20% of the openings in the barri
I Y.
Metal
Damaged/
ar be�ntout of
Bars in place with no bends more
Missing
inc�hes
�shape �more
than 3/4 inch.
Bars.
Bars are i ing or enti
Bars in place according to design.
a 9-
s
Bars are loose and rust is causing 50%
a eplaced
Ba I eplaced or repaired to
detren'o ration to any part of barrier.
design �sds.
Inlet/Outlet
Debris barrier missing or not attached to
Barrier firmly aft
Pipe
pipe
I
February 2005 Volume V —Runoff Treatment BMPs 4-37
No. 18 — Catchbasin Inserts
Maintenance
Defect
Conditions When Maintenance is
Results Expected When
Component
Needed
Maintenance is Perfonned
General
Sediment
When sediment forms a cap over the
No sediment cap on the insert
Accumulation
insert media of the insert and/or unit.
media and its unit.
Trash and
Trash and debris accumulates on insert
Trash and debris removed
Debris
unit creating a blockage/restriction.
from insert unit. Runoff freely
Accumulation
flows into catch basin.
Media Insert Not
Effluent water from media insert has a
Effluent water from media
Removing Oil
visible sheen.
insert is free of oils and has no
visible sheen.
Media Insert
Catch basin insert is saturated with water
Remove and replace media
Water Saturated
and no longer has the capacity to
insert
absorb.
Media Insert -Oil
Media oil saturated due to petroleum spill
Remove and replace media
Saturated
that drains into catch basin.
insert.
Media Insert Use
Media has been used beyond the typical
Remove and replace media at
Beyond Normal
average life of media insert product.
regular intervals, depending on
Product Life
. insert product.
4-50 Volume V — Runoff Treatment BMPs February 2005
INFILTRATION EVALUATION
Lovell-Sauerland & Associates Echelbarger Investments, LILC
Stormwater Report PLN# 2013-0073
LSA#5436 October 2014
January 8, 2014
ES-3147
Earth
Solutions
NWLLC I
Earth Solutions NW LLC
• Ceotechnical Engineering
• C011SLIUCtion Monitoring
• Environmental Sciences
Echelbarger Investments, LLC
4001-198 th Street Southwest, Number 2
Lynnwood, Washington 98036
Attention: Mr. Todd Echelbarger
Subject: Infiltration Evaluation
Proposed 104 th Avenue Short Plat
23911-104 th Avenue West
Edmonds, Washington
Reference: Pacific Coast Surveys, Inc.
Topographic Survey
Dated October 2, 2013
Stormwater Management in Western Washington
Volume III (DOE Manual), Section 3.3.6
Prepared by Washington State Department of Ecology
Dated February 2005
Dear Mr. Echelbarger:
In accordance with your request, Earth Solutions NW, LLC (ESNW) has prepared this
infiltration evaluation letter for the subject project.
Project Description
The subject site is located at 23911 — 104 th Avenue West in Edmonds, Washington, as
illustrated on the attached Vicinity Map (Plate 1). The site consists of a single residential tax
parcel totaling approximately 0.6 acres of land area. Based on the referenced topographic
survey, the site topography is relatively level with less than five feet of elevation change across
the site. The site is currently developed with a single-family residence and a garage.
We understand the proposed development will include demolition of the existing structures to
accommodate' construction of three single-family residential structures and associated
improvements. We understand infiltration trenches may be utilized as part of the overall storm
drainage design.
'1805 - 136th Placu N.E., Suite 201 1 Bellevue, V%/A 98005 * (425) 449-4704 * FAX (425) 449-47,11
Echelbarger Investments, LLC ES-3147
January 8, 2014 Page 2
ITest Excavations
Three test pits were excavated at representative locations within the subject site for purposes
of assessing the soil and groundwater conditions with respect to soil infiltration capacity (see
attached Test Pit Location Plan — Plate 2). The excavations were advanced to depths of
approximately six feet below existing grades. Native soils were observed to consist of very
gravelly coarse sand and extremely gravelly coarse sand (USDA Classification). Soil relative
density was generally observed to be medium dense. Groundwater was not observed. The
test pit logs and sieve data from representative soil samples collected at the test excavation
sites are attached to this letter.
Based on the existing grade and our understanding of
test excavations were advanced sufficiently deep
groundwater conditions to a depth of at least three
facilities.
Design Infiltration Rate
the proposed development plans, the
to adequately characterize soil and
feet below possible future infiltration
For design, the long term infiltration rate was evaluated based on the observed soil conditions
as well as the criteria specified in the referenced section of the DOE Manual. Table 3.7 of the
referenced DOE Manual provides criteria for estimating the long term infiltration rate based on
sieve analysis data and soil classification. Based on the sieve analysis data from soil samples
collected at test pits TP-1 and TP-2, the native soils are classified as very gravelly coarse sand
to extremely gravelly coarse sand.
Based on the sieve analysis testing and observation of soil conditions by the undersigned
during the field exploration, the criteria specified in Table 3.7 of the referenced DOE Manual is
an acceptable method for deriving a long term infiltration rate. Based on review of the soil data
and the referenced DOE Manual, the following long term infiltration rate is recommended for
design:
a Recommended Long Term Infiltration Rate
2 in./hr.
The above recommended infiltration rate is relatively conservative, in our opinion, given that
areas of increased gravel content and higher infiltration capacity are also present. The
geotechnical engineer should observe the excavations for the proposed infiltration system to
confirm soil conditions at the time of construction.
Earth Solutions NW, LLC
Echelbarger Investments, LLC
January 8, 2014
ES-3147
Page 3
We trust this letter and infiltration evaluation meet your current needs. Should you require
additional information, or have questions, please call.
Sincerely,
EARTH SOLUTIONS NW, LLC
Henry T. Wright, E.I.T.
Staff Engineer
Attachments: Vicinity Map — Plate 1
Test Pit Location Plan — Plate 2
Test Pit Logs
Grain Size Distribution Sheet
Raymond A. Coglas, P.E.
Principal
Earth Solutions NW, LLC
KA
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NORTH
Reference:
Snohomish County, Washington
Map 474
By The Thomas Guide Vicinity Map
Rand McNally 104th Avenue Short Plat
32nd Edition Edmonds, Washington
NOTE: This plate may contain areas of color. ESNW cannot be Drwn. GLS IDate 01/02/2014IProj. NO. 3147
responsible for any subsequent misinterpretation of the information Checked HTW Date Jan. 2014 1 Plate 1
resulting from black &white reproductions of this plate. I I
240
F__
j42
><
Covefed
ConcrWe -1242
ExisUng
House
4P-21
Ex'stng Paved Dfiveway
CagDqy
—01
Gairag;e
J_
23r'�2:_38_
240 240 240
F_
— — —
— --
— — — — — — — — —
— — — — — — — — —
— — — — -
— -- — —
LEGEND
TP-1 —1—Approximate Location of
ESNW Test Pit, Proj. No.
ES-3147, Dec. 2013
Subject Site
Existing Building
NOTE: The graphics shown on this plate are not intended for design
purposes or precise scale measurements, but only to illustrate the
approximate test locations relative to the approximate locations of
existing and / or proposed site features. The information illustrated
is largely based on data provided by the client at the time of our
study. ESNW cannot be responsible for subsequent design changes
or interpretation of the data by others.
NOTE: This plate may contain areas of color. ESNW cannot be
responsible for any subsequent misinterpretation of the information
resulting from black & white reproductions of this plate.
NORTH
;00� �h�'
4 10
0 30 60 120
1 11=60' L__J Scale in Feet
!i
Test Pit Location Plan
tion Plan
Sh qrt Plan
104th Avenue Short Plan
n
Edmon!ds, Washington
s gto
Drwn. GILS
Date 01/02/2014IProi.
No. 3147
Checked HTW
I Date Jan. 2014
Plate 2
Earth Solutions NWLLC
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
SYMBOLS
TYPICAL
DESCRIPTIONS
GRAPH
LETrER
GRAVEL
AND
CLEAN
GRAVELS
�b -,
GW
WELL -GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NO
FINES
0
0
GP
P60RLY-GRADED GRAVELS,
GRAVEL - SAND MIXTURES, LITTLE
OR NO FINES
GRAVELLY
SOILS
(LITTLE OR NO FINES)
COARSE
GRAINED
SOILS
MORE THAN 50%
OF COARSE
GRAVELS WITH
FINES
0
0
GM
SILTY GRAVELS. GRAVEL - SAND -
SILT MIXTURES
FRACTION
GC
CLAYEY GRAVELS. GRAVEL - SAND -
CLAY MIXTURES
RETAINED ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
MORE THAN 50%
OF MATERIAL IS
SAND
AND
CLEAN SANDS
........
.........
sw
WELL -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
SID
POORLY -GRADED SANDS,
GRAVELLY SAND. LITTLE OR NO
FINES
LARGER THAN
No. 200 SIEVE
SIZE
SANDY
SOILS
(LITTLE OR NO FINES)
SANDS WITH
FINES
SM
SILTY SANDS, SAND - SILT
MIXTURES
MORETHAN50%
OF COARSE
FRACTION
s- c
CLAYEY SANDS, SAND - CLAY
MIXTURES
PASSING ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
INORGANIC SILTS AND VERY FINE
ML
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
I
SILTS WITH SLIGHT PLASTICITY
FINE
GRAINED
SILTS
AND LIQUID LIMIT
LESS THAN 50
CLAYS
CL
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS. SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
SOILS
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50%
OF MATERIAL IS
MH
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SMALLER THAN
SILTY SOILS
NO. 200 SIEVE
SIZE
SILTS LIQUID LIMIT
AND GREATER T N 50
CLAYS
CH
INORGANIC CLAYS OF HIGH
PLASTICITY
OH
ORGANIC CLAYS OF MEDIUMTO
HIGH PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS
0
PT
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
DUAL SYMBOLS are used to indicate borderline soil classifications.
The discussion in the text of this report is necessary for a proper understanding of the nature
of the material presented in the attached logs.
Earth Solutions NW TEST PIT NUMBER TP-1
1805 - 136th Place N.E., Suite 201
Bellevue, Washington 98005 PAGE 1 OF 1
Telephone: 425-449-4704
Fax: 425-449-4711
CLIENT Echelbarger Investments. LLC PROJECT NAME 104th-Avenue Short Plat
PROJECT NUMBER 3147 PROJECT LOCATION Edmonds. Washington
DATE STARTED 12/12/13 COMPLETED 12112/13 GROUND ELEVATION TEST PIT SIZE
EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY HTW CHECKED BY HTW AT END OF EXCAVATION
NOTES DeRth of opsoil & Sod 6'.- moss AFTER EXCAVATION
W
a.
0�
0
z
(L �R
r W
W Co
-J.IE
TESTS
'6
Cj
X
(L 0
MATERIAL DESCRIPTION
W
_5
I- z
9
0
1
1
TPSL
TOPSOIL
Brown silty SAND with gravel, loose to medium dense, moist
SM
MC 2.00%
2.0
Gray poorly graded SAND with gravel, medium dense, damp to moist
SID
5
MC = 2.10%
Fines 0.20%
-becomes damp
6.0
Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during
excavation.
Bottom of test pit at 6.0 feet.
Earth Solutions NW TEST PIT NUMBER TP-2
1805 - 136th Place N.E., Suite 201
Bellevue, Washington 98005 PAGE 1 OF 1
Telephone: 425-449-4704
Fax: 425-449-4711
CLIENT Echelbarger Investments, LLC PROJECTNAME 104th Avenue Short Plat
PROJECT NUMBER 3147 PROJECT LOCATION Edmonds, Washington
DATE STARTED -12112/13 COMPLETED .12112/13 GROUND ELEVATION TEST PIT SIZE
EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY HTW CHECKED BY HTW AT END OF EXCAVATION
NOTES Depth of Topsoil & Sod 6": moss AFTER EXCAVATION --
LU
a.
X
a �_ g
Uj (0
_j 2
TESTS
0
MATERIAL DESCRIPTION
W
Q_:D
2 z
0
TPSL
TOPSOIL
Brown silty SAND with gravel, loose to medium dense, damp to moist
SM
2.0
Gray poorly graded GRAVEL with sand, medium dense, damp
MC 2.50%
GP
5
MC 3.10%
Fines 0.60%
6.0 -becomes moist
Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during
excavation.
Bottom of test pit at 6.0 feet.
ti
03
z
Uj
a
Earth Solutions NW TEST PIT NUMBER TP-3
1805 - 136th Place N.E., Suite 201
Bellevue, Washington 98005 PAGE 1 OF I
Telephone: 425-449-4704
Fax: 425-449-4711
C1 3r Investments,-LLC PROJECT NAME 104th Avenue Short Plat
PROJECT NUMBER 3147 PROJECT LOCATION Edmonds, Washington
DATE STARTED 12/12/13 COMPLETED 12/12/13 GROUND ELEVATION TEST PIT SIZE
EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY HTW CHECKED BY HTW AT END OF EXCAVATION
NOTES Depth of Topsoil & Sod 12": brush AFTER EXCAVATION
W
0-
(L —
�:
W W
-, M
TESTS
(L 6
MATERIAL DESCRIPTION
W
(L
z
0
TOPSOIL to 12"
TPSL,,
1.0
Brown silty SAND with gravel, loose to medium dense, damp
SM
I
.2.5
Gray poorly graded SAND with silt and gravel, medium dense, damp
MC 3.80%
SP-
SM
4.5
SID
X6.0
Gray poorly graded SAND with gravel, medium dense, moist
5
MC 4.80%
Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during
excavation.
Bottom of test pit at 6.0 feet.
M.-
INS
Kill
Mill
I
11
Hills
111
lingillillin
HI
ll§E
I
1
ME
1
11
Ills
911111
111111
1111111111
NEIIIIIIIN
11111111
0
11
molillill
liinmi
IN
IN
loll
11111M111I
Ell
1
11
NINE
1111111111
111
solillillomilill
lllomilli
maiiiiii
liiiismii
I
I
I
IN
11111111111
111111111
INEIII
ism
Millill
IN
MEN
HIM
liiiiiii
III
lino
111
101
Hills
�illillin
Milill
11
111,1111111milill
Ills
III
millililimmlilli
1111
lism
I
E11111111MI11111
MINION
NEI
I
III
GRAVEL
SAND
COBBLES
SILT OR CLAY
coarse fine
coarse I medium fine
Specimen Identification
Classification
USDA: Very Gravelly Coarse Sand. USCS: SP with Gravel.
USDA: Gray Extremely Gravelly Coarse Sand. USCS: GF-wiiii Sand.
Specimen Identification
City of Edmonds Q I I ILL I FILL
Site Classification Worksheet
Page 1 of 2 L_w-i I- 2-31t, lbq L'i
0? ED4,_
_k I - " r� 1.
A,
". 4C-
47 . I sqcj
The project's Site Classification will dictate the specific stormwater management RECEIVED
requirements applicable to your site. Completing this worksheet will help determine the amount of
regulated impervious surface and whether your project falls into the classification of a Small Site OCT 3 12014
(Category I or Category 2), or a Minor Site. Please reference the Glossary (pp. 10- 10, Fig�es
NT SERVI"S CTR.
E, (pp. 8-9), and Examples (pp. I I - 12), to assist with completion of this worksheet. CITY OF EDIVIONDS
1) Is Permeable Pavement' Proposed For Use on this Site? Yes No
Refer to Storinwater Supplement Chapter 5.1 X I
If YES, the subject area is to be considered impervious for initial site classification purposes. Include total
permeable pavement area in the calculation of Non -Regulated, Replaced and/or New impervious surface
areas in the table below.
2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site
Refer to Stonnwater Supplement Chapter 2 and Fig. C
Line 1: Identify the Non -Regulated Impervious Surface Area.
Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exemp and Regulated; either or both
may be zero. Note: For project classification purposes, Replaced Impervious may only be considered exempt
Linder certain conditions. Refer to the Glossary and Figure D.
Line 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or
after the date of annexation into the City are regulated & should be included in this total unless they can be
categorized separately as a Replaced -Regulated area.
Line 4: Enter the sum of the totall Replaced -Regulated plus the total New impervious areas.
Line 5: Identify the total area currently mitigated by an existing city -approved stormwater management system.
Line 6: Enter the sum of the value in Line 4 less the value in Line 5 to identify the total Regulated area in which
stormwater controls have-not yet been applied.
Line 7: Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques.
Line 8: Identify the total area proposed to be mitigated through conventional-Stormwater Management Techniques.
** Provide a copy of the following table on the drainage plan sheet for the proposed project
Line
Type
Area (square feet)
Non -Regulated
Exempt
Regulated
2.
Replaced
New (Post 1977) +
3.
4.
Total Regulated Impervious Area
441 39
Mitigtition required if in excess ol'2000sf i 1
5'
Total Area Mitigated, by Existing Stormwater Management System(s)
6.'
Regulated Area Not Yet Mitigated
7.
rea Proposed to be Mitigated by Low Impact Development Techniques
8.
1 Area Proposed to be Mitigated through Conventional SWM Techniques
I
A
I (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone)
Revised on 310512012 E72-SWM—Ei-osioii—Coi?t�-ol-03.05.12.doc Page 5 of 12
City of Edmonds
Site Classification Worksheet
Page 2 of 2
0 E D *
3) Determine the Total Area of Land Disturbing Activity /0
Refer to Storinwater Supplement Chapter 8 , Mo sf
4) Determine the Quantity of Grading, Fill and/or Excavation cyi
5) Will the project convert 3/4 Acre or More of Native Vegetation to Lawn or
Landscaped Area? El Yes 4 No
6) Identify the Watershed the Existing Site Runoff Discharges to
Refer to Storinwater Supplement Chapter 2.3
Based on Site Location andVatershed Map — Figure-C. Check all that apply.
A. F� Direct Discharge B. F Creek or Lake Basin
• Edmonds Way Basin
• Puget Sound Basi n A
• Puget Sound Piped Basin
DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE
AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4)
Xsmall Site - Category 1 E Small Site - Category 2 El Minor Site
Stonnwater Supplement. Storinwater Supplement Storinwater Sul3plement
Chapter 5 Chapter 5 Chapter 6
Revised on 310512012 E72-SWM—Et-osioiz—Coiiti-ol-03.05.12.doc Page 6 of 12
PLANNING DATA 11 STREETfHJ1
SINGLE FAMILY RESIDENTIAL
.Name:-
Date: 12" 11
Site Address: 10 yA Ave_ W
Tax Parcel:
Project Description: Nw
Plan Check #: ZLV201 Y I 110
Reduced Site Plan Provided: 0 NO)
Zoning:
Ma p Page:
Corner Lot: (YES
Flag Lot: (YES /0
Critical Areas Determination cJ&A201S01a0_
'Study Required.:
SEOA Determination: Exermitlr_
Exem pt'
El Needed (forover 500 cubic yards of grading)
0 Fee 0 Checklist El APO List with notarized form
A- Required Setbacks
Street: Side. �ear:
a5. 2!�(N) -) 16
ActualSetbacks
Street,(\.I) ;Zg,,
d,,
Side-
Rear:
(F) g5f
El Detached Structures:
Rockeries: Al-,e, Znocors 0"
Fences/Trellises:
Bay Windows/Projecting Modulation: All -Me- el Jd -a& 4-
Stairs/Deck: None-
t
Datum Point: _ra? a Moew-M44 es C-U-S,
`$�
Datum Elevation:
20 ' ae,,A- 1 4q, V "alL -Sw
.Maximum Height Allowed:
Actual Height: ;Z oe 3 ca
Other
Parking Required:
;Z
Parking Provided
3 (in
sv-bms
0*C1X%;Pr_)
Lot, Area: (; r a 9 0. lAk-+= i 0j 223 0
Maximum Lot Coverage: 35% Proposed:
Lot Coverage Calculations: T, I o o r 3 4 75
Glu-w--- GCOO 0 - co—rad R— tak-ort 110ift, :m, stS'4k i o-, 823 23.2 V7,
ADU Created: (YES
Subdivi i
�iqn: F>1 &120 1:100_*!g I
Legal Nonconforming Land Use Determination Issued:. (YES
'Comment5
r%*Almern V)rof er47 11l"e
Plan Review By- Plannihg Data Form 07-14-09
A"
L9
<
J! ui
m 'D
-7
-.5 C4 bo,
TOP OF MONUMENT IN CASING LOCATED
30' WEST AND 174.,V SOUTH OF THE
SOUTHWEST CORNER OF THE SHORT
PLAT PER SURVEY BY PACIFIC COAST
SURVEYS, INC,, DATED OCTOBER 2013
ELEVATION : 333.28
DATUM : NAVD 88
SCALE-- 1':'�'i2O`
0' 5' 10' 20'
t PER
N 89*12'30" E-301.32' (RVT)
EW STDS.
N 89'12'26" E-301.03' (M,BLA2,SP2)L. �342—
206.02'
Ui
G
up�'
UP-- T
--3
.00'
7.5'
-------- 15'
APP
BUILDING
SETBACK
LINE
,5.01'
zone
13,919 SQ. FT. __.RSCR_ ComerASLFlag_j&
SetbilckE EN!��j &tLai
Front (W) 2 st
Sides (413)_�j� 1 9- f
z
Rear (a)
r
b�er
kt 26 2
H!jei
12,329� SQ. FT.
*N04e. seA1p%r-%L 15 r-wemwto cl
10,823 SQ. FT. (NET)
fee... SMJ6"m 6k.^Jbov -f- %-C� -
150.0i'
N 89*12'26" E-301.09' (M) Scanned
N 8912'30" E-301.35' (RVT)
N 89'13'06" E-301.09' (BLA,SP) k-7� e-- �kLj
Sl� PLAN INFORMATION
ERTY OWNER & CONTRACTOR:
ENGINEERING DIVISION
I
ECHELBARGER INVESTMENTS;,:;.lLLC
APP C
RI VE
A OLV�AS NOT�D
Date: (11111)t�
4001 198TH STREET S.W�l
LYNNWOOD, WA 980S6,
425-673-1100
REGISTRATION NO. ECHIELIL905O&J....'.
AREAS
IMPERVIOUS AREAS
LOT COVERAGE BUILDING HEIGHT CALCULATION
SITE ADDFF�
LOWER FLOOR
0 SO. FT. ROOF
2,867 SO. FT. A=338.90
MAIN FLOOR
1,463 SQ. FT. DRIVEWAY
1,271 SO, FOOTPRINT - 2,515 SO FT B=339.94
ISSA'A 104flh AVENUEA*
UPPER FLOOR
1,774 SQ. FT.
COVERAGE 2,515+10,823 =23.24% C=339.59
EDMONDS, WA 98026
GARAGE
660 SQ. FT.
TOTAL 4,138 SQ. FT. D=338,20
COVERED PORCH
207 SO. FT.
1356.63 + 4 = 339.15 AVE. ELEV.
LEGAL DESCRIPTION:
WALKWAY
0 SO. FT.
DRIVEWAY
1,271 SQ. FT.
MAXIMUM HEIGHT = 339.15 + 25 =364.15
LOT 1, SHORT PLAT NO.. PLN20130073�Y
PATIO
110 SQ. FT.
PROPOSED MAX. ELEVATION=363.80
ASSESSOR'S PARCEL NUMBER:
LOVELL-SAUERLAND & ASSOCIATES, INC., 19217 361m AVE. W., SUITE 106, LYNNWOOD, WA 98036
TELEPHONE: 425.775.1591 LSA FILE NO. 5436 DATE: 10-29-14 DRAWN: JTT
"REET FILE
00555100000700
MCFEDWIRD
DEVELOPMIENT SERVICES CTFI.
LOT I CITY OF EDMONDS
SECTION 36, T.27N.2 �.H., W.M.
Existing ROW
EX. SSMH
TOP=338.42
IE 8- PVC(N)=323.47
IE 8- PVC(S)=323.37
0
-0-
>
<
M
C
M
P
Existing ROW
EX, CONCRETE MONUMENT
WITH 2" BRAAS DISK NTH
'Y' IN CASING
ELEVATION 333.28
01-P - \-\ '
0!50
. ke,\ C
�De �e
ko 0
j�ees da\-\r_e
ac,r
"Ov
N 89*06'09" E
EXISTING FIRE
HYDRANT
Existing ROW 1r6
03
EX. CURB AND
GUTTER
$
00555100000501
RGBERT & MYRICK WILLIS
23909 104TH AVE. W.
EDMONDS, WA. 98020
ACCESS & UTILITY
EASEMENT FOR
238th STREET S.W.
ZONING RS-8
S 0 1 2 6,
N 0 22 0 0 E3 0 5 0 4 -5 -1 JE 4)
-1 2
00555100000502 00555100000503
BARBARA A. & SASSER HAYES CHRISTOPHER C. & SORA A. BATTEY
23907 104TH AVE. W. 23905 104TH AVE w- CB #6
EDMONDS, WA. 98020 EDMONDS, WA 98b20
TOP 340.80
INV 337,�.\,P 0
00555100000801
CARL & SUSAN' HARRINGTON
Existing ROW 23919 104TH AVE. W.
EDMONDS. WA. 98020
L- - - - - - - - - - -
e
)o
NM CC)
Nf- ZONING RS-8
C
3 0
C-) CC)
0
7
j
INFILTRATION TRENCH DATA
EXISTING FIRE
HYDRANT
NOTE:
LEGEND
1. ALL DISTURBED PERVIOUS AREA (LAWN &
LANDSCAPE) SHOULD HAVE COMPOST -AMENDED
............
AVEMENT SECTION PER C.O.E. # E2.1
SOIL PER CITY OF EDMONDS HANDOUT E72C.
ASPHALT THICKENED EDGE PER C.O.E. # E2.11
2" MIN. AC PAVEMENT
..............
............................... CSTC
............................ 2" - 5/8'
...............
.... .......
.......................
4" - 1-1/4" CSBC
IMPERVIOUS AREAS
APPROVED SUBGRADE
PAVEMENT COMPACTION - 91% RICE DENSITY ON -SITE
SUBGRADE, BASE, TOP COURSE COMPAC11ON 95% (ASTM 1557)
CELL
CONTRIBUTING
AREA
(SF)
LENGTH
(FT)
WIDTH
(FT)
DEPTH OF
ROCK
(FT)
TOP
ELEVATION
(ROCK)
BOTTOM
ELEVATION
(ROCK)
Al
1,786.0
18.0
8.0
3.0
336.1
333.1
A2
1,271.0
24.0
4.0
3.0
336.0
333.0
B1
2,867.0
27.0
8.0
3.0
336.2
333.2
132
NOT USED
-
-
-
-
-
C
1,316.0
26.0
4.0
3.0
338.5
335.5
D1
1,465.5
27.0
4.0
3.0
338.9
335. 9
D2
1,465.5
27.0
4.0
3.0
338.9
335.9
18" MINIMUM DEPTH AMENDED TREATMENT SOILS REQUIRED.
ROADWAY
1,786 SF
LOT 1
ROOF
2,867 SF
DRIVEWAY
1,271 SF
TOTAL
4,138 SF
LOT 2
ROOF
2,788 SF
DRIVEWAY
1,196 SF
PORCH
32 SF
CONC. PAD
143 S;F
TOTAL 4,247 SF
DRAINAGE CONSTRUCTION NOTE:
1. PIPE MATERIAL:
UNLESS CALLED OUT OTHERWISE ON THIS PLAN, ALL STORM DRAIN
PIPE MATERIAL SHALL BE PER C.O.E. APPROVED MATERIALS LISTS
MM-1, MM-2 & MM-3.
0
00555100000504
ROBIN L PRATT &
ANTHONY B. KENNEMUR
23903 104TH A\fE. W.
EDMONDS, WA. 98020
TOP 340.4±
-Ky��38.00
_j
00555100000802
TANONG NALAMLIANG & SIRIKET
K. SUCHONAND
23917 104TH AVE. W.
EDMONDS, WA. 98020
L D -f D
S - 9, E3 - J E3 0
N 0, .9 8 -12 0 -1 -5 0 0 -1)
4" PERFORATED PVC PIPE
OBSERVATION WELL W/
LOCKING CLEAN -OUT
RING & COVER
-SEE INFILTRATION TRENCH
)ATA THIS SHEET
27033600302200
FAITH COMMUNITY CHURCH
OF EDMONDS
10220 238TH STREET S.W.
EDMONDS, WA. 98026
z
(A
O�
U
04
ZONING RS-8
te)
Property Line
00589100000300
00 DUSTIN LEE BOYETTE
4 23914 102ND AVE. W.
�2 EDMONDS, WA. 98020
.z
------------ --
J,
L----------
-------------------- A
N
4" PERFORATED PVC PIPE
OBSERVATION WELL W/
LOCKING CLEAN -OUT
RING & COVER
uEAN o4-�Sl TE sOli
FILL O'�.:.
C
0
Ki
C�
ELEV.
CIX, NON -WOVEN FILTER
FABRIC (MIRAFI 140NS OR
EQUAL)
4" PERF. PVC
INV. (SEE PLAN)
--CLEAN 3/4" TO 1-1/2"
WASHED GRAVEL OR
CRUSHED ROCK
-SEE INFILTRATION TRENCH
DATA THIS SHEET
1- AM N'
IDE 6
-.-.,-TREATM �N
N_ N& 1\\/11
49
INFILTRATION TRENCH
(A2, C. D1 & 1012)
NO SCALE
INFILTRATION TRENCH CONSTRUCTION SHALL BE MONITORED BY A GEOTECHNICAL ENGINEER.
18" MINIMUM DEPTH AMENDED TREATMENT SOILS.
SOILS SHALL MEET DOE VOL. 111, 3.3.7, SSC-6.
. -CATION EXCHANGE CAPACITY > 5 meq/100g
-ORGANIC CONTENT 8% TO 10%
-DESIGN INFILTRATION RATE OF > 1 IN/HR AND <
12 IN/HR
SOILS CAN BE IMPORTED OR AMENDED NATIVE.
TREATMENT SOILS SHALL BE TESTED BY A QUALIFIED
LAB AND RESULTS
SUBMITTED TO THE CITY OF EDMONDS AND DESIGN ENGINEER PRIOR TO
ACCEPTANCE.
TYPE 1 CB
6" PVC
REMOVABLE PLUG
1" VENT HOLE-
6" PVC FACTORY TEE-
6- PVC PIPE
INV. (SEE PLAN)
z
6" PVC PIPE
ROUT
PVC PIPE
CATC H BASIN #1, #3 & 6
WITH OIL/WATER SEPARATOR TEE
NO SCALE
PLAN VIEW
W E ELEVATION VIEW
NOTES:
S 1. YARD DRAINS TO BE CONSTRUCTED FROM HIGH DENSITY
POLYETHYLENE (HDPE) N-12 PIPE IN ACCORDANCE WITH ASTM C 14.
SCALE : 1"=20' 2. CUTOUT HOLE SIZE IS EQUAL TO OUTLET PIPE OUTSIDE
DIAMETER PLUS YARD DRAIN WALL THICKNESS.
OEM
3. CONNECTION TO OUTLET PIPE TO BE MORTARED AND MADE FLUSH
01 5' 10 20' 30' 40' WITH INSIDE OF THE YARD DRAIN WALL.
4. CAST IRON BELL GRATE. FITS INTO BELL RECESS AND EXTENDS
FLUSH WITH FACE OF BELL. THE GRATE SHALL HAVE SLOTS (HOLES)
r
THAT CONSTITUTE 50 PERCENT OPEN AREA FOR DRAINAGE. INLE
BELL SURFACE SHALL BE FINISHED TO ASSURE NON -ROCKING FIT
WITH ANY COVER POSIT'ION.
5. WASHED DRAIN ROCK. 6 INCHES MINIMUM DEPTH.
NON -WOVEN FILTER 5. VARIES 12 INCHES OR 18 INCHES.
FABRIC (MIRAFI 140NS OR,
EQUAL) 7 SPECIAL, CAST YARD DRAIN MAY BE REQUIRED FOR MULTIPLE
PIPE CONNECTIONS.
4" PERF. PVC S. CLEAN CUTS ARE REQUIRED FOR DEPTHS OVER 42 INCHES.
INV. (SEE PLAN)
YARD DRAIN
--CLEAN 3/4" TO 1-1/2"
WASHED GRAVEL OR NO SCALE
CRUSHED ROCK
I VK P-Wt"Ud_�)
vi S k�v Rmlr,�
18" MINIMUM DEPTH AMENDED TREATMENT SOILS.
SOILS SHALL MEET DOE VOL. 111, 3.3.7. SSC-6.
-CATION EXCHANGE CAPACITY > 5 meq/100g
-ORGANIC CONTENT 8% TO 10%
-DESIGN INFILTRATION RATE OF > 1 IN/HR AND < 12 IN/HR
SOILS CAN BE IMPORTED OR AMENDED NATIVE.
TREATMENT SOILS SHALL BE TESTED BY A QUALIFIED LAB AND RESULTS STREET FILE
SUBMITTED TO THE CITY OF EDMONDS AND DESIGN ENGINEER PRIOR TO
ACCEPTANCE.
INFILTRATION TRENCH "Allf & 91019'
NO SCALE
INFILTRATION TRENCH CONSTRUCTION SHALL BE MONITORED BY A GEOTECHNICAL ENGINEER.
Call 2 Working Days Be4ore You Dig
1-800-424-5555
Utilities Underground Location Center
(ID,MT,ND,OR,WA)
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
it 1-f
DATE:
BY:
CITY �GIVEER'ING D�ISION
Lovell- Sauerland
& Associates, Inc.
L
Engineers/Surveyors/Planners
Development Consultants
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@lsaengineering.com
web: Isaengineering.com
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SHEET
JWY
JWY
C7
DATE
F.B.
5-1-14
PLN20130073
I
OF 9
LSA FILE NO - 54,36 '-
0C T 3 0 2014
EX. SSMH
TOP=338.42
IE 8- PVC(N)=323.47
IE 8- PVC(S)=323.37
NEW GAS SERVICE
FOR LOTS I AND
NEW 1" WATER SERVICE
FOR LOT 2 PER OLYMPIC
VIEW WATER & SEWER
DISTRICT STANDARDS+--_
REPLACE EXISTING
WATER SERVICE WITH
NEW 1" SERVICE FOR
LOT 1 PER OLYMPIC
VIEW WATER & SEWER
DISTRICT STANDARDS---[---
0
r
>
M
C
M
P
Existing ROW
238th STREET S.W.
N 89*06'09" E
SECTION 36, T.27N.2 R.H., W.M.
330.76'
ZONING : RS-8
S - 0 5 - 1 2 6
N 0, 2 0 0 8 0 5 0 4 -5 -1 Jc 4)
_j 2
00555100000502 00555100000503 00555100000504
BARBARA A. & SASSER HAYES CHRISTOPHER C. & SORA A. BATTEY ROBIN L PRATT &
23907 104TH AVE. W. 23905 104TH AVE. W. ANTHONY B. KENNEMUR
EDMONDS, WA. 98020 EDMONDS, WA. 98020 23903 104TH AVE. W.
EDMONDS, WA. 98020
27033600302200
FAITH COMMUNITY CHURCH
SSCO OF EDMONDS
10220 238TH STREET S.W.
TOP=340.72
EDMONDS, WA. 98026
SSCO INV=334.52 SSCO
-:,\N 89-1230" E (P) 1.32'(P) Property Offthq,,,O:�
S
TOP=339.54 TOP-341.7±
WOOD F 342—
ENCE 0 % Line I
INV=333.32 ���60 LF-VO PVC @ 2.0 5.'72
X
-S'S J�
f
.. ..... ... ..oF`:: . �, - r �11, A ::. ".
............. ...
G NEW GAS SERVICE
E
N4
.. . ........... ..............
. . ........
..... . .
................
.... ........
W,
STUB
xxxxx*
z
X. ..........
............ .. .. . ...... ...... "9 LF
6* E ,,-2 -6"0 PVC N 89*12'26" E (TYP.)
1"'WATER
3
0 -6"0 PVC
9 LF
SERVICEtINE::
........... @ 2.0 %
;Q
K",
lwkn 'Al.,
00
WM
mom ?000e
TOP=3 n" Pi�
4 4V
39.5±
3-34.,
231,. W
S
�'\RL
S
%
3
0
S 3 0 41F
0
-3.0'
04
—8
3 . 0' MI
ZONING IRS
Lot Line
j! r.j
-1 WATER
Property Line
A N,
SERVICE LINE N R
V
I . I L) I 1 00589100000300
00 DUSTIN LEE BOYETTE
3,919 S ggw '01 23914 102ND AVE. W.
EDMONDS, WA. 98020
(FF=342.5±)
M
AN
.. ........... r ---------------
. ..........
A
z ffl
AS
IF—
X 301.09'
301.35'(P) WOOD FENCE
I C
;j
_j L — — — — — — — — — -
00555100000802
TANONG NALAMLIANG & SIRIKET
i K. SUCHONAND
23917 104TH AVE. W.
EDMONDS, WA. 98020 1
DD --------------------
s 19 0 6 0
(A, N 9, :0 -1 2 0 -1 -5 0 0 -1)
N
W E
S
SCALE : 1"=20'
OEM
1 loom BEIIIIIIIIIII
0' 5' 10' 20' 30' 40'
v
EX, CONCRETE MONUMENT
SK
WITH 2" BRAAS DI NTH
'Y' IN CASING
ELEVATION 333.28 ..A
EXISTING FIRE
HYDRANT
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00555100000801
CARL & SUSAN HARRINGTON
Existing ROW 23919 104TH AVE. W.
EDMONDS, WA. 98020
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UTILITY NOTES:
1. ALL UTILITIES SHALL BE UNDERGROUND.
2. REQUIRED SEPARATION OF UTILITIES SHALL BE MET PER OLYMPIC VIEW WATER & SEWER
DISTRICT AND INDUSTRY STANDARDS.
3. IN ORDER TO. REUSE THE EXISTING SEWER LATERAL, THE CONDITION MUST BE VERIFIED BY
OLYMPIC VIEW WATER & SEWER DISTRICT (425-774-7769). IF CONDITION IS NOT
SATISFACTORY, A NEW LATERAL SHALL BE EXTENDED TO THE MAIN.
4. EXISTING OVERHEAD POWER LINE TO BE DECOMMISSIONED. COORDINATE WITH ELEC.
5. INVERT TO BE FIELD VERIFIED, AND SHALL BE ADJUSTED ACCORDINGLY.
NOTE:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR RESTORATION OF TRENCHES
REQUIRED FOR INSTALLATION OF UNDERGROUND UTILITIES CROSSING 104TH AVENUE W.
0
Call 2 Working Days Before You Dig
1-800-424-5555
Utilities Underground Location Center
(lD,MT,ND,0R,WA)
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
B Y_. D L� Yop i C_ V 1'e-W WCL�/
CITY ENGINEERING DIVISION
L EM
Lovell— Sauerland
& Associates, Inc.
Engineers/Surveyors/Planners
Development Consultants
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e—mail: info@lsaengineering.com
web: Isaengineering.com
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PFN PLN201-3007,3
OF 9
LSA FILE NO 5436
OCT 3 0 2014
.............
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ROBERT & MYRICK YAWS
23909 104TH AVE. W.
EDMONDS. WA. 98020 2P
11' 00555100000502 00555100000503
ACCESS & UTILITY BARBARA A. & SASSER HAYES CHRISTOPHER C. & SORA A. BATTEY
23907 104TH AVE. W. 23905 104TH AVE. W.
EASEMENT FOR EDMONDS, WA. 98020 EDMONDS, WA. 98020
VM LOTS 1 AND 2
REMOVE EXIST. CURB AND GUTTER, "'9-
ASPHALT SIDEWALK
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00555100000504
ROBIN L PRATT &
ANTHONY B. KENNEMUR
23903 104TH AVE. W.
EDMONDS, WA. 98020
BEGIN REMOVE kl� 1-11 ��V' SEE NOTE 4 THIS SHEET
N 89*12',30" E 301.32'(P) REMOVE EXISTING Propert
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SEE SHEET C2
SEWER
IN, REMOVE 4"
FOR DETAILS
-REMOVE ASPHALT SIDE SEVER
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PAVEMENT
TING HOUS
EXIS
23911 104TH AVE. W.
............. .. ... .... .... ..
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EX. UNDERGROUND TELEPHONE
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H S EET 005551000OD801
SEE NOTE 3 TI CARL & SUSAN HARRINGTON
Existing ROW 23919 104TH AVE. W.
EDMONDS. WA. 98020
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INDICATES EXISTING TREE TO BE REMOVED DUR NG
ACCESS ROAD AND UTILITY DEVELOPMENT
INDICATES EXISTING TREE TO BE REMOVED DURING
PLAT DEVELOPMENT
27033600302200
FAITH COMMUNITY CHURCH
OF EDMONDS
10220 238TH STREET S.W.
EDMONDS, WA. 98026
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00 00589100000300
4 DUSTIN LEE BOYETTE
23914 102ND AVE. W.
EDMONDS, WA. 98020
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TANONG NALAMLIANG & SIRIKET
K. SUCHONAND
23917 104TH AVE. W.
EDMONDS, WA. 98020 1 1
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I EARTHWORK QUANTITIES
301.09,
301.35'(P)
NOTE 4 THIS SHEET
DISTURBED AREA: 0.425 ACRES
EXCAVATION: 350± C.Y.
F1 LL: 200± C.Y.
THE QUANTITIES OF EXCAVATION AND FILL ARE
APPROXIMATE ONLY AND SHALL NOT BE USED
FOR CONTRACTUAL PURPOSES.
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EROSION AND SEDIMENT CONTROL
BEST MANAGEMENT PRACTICES (BMP'S)
1. GRADING AND CONSTRUCTION SHALL BE TIMED AND CONDUCTED IN
STAGES TO MINIMIZE SOIL EXPOSURE.
2. THE CONTRACTOR SHALL MINIMIZE OR PREVENT THE TRANSPORT OF
SEDIMENT ONTO PAVED SURFACE DURING CONSTRUCTION. IF SEDIMENT
IS TRANSPORTED ONTO A PAVED SURFACE IT SHALL BE THE
CONTRACTOR'S RESPONSIBILITY TO CLEAN IT AT THE END OF EACH
DAY.
3. SUFFICIENT TESC BMP MATERIALS AND SUPPLIES TO PROTECT THE
ENTIRE SITE SHALL BE STOCKPILED ON -SITE PRIOR TO ANY SITE
ACTIVITY.
4. THE CONTRACTOR SHALL MAINTAIN AND REPAIR AS NECESSARY ALL
TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL BMP'S
TO ASSURE THEIR CONTINUED PERFORMANCE.
5. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES
SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A
PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED.
6. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL TEMPORARY
DRAINAGE FACIL111ES AND STRUCTURES UPON REACHING A DEPTH OF
6 INCHES.
7. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN
ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION SHALL
OCCUR AT THE END OF EACH WORK DAY.
8. SILTATION BARRIERS AND ALL OTHER TESC MEASURES SHALL BE
INSPECTED IMMEDIATELY AFTER EACH RAINFALL EVENT GREATER THAN
0.1" RAINFALL, AND AT LEAST DAILY DURING PROLONGED RAINFALL
EVENTS.
9. INLETS OF THE PERMANENT DRAINAGE SYSTEM SHALL BE PROTECTED
FROM SEDIMENT INFLUX BY USE OF FILTER FABRIC, MICROPORE BAGS,
OR SIMILAR FILTERING MATERIALS AND METHODS.
10. DURING A STORM EVENT, NO CONSTRUCTION ACTIVITY SHALL OCCUR
ON SITE EXCEPT FOR WORK ON EROSION CONTROL FACILITIES.
THE CONSTRUCTION SWPPP 12 ELEMENTS
THE 12 ELEMENTS THAT ARE PART OF A CONSTRUCTION SWPPP ARE AS FOLLOWS:
1. MARK CLEARING LIMITS: PRIOR TO CLEARING OR DISTURBING THE LIMITS MUST
BE MARKED. THIS ELEMENT IS PART OF MOST NORMAL CONSTRUCTION PLANS
AS ONE OF THE FIRST STEPS.
2. ESTABLISH CONSTRUCTION ACCESS: ALL EROSION CONTROL PLANS SHALL
INSTALL A STABILIZED CONSTRUCTION ENTRANCE (OR OTHER METHOD OF
PREVENTING SEDIMENT TRANSPORT ONTO THE ROADS . IF A STANDARD GRAVEL
CONSTRUCTION ENTRANCE IS PROPOSED, USE GEO-TEXTILE FABRIC UNDER THE
ROCK. NOTE: A WHEEL WASH IS REQUIRED FOR PLANS THAT PROPOSE WINTER
GRADING.
3. DETAIN FLOWS: BASED ON A DOWNSTREAM ANALYSIS IT MAY BE NECESSARY TO
DETAIN RUNOFF FROM A SITE UNDER CONSTRUCTION. IT MAY BE NECESSARY
TO CONSTRUCT AND USE A DETENTION POND TO CONTROL FLOWS DURING
CONSTRUCTION.
4. INSTALL SEDIMENT CONTROLS: IF THERE IS RUNOFF FROM THE CONSTRUCTION
SITE, SEDIMENT SHALL BE REMOVED FROM THE WATER. NOTE THAT THE WATER
QUALITY STANDARDS MUST BE MET.
5. STABILIZE SOILS: ALL EXPOSED AND NON -WORKED SOIL SHALL BE STABILIZED
BY USE OF BMP'S. NOTE THERE ARE TIME PERIODS OF ALLOWED EXPOSURE
T14AT DEPEND ON THE SEASON. GROUNDCOVER BOTH TEMPORARY AND
PERMANENT NEED TO BE PART OF THE CONSTRUCTION PLANS.
6. PROTECT SLOPES: CUT AND FILL SLOPES NEED TO BE PROTECTED FROM
EROSIVE FLOWS AND CONCENTRATED FLOWS UNTIL PERMANENT COVER AND
DRAINAGE CONVEYANCE SYSTEMS ARE IN PLACE.
7. PROTECT DRAIN INLETS: ALL STORM DRAIN INLETS REQUIRE PROTECTION FROM
SEDIMENT AND SILT LADEN WATER.
8. STABILIZE CHANNELS AND OUTLETS: TEMPORARY AND PERMANENT CONVEYANCE
SYSTEMS SHALL BE STABILIZED TO PREVENT EROSION DURING AND AFTER
CONSTRUCTION. CULVERT OUTLETS REQUIRE PROTECTION.
9. CONTROL POLLUTANTS: THE PLAN SHALL SHOW HOW ALL POLLUTANTS,
INCLUDING WASTE MATERIALS AND DEMOLITION DEBRIS, WILL BE HANDLED. THIS
INCLUDES MAINTENANCE OF CONSTRUCTION EQUIPMENT, FERTILIZERS,
APPLICATION OF CHEMICALS, AND WATER TREATMENT SYSTEMS.
10. CONTROL DE -WATERING: THE WATER FROM DE -WATERING SYSTEMS FOR
TRENCHES, VAULTS AND FOUNDA11ONS SHALL BE DISCHARGED INTO A
CONTROLLED SYSTEM.
11. MAINTAIN BMPS: THE PLAN SHALL PROVIDE FOR INSPECTION AND MAINTENANCE
OF THE PLANNED AND INSTALLED CONSTRUCTION BMPS AS WELL AS THEIR
REMOVAL AT THE END OF THE PROJECT.
12. MANAGE THE PROJECT. THE PLAN SHALL OUTLINE HOW THE SITE SHALL BE
MANAGED FOR EROSION CONTROL AND IDENTIFY THE MANAGEMENT TEAM,
INCLUDING A CERTIFIED EROSION CONTROL SPECIALIST. IT NEEDS TO COVER
PHASING, TRAINING, PRE -CONSTRUCTION CONFERENCE, COORDINATION WITH
UTILITIES AND CONTRACTORS, MONITORING AND REPORTING. IT SHALL PROVIDE
FOR NOTICE OF PROBLEMS, REVISIONS DURING CONSTRUCTION AND
CONTINGENCY PLANNING. ONE OF THE MOST IMPORTANT ELEMENTS IN THE
MANAGEMENT OF THE PROJECT IS PLANNING FOR CONTINGENCIES BASED ON
THE RISK OF EXPOSURE DURING PHASES OF THE DEVELOPMENT. IT IS
ESSENTIAL THAT PLANNING IS ONGOING THROUGHOUT THE LIFE OF THE
PROJECT. THE PROJECT CERTIFIED EROSION AND SEDIMENT CONTROL LEAD
(CESCL) NAME AND TELEPHONE NUMB R ARE ROBERT EDWARDS, (206)
226-5777.
NOTES:
1. SEPARATE DEMOLITION PERMITS ARE REQUIRED FOR THE DEMOLITION OF
STRUCTURES.
2. WHERE TREES ARE TO BE MAINTAINED, BARRIER FENCING SHALL BE PLACED
AT THE DRIP LINE OF THE TREE IN ORDER TO PROTECT THE ROOT SYSTEM.
3. ALL UTILITIES TO BE ABANDONED/REMOVED, INCLUDING THE OVERHEAD POWER
FEEDS.
4. ORANGE BARRIER FENCE AND/OR ORANGE SILT FENCE SHALL BE ADDED
ALONG THE EDGES OF THE PROJECT TO CLEARLY DELINEATE CLEARING LIMITS
DURING CONSTRUCTION.
UTILITY CONFLICT NOTE
THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS
APPROXIMATE ONLY. THE OWNER SHOULD CONTACT THE PURVEYORS
OF ALL UTILITIES IN THE AREA TO DETERMINE THE LOCATION AND
DEPTH OF ALL UTILITIES ON AND ADJACENT TO THE PROPERTY.
CONTRACTOR TO VERIFY UTILITY LOCATIONS PRIOR TO
CONSTRUCTION. IF ANY CONFLICTS ARE IDENTIFIED CONTACT
ENGINEER IMMEDIATELY.
Call 2 Working Days Before You Dig
1-800-424-5555
Utilities Underground Location Center
(lD,MT,ND,0R,WA)
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY. A I X�
C� �kIKEERIN� DIVISION
L EM
Lovell- Sauerland
& Associates, Inc.
Engineers/Surveyors/Planners
Development Consultants
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@Isaengineering.com
web: Isaengineering.com
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DATE
F.B.
5-1-14
" PLN20130073
OF
ISA FILE NO' 5436
OCT 3 0 2014