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City of-Ed'monds
Traffic Impact Analysis-Worksheet
Name of Proposed Project:
Owner/Applicant
0 All,
Applicant Contact Person:
Y-AQTZ ?,Qu-M LLC_ S-re qe RLI J-Z M % k.,.i
Narne Name
"PO Zlcwl Z � olct_7 —e-- 5pw,% F
Street/Mailing Address Street/Malling Address
6aAl-r-Le I WA cl 16 % O-S S
City State Zip 01 ty
-Teq_e_F_L_L., k�c?
State zip
Telephone: 2�0(.o 7-0S Oe%Q Telephone: Zo(w Wot 0778
Traffic Engineer who prepared the Traffic Impact Analysis (if applicable):
LQ E;15 6_r4CiA �;TO �4elL_ LA-r-rA Pe
Firm Name Contact Name
Telephone: 34w--" 901 *7007—� E-mail:
THRESHOLD LEVELS OF ANALYSIS
Pr ' ect Traffic Levels
OL
Sections to Complete
Less than 25 peak -hour trips generated
I and 7 only (Worksheet/Checklist)
11. More than 25 peak -hour trips generated
All sections
1. PROJECT DESCRIPTION
a. Location -Street address: Z>2-ZAO WA�l
(50E WrtNWAOZ, C�W%1- PLA� C— (Attach a vicinity map and site plait.)
b. Specify existing land use: 511-ACO-E Fvh-A%�,j (&Kt00,ACA;3' 0 t4 -T-I+c 45-2 AL- L,;-,-r
.4(. q_rA — � .—>�
c. Specify proposed type and size of development: 'PPQX0SC9 10 QW7 t��Sf T>&qtqU>Pr"e-,r7
rz 04rrA-rc Rto 'D 0 kg* Uy- c. of res iden tia I u n its a n d10 r sq u a re fo o tage of b u ilding)
Revised on 6124110
E82 - Trajfic Impact AnahWs iforluheet
Page I of 5
STREET FLE
d. Date construction will begin and be completed: '5rA&-( '6P9.1-A(- 201Lf ( two wwT&% loiq
e. Define proposed access locations: VP4% b24YEwNI *44-55 fteesc-D -r-- �Wse.VE
&A-r, as ?(&qX2_-r 651& Wl-r4eACD 5 rrG - c- i j % �_ S ft-w-T C - S
f. Define proposed sight distance at site egress locations: _DMW&WIt�Y SiGtA-r
I
tS 30s' r-,6& 4c>,,*k Pas-req Sgrv.--o o,.a E-71Drv%-1-A0S W�nl (REX WST>,�
t�s6rA N%Rb,4%jew. S��-0,4 1-640.0(0 ) See A_r_r&ctteo�
2. TRIPGENERATION
Source shall be the Eighth Edition of the Institute of Transportation Engineers (ITE) Trip Generation
manual. For independent fee calculations, the current edition of the ITE manua ay be used.
ADT = Average Daily Traffic
PM P�ak-hour trips (AM, hbon or school. peak may also apply as, directed y the City Engineer)
a. Existing Site Trip Generation Table:
/0M Peak -Hour Trips
Land Use Daily (ADT) IN
b. Proposed Project Trip Generation Table:
Land Use
Daily (AXT)
TM Peak-Hoir TiTps
IN
OUT
c. Net New Project Trip
Table:
ILand Use Daily (ADT) PM Peak -Hour Trips
V IN I OUT
d. State assumptioXs and methodology for internal, link-diverted'or passby trips.
Revised on 6124110 E82 - Traffic 1mpact Analysis Worksheet
Page 2 of 5
TRIP DISTRIBUTION
Prepare and attach a graphic showing project trip distribution percentages and assignments. For
developments that generate over 75 peak-h0L11- trips, the City Engineer reserves the right to reqUire
trip distribUtI011 to be determined through use of* the City trall 1c rnodel. 1
4. SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY
a. Have sight distance requirements at egress location been rnet per,-A.A�SHTO requirements?
b. Intersection Level of Service (LOS) Analysis:
Intersections to he evaluated shall be detei-mined h), the Edinondv Ti-affic Engineer
C/ly oi.
Existing Conditions
LOS
Delays
Year of Opcning
LOS
Delays
Five Years Beyond Change of'
Los
Delays
Land Use
c. Describe channelization warrants:
(Attach striping plan.)
d. Vehicle Storage/Queuiril- Analysis ILWILIte 50%' Wid 95 queuing lengths):
50%
95 %
Existing Conditions
Year of Opening
Five Years Beyond C, e o
Land Use J�"
I I
e. If appropriate, state t�affic control warrants (e.g. stop sign warrants, signal warrants):
17. Summarize locil accident h1story2 (only rcqLllrcd for access to principal and irtinor arterials):
I Available upon reqkesL at City of Edmonds Development Services Department
2 Availabl( cKest at City of Edmonds Police Department
Revised on 6124110 E82 - Traffic hnpact Analpis WnrL,�heet Page 3 of 5
5. TRAFFIC VOLUMES
Provide the following and other planned development traffic within the city.
a. Describe existing ADT and peak -hour counts (less than two years Al including turning
movements, on street adjacent to and directly impacted by the pr9ject.
b. Describe the estimated ADT and peak -hour counts, 1/nclding turning movements, the year the
project is fully open (with and without project traffic).
z
c. Describe the estimated ADT and peak -hour cou ts, including turning movements, five years
after the project has been fully open (with a /�'hout project traffic),
nd it
d. State annual background traffic growt actor and source:
6. LEVEL OF SERVICE (LOS) AN YSIS
a. Summarize Level of Service A lysis below and attach supporting LOS analysis documentation.
Provide the following docurne ation for each arterial street or arterial intersection impacted by
ten or more peak -hour trips. ther City -planned developments' must also be factored into the
LOS calculations.
LOS
LOS
Existing Conditions
Existing
Delays
Year of Opening
With Project
Without Project
[LF: ve Y�es Be d Change of
and: se
U
With Project
Without Project
b. Note any ass#ptions/variations to standard analysis default values ai�d justifications:
I A list of p
developments are available at the City upon request for public records
Revised on 6124110 E82 - Trafic Impact A nalYsis Worksheet Page 4 of 5
7. iMITIGATION RECOMMENDATIONS
State recommended Measures and fees required to mitigate proj . ect specific traffic impacts. 1'raffic
impact fcc shall be calculated from the Edmonds Road Impact Fee Rate Study ]'able 4 (attached)
and as identified in ECDC 18.82.120, except as otherwise provided for independent fee calculations
in I -CDC 18.82.130.
f��.CHANGE IN USE
Fee for prior use shall be based on fee established at the time tile prior use was permitted. If the
previous use was permitted prior to the adoption ot'Ordinancc 35 16 (effective date: 09/12/04),
the 2004 ECDC 18.82.120 impact fee shall be used.
ITE Land Use Category Pel- Unit
l Fcc Rate
Use Z.� F PW_-r,16,A7- S_7746,%
664C.%-M FrWym.., S� 190;
Units in
square feet, Fee
# of dwelling,
vfp, etc.
x
to -7 14, 5,
X
FNe", Use Fee: Prior Use Fee:
A -0 %J = 1z. UJ&LA-4 PA G U"%-r
Lj NEW DEVELOPMENT
Units in
ITE Land Use Category Per Unit square feet,
Fee Rate # of dwelling,
vfp, etc.
x
New Use
OTHER
INDEPENDENT FEE CALCULATION: $200.00 (+ consul
City of Edmon
TOTAIL TRAFFIC IMPACT FEE 1$
Di4ion Approval
U
Date
' No irnpact tecs will be due, nor will a credit be given, for an inipact Cce calculation resulting in a net negative.
Revised on 6,24/10 E82 - Trajfic hnpaclAnah.�i., llot ksheet
Page 5 oj'5
Pt i r- t -r'�) YA AP
VICINIrYMAP
NOT TO SCALE
The Bow,'! of
din N"dr'
9—
Edmonds 1M.-ain,si
U(y Park;
8+&.ach Park-
Woodway
Yo �'6' r P ark,
j5CI: AIN
ll'Ol,x0l*-47
2210.111
(10
cli
2 12A h �'ri t -*3f I
co
Espewarice
2.28th $1: SW
220th I
cgri)
n
R 205th S'.t
S)
I
C- I nl\ PeNLT .5 1 S
I-TP(CA 2 : 6,.xr, er— L) rj I - r
Unit Sizes and Types
Unit Size
Garage
Number of
Number of
Unit
(sf)
Size (sf)
Bedrooms
Parking
Spaces
101
979
330
1
1
102
1,433
388
3
2
103
1,433
388
3
2
104
1,079
388
2
2
105
1,719
458
3
2
106
1,719
458
3
2
107
1,719
458
3
2
108
1,719
458
3
2
109
1,716
590
2
2
110
1,750
408
2
2
Total
15,266
4p324
25
19
Chapter 1340
Driveways
L,'se the desion template that will best accommodate the intended use of the driveway, unless
a smaller driveway is appropriate and will not adversely affect the traveled way of the state
highway. If necessary. Use turn Simulation software (such as AutoTURN) to verify tile drivcwaN
design will adequately accommodate the largest �chicle that will regularly use the driveway
1340.05 Sidewalks
Ifa drivewav connection has (or will have) a4jacent sidewalk, use tile applicable Cement
Concrete Driveway Entrance Standard [']an F-80. 10 and width issued oil the access perillit. Tile
design and construction ofany sidewalk sliall be compliant with Chapter 15 10 and Section F
of the Standurd Plans, in addition to the latest Americans with Disabilities Act criteria.
1340.06 Driveway Sight Distance (Eye height — 3.5 ft., Object height — 3.5 ft.)
A driver on the highway needs to see far enough ahead to assess developing situations and take
actions appropriate for the conditions, such as when a vellicle is either entering or leaving tile
highway at a driveway.
In addition, drivers entering the highway from a driveway also need to see enough of the
highway, whether to tile left or right, so they can take actions appropriate for the conditions
to enter the highway in a reasonably safe marincr.
Design and locate driveways Such that the sight distances meet or exceed tile distances shown
in F.xhibit 1340-3; these distances may require an approaching vehicle to reduce speed or stop
to prevent a collision. In addition, provide decision sight distance for through traffic at all utility
and special -use driveways on Eacilities with limited access control (see Chapter 1260).
For road approaches with AWDVTE greater than 1,500. use Intersection sight distance criteria
(see Chapter 13 10). Areas along driveway legs and across their included comers should be clear
n
of obstructions that might block or affect a driver's view of potentially conflicting vehicles.
Left Access Sight Distance Right Access Sight,Dlstaro 121 1
Access Sight 18 ft [1)
Une (t
.Posted Speed Li - mit (mph) ' L 25 _LioT 35 - 40-A[ �4 _50 - 1 55 60 L:��1_70_
Driveway Sight Distance (ft) I 1SS 1 200 ! 250 305 31 '0 125 1 49S 570 1 645 1 730
Notes:
[11 Measured from the edge of through lane. If the desirable 18-foot setback cannot be achieved, obtain
as much as practicable, down to a 10-foot minimum.
[2] Not required for driveways restricted to right in/right out.
Driveway Sight Distance
Exhibit 1340-3
WSDOT Design Manual M 22-01. 10 Page 1340-5
July 2013 ,
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ClVfA AP"ZON & COWSTRUCrION PLANS
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CM OF EDMONDS
KAUTZ ROUTE, LLC COVER SHEET
(FOR AFK>47EACTMAL DESION BOARD FEVEM c - I
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..—Ifig �Wif —gi—, PO BOX 31097
EDMCMM WAY MULTV-FAMLY CEYELOPMENT
23M EDMONDS WAY. EDMONDS, WA
F(XffON OF THE eN V4 NW V4 OF SEC A TW M FCE 4F- WM
---------- SEATTLE, WA 98103 1 � 12
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RECOVEr
GeoTe5T
December 17, 2012
Job No. 12-0654
Steve Price
PO Box 31097
Seattle, Washington 98103
741 Marine Drive P1 ONE
Beri ngham, WA 98225 360 733 7318
20611-67 Ih Avenue NE '0' 1, f 11[-F
Arlington, WA 98223 888 25 1 _5276
Re: Subsurface Exploration Summary
Proposed Edmonds Way Development
23220 Edmonds Way
Edmonds, Washington
Dear Mr. Price,
F"
360 7337491ALCANC,
This report presents the results of our subsurface exploration and gradation analysis for
the proposed stormwater infiltration facilities to be located within the proposed
development at 223220 Edmonds Way in Edmonds, Washington. Our services were
completed in accordance with your request.
The purpose of our services was to obtain subsurface information at the subject site in
order to provide soils classification and corresponding infiltration rates for use in design
of a stormwater facility at the project site and to provide a bearing capacity for the native
subgrade soils.
Specifically, our services included the following:
Observe, log and sample five test pits located within the areas of interest based
upon a site plan provided by Millennium Engineering Group. The soil was
classified using USDA textural classification and corresponding infiltration rates
were assigned based on the recommendations in the 2005 Washington State
Department of Ecology Stormwater Management Manual for Western
Washington.
2. Laboratory analysis of representative soil samples encountered for determination
of grain size distribution and soil classification.
3. Provide this written report containing the following:
• Description of surface, subsurface and groundwater conditions.
• Site plan and test pit logs.
• Laboratory test results.
• Assigned infiltration rates corresponding to the encountered soils.
Page 1 of 4 F%
aTREET FILE
GeoTest Services, Inc.
23220 Edmonds Way, Edmonds, Washington
PROJECT DESCRIPTION
December 17, 2012
Job No. 12-0654
We understand there are plans to demolish the existing residence and detached garage
and construct 3 condominium buildings, each 2 stories in height with the bottom levels
containing parking. We anticipate that the new buildings on the northern half of the site
will be supported by deep foundations due to loose fill underlying soils. Building loads
are anticipated to be light. Generally the topography of the plat to be developed is
somewhat hummocky. Total topography relief across the property is approximately 10
feet. Surface water was not encountered within the explored areas of interest at the time
of our investigation.
SUBSURFACE SOIL CONDITIONS
Subsurface soil conditions at the site were explored by excavating and sampling five test
pits using a rubber -tired backhoe on December 10, 2012. The five explorations (TP-1
through TP-5) were advanced at the proposed infiltration areas of interest. Our
explorations were extended to depths ranging between 5 to 10.5 feet below the existing
ground surface (BGS). Please refer to the attached Site and Exploration Plan, Figure 2,
for approximate test pit locations.
Subsurface conditions consisted of a thin topsoil horizon overlying loose, silty sand FILL
with gravel with occasional cobbles and boulders. The fill ranged in thickness between 3
and 7 feet and was located on the northern half of the site. A 1 foot thick layer of relic
topsoil was encountered beneath the fill soil in Test Pit 3. Underlying the fill soils and
beneath the topsoil along the southern portion of the property, native glacial till soils
consisting of medium dense to very dense silty sand with gravel and cobbles was
observed. Typically, the upper 2 feet of the native till was weather and then became
dense to very dense.
GROUNDWATER
At the time of our subsurface investigation on December 10, 2012, groundwater
seepage or a heavily mottled layer, indicating the apparent groundwater table elevation,
was not encountered within any of our test pits. Groundwater levels are not static, and
vary with respect to surface runoff, precipitation, season, changes in site utilization, both
on and off site, and other factors. In general, groundwater levels are higher during the
wetter winter months, October through June.
BEARING CAPACITY
Assuming the above foundation support criteria are satisfied, continuous or isolated
spread footings founded directly on the native, medium dense silty sand or on
compacted structural fill over the medium dense undisturbed native soils may be
proportioned using a maximum net allowable soil bearing pressure of 2,500 pounds per
square ft (ps�. The term "net allowable bearing pressure" refers to the pressure that can
be imposed on the soil at foundation level resulting from the total of all dead plus live
loads, exclusive of the weight of the footing or any backfill placed above the footing. The
net allowable bearing pressure may be increased by one-third for transient wind or
seismic loads
Page 2 of 4
GeoTest Services, Inc.
23220 Edmonds Way, Edmonds, Washington
TEST PIT GRADATION RESULTS
December 17. 2012
Job No. 12-0654
From the explorations excavated in the proposed infiltration areas, four representative
soil samples were selected and mechanically tested for grain size distribution and
interpretation according to the United States Department of Agriculture (USDA) soil
textural classification testing approach. Subsurface infiltration rates corresponding to the
United States Department of Agriculture (USDA) soil textural classification were obtained
from the 2005 Washington State Department of Ecology Stormwater Management
Manual for Western Washington, Table 3.7 and are reproduced in Table 1 below.
TABLE 1
Test Pit Soil Sample Infiltration Rates
Based On The 2005 DOE Stormwater Management Manual Table 3.7
Test Pit
Number
Sample
Depth (ft)
Classification
(USDA)
Infiltration Rate
(Inches/Hour)
TP-1
6.0
Sandy Loam
0.25
TP-2
2.0
Sandy Loam
0.25
TP-4
4.0
Sandy Loam
0.25
TP-5
2.0
Sandy Loam
0.25
Note: Listed infiltration rates are long term (design) rates as stated
in Table 3.7.
Based on the USDA textural classification and our interpretations of our soil logs, the
native, silty sand (weathered till) encountered beneath the topsoil and underlying the fill,
resulted in a DOE Manual estimated long-term design infiltration rate of 0.25 inch per
hour.
Based upon the presence of the uncontrolled fill soils on the site, we do not recommend
these soils be used for stormwater infiltration or for the foundation elements of the
proposed structures to bear on. The dense to very dense native till soils typically
encountered 2 feet beneath the weathered zone is 'cemented' and has a very low
infiltration potential. The upper, weathered portion of the glacial till would be suitable for
limited stormwater infiltration, such as a rain garden, but does not have the required
vertical separation for full stormwater infiltration. At all of the explorations, apparent
evidence of groundwater or evidence of an estimated average seasonal high water table
was not observed at the time of our subsurface investigation.
LIMITATIONS
The analyses, conclusions, and recommendations provided in this report are based on
conditions encountered at the time of the subsurface exploration performed by GeoTest
Services, Inc., information from previous studies and our experience and judgment. Our
work has been performed in a manner consistent with the level of care and skill
ordinarily exercised by members of the profession currently practicing under similar
conditions in this area for the exclusive use of Steve Price and his representatives. No
warranty, expressed or implied, is made.
We must presume the subsurface conditions encountered are representative for the
proposed site for the purposes of formulating our recommendations. However, you
should be aware that subsurface conditions may vary with time and between exploratory
Page 3 of 4
Geo-rest Services, Inc.
23220 Edmonds Way, Edmonds, Washington
December 17, 2012
Job No. 12-0654
locations, and unanticipated conditions may be encountered. If construction reveals
differing conditions or the design is modified, we should be retained to reevaluate our
recommendations and provide written confirmation or modification, as needed.
We appreciate the opportunity to be of service to you on this project. If any questions
should arise regarding this report, please contact the undersigned.
Respectfully Submitted,
GeoTest Services, Inc.
Tim Chylla, LEG
Engineering Geologist
Attachments: Figure 1 Vicinity Map
Figure 2 Site and Exploration Plan
Figure 3 Soil Classification System and Key
Figures 4 - 7 Logs of Test Pits
Figure 8 Grain Size Distribution
Page 4 of 4
PROJECT
LOCATION
GEOTEST SERVICES, INC.
741 Marine Drive
Bellingham, WA 98225
phone: (360) 733-7318
fax: (360) 733-7418
Reference Map Provided By
Google Earth
Date: 12-11-12 By: EG I Scale: NONE
VICINITY MAP
EDMONDS WAY DEVELOPMENT
23220 EDMONDS WAY
EDMONDS, WASHINGTON
Project
12-0654
FIGURE
1
NORTH
z
Referenced from Snohomish County
Online Property Information
Q1TP-# = Approximate Test Pit
Exploration Location
Date I " 10 y
SITE AND EXPLORATION PLAN
EDMONDS WAY DEVELOPMENT
23220 EDMONDS WAY
EDMONDS, WASHINGTON
12-0654
2
V
Slope to drain away
Floor Slab
from structure.
----Compacted Impervious Soil
Vapor Barrier
4
(12 inrii minimum,,
0 r Pavement
(2 incti minimurn)
Approved Non -woven
Geotextile Filter Fabric
(-L
(18 inch minimum fabric lap)
Coarse Gravel Capillary Break
(6 inch minimum)
Suitable Soil
V T.
Free Draining
� 7'
7-
Sand and Gravel Fill
Weep Holes
r
Suitable Soil
Four Inch Diameter, Perforated, Rigid PVC Pipe
(Perforations oriented down, wrapped in non -woven
Drainage Material geotextile filter fabric. directed to suitable discharge)
(Drain Rock or Pea Gravel)
Notes:
Footings Should be properly buried for frost protection in accordance
with International Building Code or local building codes
(Typically 18 inches below exterior finished grades)
GEOTEST SERMCES, OMC. Date: 12-11-12 1 By: EG I Scale: None Project
741 Marine Drive TYPICAL FOOTING DRAIN 12-0654
Bellingham, WA 98225 EDMONDS WAY DEVELOPMENT Figure
phone: (360) 733-7318 23220 EDMONDS WAY
f ax: (360) 733-7418 EDMONDS, WASHINGTON 3
Soil Classification System
LISCS
MAJOR GRAPHIC LETTER TYPICAL
DRASIONS SYMBOL SYMBOL DESCRIPTIONS ......
CLEAN GRAVEL
U�. U 'U
�:o 0, 0
GW
Well -graded gravel, gravel/sand mixture(s); little or no fines
GRAVEL AND
ey rn Q-': ,
I
) U 0 U
00,0
GP
_j 03
GRAVELLY SOIL
(Little or no fines)
Poorly graded gravel, gravel/sand mixture(s), little or no fines
5 �:.L'
Lu 0
3 0 1 1
GRAVEL WITH FINES
—
GM
�) a)
-2
(More than 50% of
Silty gravel: gravel/sand/silt mixture(s)
LLJ E
Z-0
coarse fraction
retained on No. 4
(Appreciable amount of
R
sieve)
fines)
GC
Clayey gravel; gravel/sand/clay mixlure(s)
0
CLEAN SAND
SW
Well -graded sand, gravelly sand, little or no fines
CZ
SAND AND
SP
U) 4: M
SANDY SOIL
(Little or no fines)
Poorly graded sand; gravelly sand� little or no fines
SAND WITH FINES
SM
0
L)
(More than 50% of
coarse fraction passed
Silly sand: sand/silt mixture(s)
SC
through No. 4 sieve)
(Appreciable amount of
fines)
Clayey sand, sand/clay mixture(s)
I
L
ML
Inorganic silt and very fine sand; rock flour; silty or clayey fine
SILT AND CLAY
sand or clayey silt with slight plasticity
N
Inorganic clay of low to medium plasticity, gravelly clay; sandy
CIL
0
(Liquid limit less than 50)
clay; silty clay', lean clay
CIL
Lij 0 3
C L4
Organic silt; organic, silty clay of low plasticity
Z !�
0.8
al
MH
Inorganic silt: micaceous or diatomaceous fine sand
M = Z,
M
SILT AND CLAY
CH
E
Inorganic clay of high plasticity, fat clay
C)
LL
(Liquid limit greater than 50)
OH
Organic clay of medium to high plasticity organic silt
HIGHLY ORGANIC SOIL
PT I
eat, humus, swamp soil with high organic content
GRAPHIC LETTER
OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS
PAVEMENT
AC r PC
Asphalt concrete pavement or Portland cement pavement
ROCK
RK Rock (See Rock Classification)
WOOD
WD
Wood, lumber, wood chips
DEBRIS
D13
Construction debris, garbage
Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils (Visual -Manual
Procedure), as outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard Test Method
for Classification of Soils for Engineering Purposes, as outlined in ASTM D 2487.
2. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined as
follows:
Primary Constituent: > 50% - "GRAVEL," "SAND," "SILT," "CLAY," etc.
Secondary Constituents: > 30% and < 50% - "very gravelly," "very sandy," "very silty," etc.
> 12% and < 30% - "gravelly," "sandy," "silty," etc.
Additional Constituents: > 5% and < 12% - "slightly gravelly," "slightly sandy," "slightly silty," etc.
< 5% - "trace gravel," "trace sand," "trace silt," etc., or not noted.
Drilling and Sampling Key
Field and Lab Test Data
SAMPLE NUMBER & INTERVAL
SAMPLER TYPE
Code Description
Code
Description
Sample Identification Number
a 3.25-inch O.D., 2.42-inch I.D. Split Spoon
PP = 1.0
Pocket Penetrometer, tsf
b 2.00-inch O.D., 1.50-inch I.D. Split Spoon
TV = 0.5
Torvane, tsf
Recovery Depth Interval
F,
c Shelby Tube
PID = 100
Photoionization Detector VOC screening, ppm
1 Sample Depth Interval
I—
d Grab Sample
W = 10
Moisture Content, %
e Other - See text if applicable
D = 120
Dry Density, pcf
Portion of Sample Retained
1 300-lb Hammer, 30-inch Drop
-200 = 60
Material smaller than No. 200 sieve, %
for Archive or Analysis
2 140-lb Hammer, 30-inch Drop
GS
Grain Size - See separate figure for data
3 Pushed
AL
Atterberg Limits - See separate figure for data
4 Other - See text if applicable
GT
CA
Other Geotechnical Testing
Chemical Analysis
Groundwater
V Approximate water elevation at time of drilling (ATD) or on date noted. Groundwate'l
A�D levels can fluctuate due to precipitation,
seasonal conditions, and other factors.
I
X�A I M
TP-1
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
E
-5
-0
Excavation Met hod: Rubber -tired Backhoe
:3
Z
;:1
U)
U
E
>1
(.0
Ground Elevation (ft)� Not Determined
E 'E
E
0
�E
(n
U
Excavated By-Gillen Construction
0 U) -6
(n
1--
CD
D
SM
Loose, moist, dark brown, silty SAND, slightly
SM
\,gravelly. (TOPSOIL)
Groundwater not encountered.
Loose, moist, gray, gravelly silty SAND, some
—2
1-1 TT
d
scattered cobbles. (FILL)
—4
ED—
-Coose—, moist,_daFk Urc�w-n,—s�l-ty—S��N-5,-�l-i-gh—tly—
gravelly, with frequent organics. (FILL)
—6 1-2
d
GS
SM
Medium dense, moist, red -brown, silty SAND,
slightly gravelly to gravelly. (TILL)
—8 1-3
d
SM
Dense, moist, gray, slightly silt to silty,
gravelly, SAND, (TILL)
10 1-4=
d
Test Pit Completed 12/10/12
Total Depth of Test Pit 10.0 ft.
—12
TP-2
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
E
a)
E
0
-0
Excavation Method: Rubber -tired Backhoe
Z3
Z -Fu
E.
F--
�)
U
E
>1
U)
Ground Elevation (ft): Not Determined
.2
-C a a)
ZL E '2!
'a
E
0
!E
C�
(n
U
Excavated By Gillen Construction
0 0.6
U)
1--
-0
SM
Loose, moist, dark brown, silty, slightly
SM
gra Ily SAND. (TOPSOIL)
Groundwater not encountered.
Medium dense, moist, light brown, gravelly
—2 _FF
2-1
d
Gs
silty SAND, some cobbles. (TILL)
SM
grades to dense to very dense, moist, gray,
—4
gravelly silty SAND, some cobbles (TILL)
2-2 TT
d
6
2-3 T71-
d
—8 Test Pit Completed 12110/12
- Total Depth of Test Pit 7�O ft.
—10
—12
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
Edmonds Way Development Figure
0"��'OTe5T 23220 Edmonds Way Log of Test Pits
5
Edmonds, Washington
(1 of 3)
CL
'n
TP-3
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
E
CL
0
.0
E
-6
.0
Excavat ion Method: Rubber -tired Backhoe
=1
z -5
�11
1:
.0
M
>1
W
U
E
>1
W
Ground Elevation (ft)� Not Determined
.T i-I
CL a)
0)
"a
0
r_
U)
E 'E
—
E
CIL
2
U
W
Excavated By- Gillen Construction
—
Cz
U) C-6
M
W
a)
CD
:D
— — —
sm
Loose, moist, dark brown/black, silty SAND.
,(TOPSOIL)
Groundwater not encountered.
—2
Loose, moist, gray and light brown, slightly
3-1 d
silty, gravelly SAND, some cobbles, scattered
boulders. (FILL)
4
3-2 d GS
—6
ML
Stiff, moist, dark brown, sandy SILT, slightly
—8
3-3 171 d
gravelly, with organics. (FILURELIC
TOPSOIL HORIZON)
Medium dense, moist, light brown, silty SAND,
—10
slightly gravelly to gravelly, scattered cobbles.
3-4 d
_iTILL)
-
Test Pit Completed 12/10/12
—12
Total Depth of Test Pit 10.5 ft.
TP-4
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
a)
0
Excavation Method: Rubber -tired Backhoe
E
CL
:3
Z -Fu
>1
E
>1
W
Ground Elevation (ft): Not Determined
E Z!
E
CIL
Cn
L)
Excavated By Gillen Construction
a)
0
co —
U) -6
(0
U)
a)
1--
0
-A
SM
Loose, moist, dark brown/black, silty SAND,
sm—
'-,,siightlygravplly (TOPSOIL)
Groundwater not encountered.
2
Loose, moist, red -brown, silty, slightly gravelly
4-1 d
to gravelly, SAND. (FILL)
—4
SM
Encountered relic, approxmatley 4-inch
Enc-u-'e r. d re
4-2 TT d GS
�diameter drain pipe and drainage aggregate aty
Ig
3'
SM
—6
.11
Medium dense, moist, brown, silty, slightly
-
gr _I S
gravelly SAN:D, occasional cobbles and
scattered boulders. (TILL)
c Ile bcul�
—8
Test Pit Completed 12/10/12
grades to dense to very dense, moist, gray,
-
Total Depth of Test Pit = 7.0 It.
\sIcightly gravelly to gravelly, silty SAND,
cas,.nal cobbles. (TILL)
—10
—12
Notes: 1. Stratigraphic contacts are
based on field interpretations and are approximate.
2. Reference to the text of
this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key"figure for explanation of graphics and symbols.
Edmonds Way Development
Figure
C;(f;��'OTeST 23220
Edmonds Way Log of Test Pits
6
1
Edmonds, Washington
(2 of 3)
V
TP-5
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
�5
n
E
a)
-6
.0
E
75
n
Excavation Method: Rubber -tired Backhoe
D
Z
E
76
>1
W
U
E
�:,
U)
Ground Elevation (ft)� Not Determined
E
'a
E
0
z
cl
M
(n
L)
U)
Excavated By, Gillen Construction
M
W o6
M
W
a)
F-
-0
SM
Loose, moist, dark brown/black, silty SAND,
SM
\slightly gravelly. (TOPSOIL)
Groundwater not encountered.
Medium dense, moist, brown, silty SAND,
—2
5-1 TT
d
GS
slightly gravelly to gravelly. (TILL)
7
grades to dense to very dense, moist, gray,
5-2 _FF
d
—4
I
gravelly SAND, slightly silty. (TILL)
6
Test Pit Completed 12/10/12
Total Depth of Test Pit 5.0 ft.
—8
—10
—12
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key'figure for explanation of graphics and symbols.
Edmonds Way Development
Figure
C;t�oTe% 23220 Edmonds Way Log of Test Pits
Edmonds, Washington
7
(3 of 3)
I I I t
100
90
80
70
60
50
L)
a)
CL 40
111111111111IRT11
20
10
0
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER
A 1 1 � 1 . - -
100 10 1 0.1 0.01 0.001
Grain Size in Millimeters
Cobbles
I Gravel
Sand
Silt or Clay
I
coarse fine
I I
oarse � medium fine
I r
Point Depth Classification ILL PL PI cc C�
0 TP- 1 6.0 Very gravelly, silty, fine to coarse SAND ISM)
X TP-2 2.0 Gravelly, silty, fine to coarse SAND (SM)
A TP-3 3.5 Gravelly, fine to coarse, SAND (SP) 0.50 13.44
* TP4 4.0 Gravelly, silty, fine to coarse SAND (SM)
0 TP-5 2.0 Gravelly, silty, fine to coarse SAND (SM)
Point Depth
D100
D60
I D50
D30
Dio
%Coarse
Gravel
% Fine
Gravel
% Coarse
Sand
% Medium
Sand
% Fine
Sand
% Fines
0
TP-1 6.0
37.5
3.246
1.026
0.249
15.0
21.3
8.4
15.6
23.5
16.2
1
TP-2 2.0
19
0366
026
oll-
00
122
59
17.5
41 7
227
A
TP-3 3.5
375
2 145
1 022
0413
016 29
280
100
283
28 1
28
*
TP-4 4.0
37.5
0.499
0.308
0 119
120
11 1
48
142
34.6
23.2
0
TP-5 2.0
37.5
0.575
0.332
0.13
11.6
12.6
5.5
14.2
34.6
21.4
C, = D30 2 /(D,,O* D,O) To be well graded: 1 < C, < 3 and
C� = D6dDj0 C, > 4 for GW or C. > 6 for SW
Edmonds Way Development Figure
OeoTe5T 23220 Edmonds Way Grain Size Test Data
Edmonds, Washington 8
1 7-1
2014
WP20
ds
City of Edmon
Development Services Department
Planning Division
Phone: 425.771.0220
1)C. IS9 Fax: 425.771.0221
The Critical Areas Checklist contained on this form is to
be filled out by any person preparing a Development
Permit Application for the City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The information
needed to complete the Checklist should be easily
available from observations of the site or data available at
City Hall (Critical areas inventories,., rnaps, or soil
surveys).
UNW0111
Date Received:
City Receipt M
Critical Areas File #:
Critical Areas Checklist Fee: $155.00
Date Mailed to Applicant:
IN
WITMALTUSTO
A property owner, or his/her authorized representative,
must 1-111 out the checklist, sign and date it, and submit it
to the City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subseClUent steps necessary to complete a development
permit application.
Please submit a vicinity map, along with the signed copy
ofthis lorm to assist City staff in finding and locating the
specific piece of property described on this form. In
addition, the applicant shall include other pertinent
information (e.g. site plan, topography map, etc.) or
studies in conjunction with this Checklist to assistant staff'
in completing their preliminary assessment of the site.
The undersigned applicant, and his/her/its heirs ` and assigns, in consideration on the processing of the application agrees
to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable
attorney's fees, arising frorn any action or infraction based in whole or part upon false., misleading, inaccurate oi-
incomplete information ftimished by the applicant, his/her/its agents or employees.
By my signature, I certify that the infori-nation and exhibits herewith submitted are true and correct to the best of my
knowledge and that I am authorized to file this application on the behalf of the owner as listed below.
SIGNAT[JR1.,.OFAPPI..ICANi,/AGENT- DATE
Property Owner's Authorization
By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application,
and grant my permission for the public of:f�i�qWs�a�d the staff of the City of Edmonds to enter the subject property for the
purposes of inspection and posting Vendant to this application. I
SIGNATURE OF OWNFR DATE.-
Owner/Applicant:
r2�AA:7
Narne
Pub Go -A 301)1
Street Address
City State Zip
Applicant Representative:
Name
� 06, VibbD
Street -Address
��A VV A) 39
Citv State Zip
Telephone:_
2-06 2-13
OK10'
Telephone:
t)77Y
Email address:—
S PVL t CC
P
41,"�'tniall Address:
Revised on 12/18112 P20 - Critical Areas Checklist Page I of 2
#P20 CA File No:
Critical Areas Checklist
Site Information (soils/ topography/ hydrology /vegetation)
1. Site Address/ Location: -2 32--LC b-J2n!4F K 01 4
2. Property Tax Account Number: - noz-�;--�notn0c)2- -
3. Approximate Site Size (acres or square feet): 2k�"" LL ("� �4_ I -
4. Is this site currently developed? _�Cyes; — no.
If yes; how is site developed? O(J)��_�
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site. TOAj L) I'L oc��'
ONF.S. e DO�-P I
Rolling: slopes on site generally less than 15% (a vertical rise of 1.0-feet over a horizontal
distance of 66-feet).
Hilly: slopes present on site of more than -15% and less than 30% (a vertical rise of 10-feet
over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: �jo Approx. Depth:
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year?
8. Site is in the floodway - /00 floodplain /A)() of a water course.
9. Site contw' s a creek or an area where water flows across the grounds surface? Flows are year-round?
Ou - Flows are seasonal? (What time of year?
10. Site is primarily: forested ; meadow shrubs mixed
urban landscaped (lawn, shrubs etc)
11. Obvious wetland is present on site:
----- For City Staff Use Only
Plan Check Number, if applicable?
2. Site is Zoned?
3. SCS mapped soil type(s)?
4. Critical Areas inventory or C.A. map indicates Critical Area on site?
5. Site within designated earth subsidence landslide hazard area?
SITE DETERMINATION
—STUDY REQUIRED
Reviewed
WAIVER
Revisedon 1211&112 P20 - CriticalAreas Checkfisf Page 2 of 2
r
A
PLANNING DATA
_iA
New Commercial I Multi -Family Projects
Name:
Date:
Site Address.- 2-
Plan Check 9: BLD - -0
0 C/
Project Description:
Use(s) Proposed: /V1 F
Allowed Use: q!�S:)NO)
CUP File Number: A//�_
To Allow What Uses:
Legal Nonconforming Land Use Determination Issued: (YES / 11 06
Reduced Site Plan Provided: (YES /1�9
Zoning.- le
Map Page: -----------
Comp Plan Designation:
Corner Lot: (YES
Flag LoL (YES 1 60
ADB File Number (date waived):.
LotArea:
Plans Match ADB Approved: 6� /NO)
Shoreline Required: (YES i
Critical Areas Determination 9: CC C, 13 Ci
El Study Required
QWaiver
SEOA Determination: Alt,[C
!//V,, IP&�V
Exempt I
El Needed (for sites with 500 cubic yards of grading or within 200 feet of Puget Sound or Lake
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form)-
ReqiJi1-ed_S&hJcks
Street-
Side:
R r:
Aaual$;s�tbaeks
Street.
Sid
Side. 0
We a r.-
Lot CoverageffAR-Re�d:
Lot CoverageLEIW Provided:
Lot CoverageA4* Calculations: but ld(lr, 0
jVIVding.
Datum Point:
Id ?L
Datum E
:Ievation-
7 7, S-0
Maximum Height:
Actual Height:
Subdivision:
Lot Aggregation Required:
Land
Landscaping Matches ADB Approved:
Landscaping Bid Provided.- (YES I NO)
Bond Amount (100% Bid):
A dd Q f 6'&0 0 (y - 2 C?9
Plan Review By: V(n 10115-(l Ll
PLANNING DATA F =fL E
New Commercial I Multi -Family Projects
con7mercialrP.4t*ing Anaiisis
Type/Use Parking Tenant uired
ec
Business Name Ratio Area P �arukii rn g
Total Parking Required.
Total Parking Provided
Mulfi-FaMil
# Bedrooms per Owelling Unit
Parking Ratio
# Units
Required
Parking
Studio
1-21D.U_
1 Bedroom
1_51D.U.
2 Bedrooms
3 + Bedrooms
2.01D.U_
Total Parking Required-*
r
Total Parking Provided.-,
out
Plan Review By:
3-7-7-S
5-7
37 qo 3- Z-
t1r, I i � (L) 5 N �/ - � L 9 2 ol y o 2 /-((
3 7S
3 -7 -7,
3-)7.(
3-7
3-7 a/L/7 0'
Y"
a q67 3
07
-7 7.6
�, c � v -j� zj,�;( 0 1-10"T -L (.
3 -7
C-
6 � (- j 2-,o / IL(
V . /S-0 7
d,
a
VA t�� I V� // I o .— e�,o -,) 0 t y 0 7- 4�
,41+ 4 ?-, 2- 3-7s
3, 3-77
111�42
KO�-
q
119
rI
-6 2- -'Al -0'17
L-/O Z- ot Y
ro
CITY OF EDMONDS - 1215" AVENUE NORTH o EDMONDS, WA98020
PHONE: 425.771.0220 o FAX: 425.771.0221 0 WEB: www.L:idmondswa.gov
DEVELOPMENT SERVICES DEPARTMENT: PLANNING o BUILDING
MEMORANDUM
To: F i I e mi.,,-
From: Mike Clugston, AICP, Associate Planner
Date: October 15, 2014
Subject: Bracket Court Apartments building permit compliance with AD13 decision and
conditions
The plans and materials submitted as part of building permits BLD20140240 — BLD20140244
and BLD20140299 satisfy applicable zoning requirements and are consistent with the analysis
and decision of the Architectural Design Board (ADB) in the associated land use permit
(PLN20130066). The Applicant has also addressed each of the ADB's conditions as noted below
[the approval motion and conditions from the minutes of the February 5, 2014 ADB meeting
are included below (in caps)]:
VICE CHAIR GUENTHER MOVED THAT THE BOARD ADOPT THE FINDINGS, CONCLUSIONS
AND ANALYSIS OF THE STAFF REPORT AND FIND THAT THE PROPOSAL IS CONSISTENT
WITH THE ZONING ORDINANCE, THE CRITERIA IN ECDC 20.11.030, AND THE GOALS AND
OBJECTIVES CONTAINED IN THE COMPREHENSIVE PLAN, AND THEREFORE APPROVE THE
PROPOSAL WITH THE FOLLOWING CONDITIONS:
1. ALL MECHANICAL EQUIPMENT AND OTHER UTILITY HARDWARE ON THE ROOF, GROUNDS,
OR BUILDINGS SHALL BE SCREENED TO MITIGATE VIEW IMPACTS FROM STREET LEVEL.
SCREENING COULD INCLUDE THE USE OF ARCHITECTURAL ELEMENTS, LANDSCAPING
AND/CIR FENCING.
A condition to this effect has been added to building permit BLD20140299.
2. COMPLIANCE WITH THE FIRE DISTRICT'S FIRE LANE STRIPING AND SIGNAGE CONDITIONS IS
REQUIRED.
Striping and signage included on the civil site plan (sheet CI).
3. THE STORMWATER SYSTEM SHALL BE DESIGNED TO MEET THE REQUIREMENTS OF ECDC
CHAPTER 18.30 AND THE STORMWATER SUPPLEMENT.
Stormwater system has been designed to meet ECDC stormwater requirements as described
in the Storm Water Site Plan Report.
4. THE BUS STOP PULL OUTAT THE NORTH END OF THE PROPERTY WILL NEED TO BE
ADDRESSED IN THE CIVIL PLANS.
Bus stop location has been adequately addressed in the sidewalk design.
5. THE TELEPHONE POLE WILL NEED TO BE MOVED EITHER INTO THE LANDSCAPE STRIPE OR
BEHIND THE SIDEWALK. A 5-FOOT SIDEWALK ADJACENTTO A 4-FOOT LANDSCAPE STRIP IS
REQUIRED.
Telephone pole has been moved, sidewalk and landscape strip on civil site plan (Sheet Cl).
6. ALL REQUIREMENTS FOR SEWER AND WATER UTILITY SERVICES SHALL BE REVIEWED AND
APPROVED BY THE OLYMPIC VIEW WATER AND SEWER DISTRICT.
Plans approved by Olympic View Water and Sewer District have been received.
7. CONSTRUCTION IN EDMONDS WAY SHALL BE REVIEWED AND APPROVED BY THE
WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT).
Plans reviewed by WSDOT have been received.
8. SHOULD STAFF FEEL THAT THE LANDSCAPING NEAR THE STREET HAS SIGNIFICANTLY
CHANGED FROM THE VERSION REVIEWED BY THE AD13 (ATTACHMENT 7), THE PROJECT
SHALL BE BROUGHT BACK BEFORE THE ADB FOR REVIEW AND APPROVAL PRIOR TO
BUILDING PERMIT ISSUANCE.
Landscaping has not changed between design review and building permit except that a fence
is shown as requested by the ADB in Condition #11.
9. BUILDINGS 101 AND 102 AND 109 AND 110 NEED TO HAVE A COLOR CONTRAST THAT
SEPARATES THE BASE FROM THE BODY, SIMILAR TO SCHEME B IN ATTACHMENT 6.
Elevations on Sheet Al appear to show the contrast desired by the ADB.
10. THE ENTRY DOORS THROUGHOUT SHALL BE CRAFTSMAN STYLE RATHER THAN FLUSH.
Craftsman style doors are shown on Sheet Al.
11. A DECORATIVE FENCE AND PLANTINGS SHALL BE PLACED ALONG EDMONDS WAY TO
PROVIDE A PROTECTIVE BARRIER AND VISUAL DETERRENT TO ADDRESS PRIVACY AND
SECURITY ISSUES.
A 5-6'wood privacy fence is shown between Edmonds Way and the buildings on the
landscaping plan (Sheet L-1) and the site plan (Cl).
12. THE PLANS MUST COMPLY WITH THE CURRENT CONDITIONS AND REGULATIONS.
M
13. ALL GARAGE DOORS SHALL BE OF A DARKER TONE.
Darker doors shown on Sheet Al.
BOARD MEMBER BROADWAY SECONDED THE MOTION, WHICH CARRIED UNANIMOUSLY.
The project is subject to various building, engineering and planning inspections throughout the
project to ensure compliance with issued permits. The development process can be followed at the
City's website at: https:Hpermits.edmonds.wa.us/Citizen/Permitlnfo/PermitSearch.asp .
H APPLICABLE
VATER CODE
OWN P R�11`i NVEMM22g:
ffiiilli!i � zig
Preparedfor.
Kautz Route LLC
PO Box 31097
Seattle, WA 98103
Prepared By:
WEB Engineering Ltd
125 West Kellogg Road RESUB
Bellingham, WA 98226 JUN 20 2014
BUILDING DEPAR'-ME11-1
r,r--
C! T!
jj�
I
Stormwater Site Plan Report — Edmonds Way. Development, Edmonds, WA May 2 7, 2014
TABLE OF CONTENTS
1. Engineer's Declaration ............................................................................................. I ............... 3
2. Introduction ................................................................................................................ ...... ..... 4
2.1. Project Background ............................................. I ......................... I ....................... I ......... 4
2.2. Scope of Study ... �o ......................................................................................................... ��
5
2.3. Method of Approach ............... ......... .................... ..........................................................
5
3. Small Site Minimum Requirements ............ i ........ ; ........ ...................................... a ....... e .........
3.1. Minimum Requirement # I — Preparation of Stormwater Site Plan. ......
8
8
3.2. Minimum Requirement # 2 — Construction Stormwater Pollution Prevention Plan ......
8
3.3. Minimum Requirement # 3 - Source Control of Pollution .............................................
8
3.4. Minimum Requirement # 4 - Preservation of Natural Drainage Systems and Outfalls..
8
3.5. Minimurn Requirement # 5 - Onsite Stormwater Management ......................................
8
3.6. Minimum Requirement # 6 — Runoff Treatment ............................................................
9
3.7. Minimum Requirement # 7 — Flow Control ...................................................................
9
3.8. Minimum Requirement # 8 — Wetland Protection ..........................................................
9
3.9. Minimum Requirement # 9*— Operation and Maintenance ............................................
9
3.10. Minimum Requirement # 10 — Offsiti� Analysis and Mitigation ................................
9
3.tl. Minimum Requirement # 11 — Financial Liability ...................................................
10
4. Existing Conditions ................................................................................................................
11
4.1. Land Use and Zoning ................. .............. i ... ................................................................
11
4.2. Vegetation .....................................................................................................................
I I
4.3. Topography and Drainage .............................................................................................
11
4.4. Soils ............................................................. i ......... .......................................................
11
5. Storrnw�ter System Evaluation ...................... i ......................................................................
13
5.1. Proposed Development ...................................................................... .. 4 .......................
13
5.2. Basin Analysis .................................................................................................................
13
5.3. Stormwater Mitigation ............ ........................................ I ..............................................
14
5' * 3.1. Detention ........................................................................................................... * ......
14
5.3.2. Flow Control Structure ..........................................................................................
14
5.3.3. Water Quality ........................................................................................................
15
5.3.4. Conveyance ...........................................................................................................
16
5.4. Downstream Conveyance .............................................................................................
16
6. Construction Stormwater Pollution Prevention ....................................................................
17
EXHIBITS and FIGURES
Exhibit 1: Project Classification Flow Chart .................................................................................. 7
Exhibit2: NRCS Soils Map .............................................................. ................................... 12
TABLES
Table 4-1: Flow Frequency Return Periods for Existing Condition (Pre -Developed) ................. 13
Table 4-2: Flow Frequency Return Periods for Developed Condition (Without Flow Control).. 14
Table 4-3: Maximum Allowable Developed Condition Runoff Flows at Project POC ............... 14
Table 4-4: Flow Frequency Retum Periods for Developed Condition (Mitigated Flow Control) 15
Table 4-5: Developed Condition Runoff Flows. at Project POC (Mitigated Flow Control) ......... 15
fib� i,
Storm water Site Min Report Edmonds 11"IJ Devehipin"111, 1"Willon'A' 11' 1
APPENDICES
I fa.i - -' 7, 20 / 4
Appendix1: Figures ................................................................................................................ ??
Appendix 2: Geotechnical Site Investigation .............................................................................. 23
Appendix 3: "THM3 Project Report & Land Use Summary .................................................. 24
Appendix 4: Source Control & Runoff Treatment BMPsl .......................................................... 25
Appendix 5: Operation & Maintenance Tables ........................................................................... 26
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Stormwater Site Plan Report — Edmonds Way Development, Edmonds, WA May 2 7, 2014
I, Neil A. Latta, a Professional Engineer registered in the State of Washington as a Civil
Engineer, do hereby declare that this Stormwater Design Report titled "Stormwater Site Plan
Report — Edmonds Way Multi -Family Development" dated. May 27, 20.14 was prepared by, or
under my personal supervision. This report was prepared in compliance with the City of
Edmonds Community Development Code (ECDS) Chapter 18.30, the Edmonds Stormwater
Code Supplement, and the Washington State Department of Ecology's 2012 Stormwater
Management Manual in place at this date and in accordance with generally accepted engineering
practices.
M,
57 - ZI - Zot4-
...............................
Date
2912
Slormwater Site Plan Report Edinoids Il'ti.t Oot lopment, E'dmonds, IGI A MY 27, 2014
2.1. Project Background
The subject property is located at 23220 Edmonds Way, just south of 232 nd Place SW, within the
Edmonds city limits (see Figure 1: Vicinity Map).
The developer is proposing to construct five residential duplex buildings on the 0.458 acre parcel
with shared driveway access to Edmonds Way. Site improvements will generally include
demolishing the existing single family home on the site, limited site clearing, earthwork grading,
new driveway access, underground civil utility servicing, frontage improvements. stormwater
management, building construction and landscaping. Upon completion of development there
will be a total impervious surface area of 0.311 acres (68% lot coverage) with the remaining
0. 147 acres to be landscaped.
Additional parcel information for this project is as follows:
Location: SW Y4of the NW 1/4of Section 31, Township 27 North, Range 4 East of
W.M.
Parcel Tax No. 005553-001-009-02
Zoning: Multi -Family Residential (RM 1.5)
Applicant: Kautz Route,L.LC
PO Box 31097
Seattle, WA 98103
Engineer/Contact Neil A. Latta, PE
WEB Engineering Ltd
125 West Kellogg Road
Bellingham, WA 98226
Ph: (360) 671-7002
Email: nlattaGa)webengineering.us
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Stormwater Site Plan Report — Ectmonds Way Development, Edmonds, WA May 2 7, 2014
2.2. Scope of Study
The purpose of this report is to evaluate the effects of surface runoff resulting from the proposed
development of the property and to detail the methods, data, and conclusions used for the
evaluation. This report also provides stormwater mitigation design recommendations that assure
that post development stormwater flows released from the site comply with flow control
standards for the design frequency storm events as required per Edmonds stormwater standards,
and that the quality of stonnwater runoff is. not degraded.
2.3. Method of Approach
The Western Washington. Hydrology Model (WWHM) Version 3 was used to evaluate and size
the stormwater management facilities in accordance with in Section 5.7.2. of Edmonds
Storrawater Code Supplement. The model's hydrological simulation program FORTRAN
parameters are based on calibrated watersheds located in Western Washington.
Site rainfall data used for this project model is DOT data (Puget East 36 precipitation series) in
accordance with the Edmonds Stormwater Code Supplement. The model generates several years
of hourly runoff data for both predevelopment and post -development land use conditions.
Flow durationanaly§is is conducted for 100 flow levels between the lower erosive zone limit
(50% of the pre -development two-year flow frequency) and the upper limit. (predevelopment SO -
year flow frequency value).
There are three criteria by which WWHM flow duration values are compared (SWMM, Vol. 111,
2-9):
• If the post -development flow duration values exceed any of the pTedevelopment flow
levels between 50% and 100% of the two-year predevelopment peak flow values (100%
threshold) then the flow control standard requirement has not been met.
• If the post -development flow duration values exceed any of the predevelopment flow
values between 100% of the two-year and 100% of the 50-year predevelopment peak
flow values more than 10% of the time (I 10% threshold) then the flow control standard
has not been met.
• If more than 50% of the flow duration levels exceed the 100% threshold then the flow
control standard has not been met.
This project is classified as a Category 2 Smaft Site and the subject property is located in a
Direct Discharge Basin (Edmonds Way) per Sections 2.1 and 2.3 of the Edmonds Stormwater
Code Supplement. Since the site is located within a direct discharge basin, the applicable flow
control standard requires that the post development 10 and 100 year recurrence interval peak
flows shall not exceed 0.25 cfs and 0.45 cfs per acre of impervious area, respectively (see Table
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Storntivaler Site Plan Report A"dmonds Wt�y A velopment, FdIn"11Jq. W-1 MaY 2014
1.4, Section 13.1 of Edmonds Slormwater Code Supplement). Moreover, the typical flow
control duration standards described above (i.e. the three criteria by which WWIJM flow
duration values are compared) do not govern the flow control design. The flow control design
herein ensures post development 11 and 101 year recurrence interval peal flows do not exceed
0.25 cfs and 0.45 efs per acre of impervious area, respectively per Edmonds Stormwater Code
requirements.
Existing conditions and the pre -development basin characteristics were defined using site -
specific topographic data and aerial topographic information obtained from the City of Edmonds
and public records. The existing single family home and improvements were built on the
property prior to July 1997. Plme note that this current pre -developed WWHM existing site
condition model is provided for reference only (i.e. three criteria by which WWHM flow
duration values are compared as "Pass or Fail" do not govern the flow control design).
The post -development basin characteristics were defined based on the proposed site plan design
with new buildings, paved access driveway, sidewalks and landscaping. The quantities of
impervious and pervious cover were overlaid with soil types and tabulated for flow analysis.
The hydrologic soil types were determined from the US Department of Agriculture's, Natural
Resources Conservation Service (NRCS).
Below is a flow chart from the Edmonds Stormwater Code Supplement which shows the basis
for which the proposed project is classified as Category 2 Small Site.
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StornmaterSite Plan Rept-vt -, Edmands O*ilv Development, Unionds, 11A
- - - ----------- - ---- .............. . . . .......... -- - ... .........
Exhibit 1: Project Classfflcation Flow Chart
sip, 1,461,11, �,-, m
Urot Sk# Project
Read tlsovr 3 *W wt
chsocr A for
fW4ukV"Mft
m
Category I Smo Sqk Project,
MWor Site Proje& ('hmpwl midWt Chopw
Read chvter 3 MW Set,
Chapta 6 for rapirmcsit,
Alay 2 � 2014
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StorffiwalcrSile Plan Nport kdin"Ilds 11"I.1 /), vt lopment 1.dnwnds� IJ I t/aY 2- 2014
7,
This section of the report outlines how the proposed project design complies with Section 5.0
(Small Site Minimum Requirements) of the Edmonds Stormwater Code Supplement (Edmonds
Community Development Code Chapter 18.30. As noted above, this project is classified as a
Category 2 Small Site and the subject property located in a Direct Discharge Basin (Edmonds
Way). Based on this classification, the project must comply with I I minimum requirements for
all new and replaced impervious surfaces, converted pervious surfaces, and disturbed pervious
surface areas.
3.1. Minimum Requirement #1 — Preparation of Stormwater Site Plan
A comprehensive stormwater site plan, design report and civil plans were prepared that
document compliance with all applicable minimum requirements and the design of all BMPs.
The drainage report and civil plan set was prepared to shows the area of proposed construction
activities, topographical information, details, and speciricalions of all stormwatcr control
features.
3.2. Minimum Requirement 0 2 — Construction Slormwater Pollution Prevention Plan
Section 6 of this report provides a comprehensive Construction Stormwater Pollution Prevention
Plan that fully addresses erosion and sediment control and BMPs for preventing erosion and
discharge of sediment and other pollutants into receiving waters during construction.
3.3. Minimum Requirement # 3 - Source Control of Pollution
Appendix 4 of this report details several source control BMPs proposedtor the project to control
pollution. These source control BMPs are shown on the Grading and TESC plan (C4) in
accordance with the 2012 WSDOE Stormwater Management Manual for Western Washington
(Stormwater Manual).
3.4. Minimum Requirement # 4 - Preservation of Natural Drainage Systems and
Outfalls
Natural drainage patterns have been maintained with potential run-on from adjacent properties
and runoff from effective impervious surface on the project site discharging to the existing
discharge location (i.e. Edmonds Way storm drainage main fronting the site).
3.5. Minimum Requirement # 6 - Onsite Storrnwater Management
Onsite LID techniques were considered during the site planning stage to minimize the amount of
stormwater runoff that is released from a site (i.e. potential BMPs to infiltrate, disperse, and
retain stormwater runoff on site without causing flooding or erosion impacts). A geotechnical
site evaluation was completed to evaluate infiltration potential of the site soils. This investigation
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Stor"ater Site Plan Report — Edmonds Way Development, Edmonds, WA May 2 7. 2014
generally concluded that the site soils were not appropriate for infiltration of runoff from
impervious surface areas, 'however the soils are appropriate to infiltrate direct stormwater
precipitation from the permeable landscaped areas. The: soil quality and depth BMP T5.13 for
compost -amending (per Chapter 5, Volume 5 of the Stormwater Manual) is proposed for all
:disturbed pervious surface areas to restore the water holding capacity of these areas.
3.6. Minimum Requirement # 6 — Runoff Treatment
Runoff treatment is required to handle the water quality design storm volume or peak flow rate
for all new and replaced project pollution generating surfaces. Section 5.3.3 of this report details
the sand filter vault BMP proposed to provide basic water quality treatment for the project. The
sand filter vault was sized based on the required water quality design flow rate in accordance
with the Stormwater Manual (see Volume 1, Section 2.5.6). A catch basin with a down turned 90
degree elbow is proposed for oil control to restrict the outflow of oil and other floatables.
Phosphorus treatment is not specifically required for the project does not discharge to known
nutrient -critical receiving waters.
3.7. Minimum Requirement # 7 — Flow Control
This project is located in a direct discharge basin (Edmonds Way) and the applicable flow
control standard requires that the post development 10 and 100 year recurrence interval peak
flows shall not exceed 0.25 cfs and 0.45 cfs per acre of impervious area, respectively (per Table
5.4, Section 5.7.2 of Edmonds Stormwater Code Supplement). The typical flow control duration
standards described in the Method of Approach section of this report (i.e. the three criteria by
which WWHM flow duration values are compared) do not govern the flow control design.
Moreover, the flow control design herein ensures post development 10 and 100 year recurrence
interval peak flows do not exceed 0.25 cfs and 0.45 cfs per acre of impervious area, respectively
per Edmonds Stormwater Code requirements. Sections 5.3.1 and 5.3.2 of this report details the
detention storage and flow control BMP proposed for the project.
3.8. Minimum Requirement # 8 — Wetland Protection
There are no regulated critical area wetlands located on the site.
3.9. Minimum Requirement # 9 — Operation and Maintenance
All BMP9 shall be maintained in accordance with Volume III and Volume V of the Stormwater
Manual. Appendix 5 of this:report includes operation and maintenance tables for BMPs proposed
in the project.
3.10. Minimum Requirement # 10 — Oftsite Analysis and Mitigation
The point of concentration and receiving point for project drainage discharge is the existing catch
basin fronting the site on the west gutter line of Edmonds Way. Runoff flows from this point
then route north within the Edmonds Way public storm drainage system and ultimately discharge
directly to Puget Sound. As this is a small site category project, no additional offsite conveyance
analysis (qualitative or quantitative) has been performed at this time.
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Storrinvater site ritin Report Edmonds IGIJ IVIVIIJ/10101t h-W,71on't'. WA MaJ 27. -'014
3.11. Minimum Requirement# 11 — Financial Liability
A performance bond shall be posted as a financial guarantee for required stormwater systems and
BMPs related to Construction Stormwater Pollution Prevention Plans for the project.
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Stormwater Site Plan Report — Edmonds Way Development, Edmonds, IVA
4.1. Land Use and Zoning
May 27, 2014
There is currently a single family home (built prior to July 1997) with a detached garage and
paved driveway located on the subject property which will be demolished. Land use in the
subject property vicinity is a mixed grouping of professional offices, light commercial uses and
mixed density residential.
The subject property is zoned Residential Multi -Family (RM-1.5). The proposed land use (10
unit multi -family duplexes) is compatible with surrounding development.
4.2. Vegetation
The site vegetation is typical for a mature large residential single family lot (predominantly lawn
landscape cover with a number of isolated mature evergreen trees (fir and cedar). There are no
known regulated critical areas (wetlands) on the property.
4.3. Topography and Drainage
The subject property topographic gradient generally slopes towards the north and northeast.
There is a localized depression on the property adjacent to the north side of the existing house
that was assumed to be graded for basement access. Surface runoff from the majority of the site
typically sheet flows towards the north property line and towards the frontage Edmonds Way
right-of-way. There is an existing 12" diameter stonn drainage main fronting the. site along the
west curb line of Edmonds Way. Existing on -site stormwater control features appear limited to
the existing home's gutter and downspout collection and conveyance piping.
Figure 2 (Pre -Development Condition) and civil sheet C-2 (Existing Condition) illustrate the
existing site conditions and topography.
4.4. Soils
The NRCS soils map indicates the subject property soils as Alderwood-Urban. land complex, 8-
15 percent slopes, (map unit 6). This soil complete is defined as a hydrologic group C soil type,
The NRCS soils. map and map legend is included below for reference.
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Storwivater Site Plan Repoi I "Iniond., I I "t�l I ),-I I livnioll, F"Im"n, is � 11, 1
Exhibit 2: NRCS Soils Map
if
- - - - - - vpgn
Snohomish County Area, Washington,
(WA661)-.
Map Map Unit Name Acres Percent
Unit in of A01
Symbol AOI
6 Alderwood-Urban land 0.5 100.0%
complex, 8 to 15 percent
slopes
Totals for Area of Interest 0.51100.0%
Mull 2", 2014
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Stormwater Site Plan Report — Edmonds Wa
y Development, Edmonds, WA
5.1. Proposed Development
May 2 7, 2014 1
The 0.458 acre subject property is to be developed to provide five residential duplex buildings, a
paved access driveway,I utilities, landscaping and stormwater management controls. The
proposed project is considered an "infill" multi -family residential development with 68%
impervious surface area lot coverage (i.e. impervious rooftops, pavement, and sidewalk area
totals 0.311 acres of the 0.458 acre property).
6.2. Basin Analysis
The 0.458 acre subject property area represents the predevelopment basin area, The model
analysis point of compliance (POC) is located near the northeast limit of the site ad acent to the
Edmonds Way right-of-way. Ii
The detailed Land Use Area Summary for the existing condition is included in Appendix 3 and is
illustrated in Figure 2: Pre -Developed Condition (see Appendix 1). The table below summaries
the pre -development basin condition runoff flows at the POC.
Table 5-1: Flow Frequency Return Periods for Existing Condition (Pre -Developed)
Return Perold
Flow
(year)
WS)
2
0.04
5
0.06
10
0.07
25
1 0.10
50
0.12
100
0.14
The developed condition model segregated the impervious surface area into 'two sub basins
(PGIS and NPGIS) that each route runoff flows to the project POC. The 0. 116 acre PGIS
(pollutant generating impervious surface) sub -basin area represents the proposed asphalt
pavement area which requires water quality treatment. Runoff from this PGIS area routes to a
proposed sand filter facility for water quality treatment. Following treatment, runoff is routed to
a proposed flow control detention system prior to discharge release at the project POC.
The 0. 195 NPGIS (non -pollutant, generating impervious surface area) sub -basin area represents
the building rooftop and sidewalk areas that do not require water quality treatment. Rooftop
NPGIS area runoff will bypass the sand filter and route to the proposed flow control detention
system prior to discharge release at the project POC. The remaining 0.147 acres to the subject
property area was excluded from the developed condition WWHM model as this is entirely
landscape area which shall be amended with organic compost in accordance with BMP T5.13
(post construction soil quality and depth BMP for compost amending all disturbed pervious
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StorinwaierSite Plan Reporl — Edmonds Wqv Development, Edmont& IVA AlaY 2 7, 20 / 4
surface areas to restore the water holding capacity of the soil). The pervious compost amended
soils will completely infiltrate direct precipitation into the underlying soils as noted in the
geotechnical site investigation report in accordance with Edmonds Stormwater Code standards.
The detailed Land Use Area Summary for the developed condition is included in Appendix 3 and
is illustrated in Figure 3: Development Condition (see Appendix 1). The table below summaries
the developed basin condition runoff flows at the POC.
Table 5-2: Flow Frequency Return Periods for Developed Condition (Without Flow Control)
Return Peroid
Flow
(year)
(Cfs)
2
0.08
5
010
10
0.12,
25
0.14
50
0.16
100
018
Tables 4.1 and 4.2 above show increased runoff rates under the proposed developed condition.
The tablebelow outlines the maximum allowable 10 year and 100 year event discharge rates
from the developed site based on the proposed 0.311 acres of impervious surface area (per the
land use area summary).
Table 5-3: Maximum Allowable Developed Condition Runoff Flows at Project POC
Return Perold
Maximum Allowable Runoff
Un-Mitigated Runoff
Flow Control
Discharge Rates
Discharge Rates
Standard
(year)
(Cfs)
(Cfs)
Satisfied
10
(0.311 Ac) x (0-25 cfs/Ac) = 0.08 cfs
0.12 cfs
No
100
(0.311 Ac) x (0.45 cfs/Ac) = 0.14 efs
0.18 cfs
No
5.3. Stormwater Mitigation
6.3.1. Detention
Table 4.3 above illustrates that unmitigated runoff from the developed site exceeds the maximum
allowable discharge flow rates therefore stormwater detention with flow control is required.
Stormwater detention chambers (ChamberMaxx by Contech) are proposed which will provide
370 cf of detention storage with a 2.5 ft maximum storage depth. The chamber detention system
provides 10 cf of stormwater detention per lineal ft (i.e. combined chamber storage with washed
rock gravel surround at 40% void space). The chamber detention system storage calculations are
included in Appendix 3.
5.3.2. Flow Control Structure
Flow control for the project will be achieved via an outlet control riser structure which will
control release from the detention system. A 10" diameter flow control riser structure is proposed
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Stormwater Site Plan:Report - Edmondy Way Development, Edmonds, W,4 May 2 7, 2014
that includes a notched weir (I ft notch height at 0.08 ft width) with a single 1.25" diameter base
orifice. The open top of the 10" diameter vertical riser will serve as an overflow which is sized to
adequate to convey the I 00-year unmitigated peak runoff flow.
The mitigated stormwater flows released from the project at the POC comply with the City's
flow control standard as demonstrated by the ta bles, below.
Table 5-4: Flow Frequency Return Periods for Developed Condition (Mitigated Flow Control)
06V -t* , eq-u'ency
r1-0*(CrS'j` I -Vredevel-oped Mitigated
2 Year- =4' 0.0403� A.0495
5 Yeat .0.,0591'. '0. 0694
i. d Y 6a r, 0.- 1 0744 0. 064j'
ar� 0"
-0967 0-.1053-
N
.ati
56;4e&e A 0.1225
'1160'17ea�,-=:'
A 2 2
0 37 0. 141
Table 5-5: Developed Condition Runoff Flows at Project POC (Mitigated Flow, Control)
Return Peroid Maximum Allowable Runoff Un-Mitigated Runoff Flow Control
Discharge Rates Discharge Rates Standard
(yLar) (cfs) (Cfs) Satisfied
10 (0.311 Ac) x (0.25 ds/Ac) = 0.08 cfs 0.08 CfS Yes
100 (0.311 Ac) x (0.45 cfs/Ac) = O� 14 cfs 0. 14 cf.s Yes
The WWHM modeling report is included in Appendix 3 complete with "screen shots" depicting
the site location using DOT precipitation data (Puget East region 36), detention storage, and flow
fiequencies.
4-3.3. Water Quality
This project has 5,049 sf of pollutant generating impervious surface area (asphalt pavement) so
basic water quality runoff treatment is required per Section 5.6 of the Edmonds Stormwater Code
Supplement. A sand filter vault BMP is proposed to provide basic water quality treatment for the
project. The sand filter vault. was sized based on the required water quality design flow rate in
accordance with the 2012 WSDOE Stormwater Management Manual for Western Washington
(see Volume 1, Section 2.5.6). The water quality design flow rate is the rate at or below which
91% of the runoff volume, as determined by WWHM continuous runoff modeling, will be
treated. At a minimum, 91 % of the total runoff volume, as estimated by the WWHM continuous
runoff model, must pass through the treatment facility at or below the approved hydraulic
loading rate.
A WWflM "screen shot" is provided (see Appendix 3) that shows that the proposed 27 ft x 3 ft
sarld filter vault with a 3 ft effective sand depth layer (sand. with. I inch per hour hydraulic
conductivity) filters approximately 94% of the total runoff volume. The sand filter bed will also
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Stormwater Site Plan Report — Edmonds Developtnua, Edmonds, 11A A ta) - 2 ', 20 14
includes a geolex,ile layer between he sand led and the bottom under drain collection system.
An impermeable HDPE liner is proposed below the sand filter wider drain system to protect the
adjacent property for potential drainage concerns.
The sand filter design proposed meets the 2012 WSDOE stormwater manual basic performance
treatment and oil performance treatment removal goals (see Volume 5, Section 8.3).
In additions to the sand filter vault, a pre -settling catch basin is proposed with a down turned 90
degree elbow to restrict the flow of oil and other floatable to the sand filter.
5.3.4. Conveyance
The conveyance system has been designed to accommodate the I 00-year storm event. Pipe run
conveyance hydraulic analysis was per -formed for each storm drainage run (see Storm Sewer
Network table located in Appendix 3).
5.4. Downstream Conveyance
The point of concentration and receiving point for project drainage discharge is the existing catch
basin fronting the site on the west gutter line of Edmonds Way, Runoff flows from this point
then route north within the Edmonds'Way public ston-n drainage system and ultimately discharge
directly to Puget Sound. As his is a mall site category project, no additional offsile conveyance
analysis (qualitative or quantitative) has been performed at this time.
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Stormwater Site Plan Report — Et*n onds Way Development, Edmonds, WA
All twelve elements of
considered and outlined
construction drawings):
May27,2014 I
I
construction stormwater pollution prevention controls have been
as follow's (temporary erosion controls are contained within the
Element I Mark Clearing Limits. -
The project will not require significant clearing beyond removal of isolated on site trees and
vegetation. A qualified land surveyor will physically mark the property clearing limits on the
site.
Element 2 Establish Construction Access:
A construction entrance / exit is proposed to be constructed to Edmonds Way in general
accordance with WSDOE BMP C105 (modified due to small property area). Any soil tracked
onto paved areas shall be swept up and disposed of on a regular basis. Refer to BMP C105 in
Appendix 4.
Element .3 ControMow Rates:
A temporary- sediment trap (cleared area less than 3 acres) per BMP C240 in the SV;MM has
been sized to prevent soil laden waters from exiting, the site. The developed. condition 2 year
runoff event (i.e. 2 year flow frequency) was used to size sediment retention for the project, The
equations and design criterion for die. sediment trap is as follows:
Surface Area: SA = Q2 x 2080
SA, = 0. 07 x 2080 = 145 sf
The temporary trap will dischargeto the project POC (existing stom drain catch basin SD -CB).
Element 4 Install Sediment Controls. -
Runoff from disturbed areas will be collected by temporary interceptor swales (BMP C200) and
directed to the temporary sediment trap. Perimeter silt fencing (BMP 233) will be installed.
Catch basin inlet filters (BMP C220) will be utilized to,protect exiting catch basins adjacent to
the project site.
Element 5 Stabilize Soils:
All exposed and un-worked soils shall be stabilized and will not remain exposed and un-worked
for more than seven days (two days if construction takes place between October I through April
30th).
Element 6 Protect Slopes:
Temporary cut slopes and stockpiles shall be protected with plastic covering per BMP C123.
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Stormwater Site Plan Report Edmond.� WaY Developinent. &Intond.�, 11, 1 A ki-i - 2 " 2W4
1 - _. — I . . . . . . .... ............... ..
IElement 7 Protect Drain Inlets:
Straw bale barriers shall be installed around catch basins prior to completion of the project, and
below grate "insert filters" will be utilized to protect catch basins. The barriers shall be removed
upon completion of construction per BMP C220.
Element 8 Stabilize Channels and Outlet:
Interceptor swales will be positively graded and seeded (BMP C120) or lined (BMP C202).
Element 9 Control Pollutants:
All pollutants including waste materials and construction debris, that occur on -site shall be
handled and disposed of in a manner that does not cause contamination of stormwater.
Element 10 Control De- Watering:
De -watering, if required, shall be routed to the on -site stormwater facility.
Element 11 Maintain BMPs:
All temporary and permanent erosion and sediment control BMPs shall be maintained by and
repaired as needed to assure continued performance of their intended function. Sediment control
BMPs shall be inspected weekly or after a runoff -producing storm event during the dry season
(daily if construction takes place during the wet season).
Element 12 Manage the Project:
All BMPs shall be inspected and maintained by the Contractor's Certified Erosion and Sediment
Control Lead.
Note: Civil plan sheet C4 (Grading and TESC) illustrates the proposed temporary erosion
control plan control measures.
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Storm Water Site Plan Report - Edmonds Way Development, Edmonds, WA Rev T May 27, 2014
w:J $I=' 0 ITM
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Note;
This report includes by reference the complete civil engineering design plan set dated May 27,
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Storm Water Site Plan Report - Edmonds Way Development, Edmonds, WA Rev 3: May 27, 2014 1
L T *7 =#!
Geotechnical Site, Investigation
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MS EnOnWiftV Ltd. Project. 09188 1
m
741 Manne n-ve
Bellingham. WA98226 360 7337318
20611-67" Avenue NE : �� I
Alfingtcin, WA 9622.k 25115211�
December 17, 2012
Job No. 12-0654
Steve Price
PO Box 31097
Seattle, Washington 98103
Re: Subsurface Exploration Summary
Proposed Edmonds Way Development
23220 Edmonds Way
Edmonds, Washington
Dear Mr. Price,
This report presents the results of our subsurface exploration and gradation analysis for
the proposed stormwater infiltration facilities to be located within the proposed
development at 223220 Edmonds Way in Edmonds, Washington. Our services were
completed in accordance with your request.
The purpose of our services was to obtain subsurface information at the subject site in
order to provide soils classification and corresponding infiltration rates for use in design
of a stormwater facility at the project site and to provide a bearing capacity for the native
subgrade soils.
Specifically, our services included the following:
1 . Observe, log and sample five test pits located within the areas of interest based
upon a site plan provided by Millennium Engineering Group, The soil was
classified using USDA textural classification and corresponding infiltration rates
were assigned based on the recommendations in the 2005 Washington State
Department of Ecology Storrnwater Management Manual for Western
Washington.
2. Laboratory analysis of representative soil samples encountered for determination
of grain size distribution and soil classification.
3. Provide this written report containing the following:
• Description of surface, subsurface and groundwater conditions.
• Site plan and test pit logs.
• Laboratory test results.
• Assigned infiltration rates corresponding to the encountered soils.
Page 104
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GeoTest Serviom. Inc. December 17, 2012
23220 Edmonds Way, Edmonds, Washington J*ob No. 12-0654
PROJECT DESCRIPTION
We understand there.are plans to demolis ' h the existing residence and detached garage
and construct 3 condominium buildings, each 2 stories in height with the bottom levels
containing.parking. We anticipate that the new buildings on the northern half of the site
will be supported by deep foundations due to loose fill underlying soils. Building loads
are anticipated to be light. Generally the topography of the plat to be developed is
somewhat hummocky. Total topography relief across the property is approximately 10
feet. Surface water was not encountered within the explored areas of interest at the time
of our investigation.
SUBSURFACE SOIL CONDITIONS
Subsurface soil conditions at the site were explored by excavating and sampling five test
pits using a rubber -tired backhoe on December 10, 2012. The five explorations (TP-1
through TP-5) were advanced at the proposed infiltration areas of interest. Our
explorations were extended to depths ranging between 5 to 10.5 feet below the existing
ground surface (BGS). Please refer to the attached Site and Exploration Plan, Figure 2,
for approximate test pit locations.
Subsurface conditions consisted of a thin topsoil horizon overlying loose, silty sand FILL
with gravel with occasional cobbles and boulders. The fill ranged in thickness between 3
and 7 feet and was located on the northern half of the site. A 1 foot thick layer of relic
topsoil was encountered beneath the fill soil in Test Pit 3. Underlying the fill soils and
beneath the topsoil along the southern portion of the property, native glacial till soils
consisting of medium dense to very dense silty sand with gravel and cobbles was
observed. Typically, the upper 2 feet of the native till was weather and then became
dense to very dense.
GROUNDWATER
At the time of our subsurface investigation on December 10, 2012, groundwater
seepage or a heavily mottled layer, indicating the apparent groundwater table elevation,
was not encountered within any of our test pits. Groundwater levels are not static, and
vary with respect to surface runoff, precipitation, season, changes in site utilization, both
on and off site, and other factors. In general, groundwater levels are higher during the
wetter winter months, October through June.
BEARING CAPACITY
Assuming the above foundation support criteria are satisfied, continuous or isolated
spread footings founded directly on the native, medium dense silty sand or on
compacted structural fill over the medium dense undisturbed native soils may be
proportioned using a maximum net allowablesoll bearing pressure of 2,500 pounds per
square ft (ps�.. The term "net allowable bearing pressure" refers to the pressure that can
be imposed on the soil at foundation level resulting from the total of all dead plus live
loads, exclusive of the weight of the footing or any backfill placed above the footing. The
net allowable bearing pressure may be increased by one-third for transient wind or
seismic loads
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GeoTest Services, Inc. December 17, 2012
23220 Edmonds Way, Edmonds, Washington Job No. 12-0654
TEST PIT GRADATION RESULTS
From the explorations excavated in the proposed infiltration areas, four representative
soil samples were selected and mechanically tested for grain size distribution and
interpretation according to the United States Department of Agriculture (USDA) soil
textural classification testing approach. Subsurface infiltration rates corresponding to the
United States Department of Agriculture (USDA) soil textural classification were obtained
from the 2005 Washington State Department of Ecology Stormwater Management
Manual for Westem Washington, Table 3.7 and are reproduced in Table 1 below.
TABLE 1
Test Pit Soil Sample Infiltration Rates
Based On The 2005 DOE Stormwater Management Manual Table 3.7
Test Pit
Number
Sample
De h (ft)
Classification
(USDA)
I rifiltration Rate
(Inches/Hour)
TP-1
6.0
Sandy Loam
025
TP-2
2.0
Sandy Loam
0.25
TP-4
4.0 ____1_Sandy
Sandy Loam
0.25
TP-5
2.0
Loam
0.25
Note: Listed infiltration
rates are long term (design) rates as stated
in Table 3.7.
Based on the USDA textural classification and our interpretations of our soil logs, the
native, silty sand (weathered till) encountered beneath the topsoil and underlying the fill,
resulted in a DOE Manual estimated long-term design infiltration rate of 0.25 inch per
hour.
Based upon the presence of the uncontrolled fill soils on the site, we do not recommend
these soils be used for stormwater infiltration or for the foundation elements of the
proposed structures to bear on. The dense to very dense native till soils typically
encountered 2 feet beneath the weathered zone is 'cemented' and has a very low
infiltration potential. The upper, weathered portion of the glacial till would be suitable for
limited stormwater infiltration, such as a rain garden, but does not have the required
vertical separation for full stormwater infiltration. At all of the explorations, apparent
evidence of groundwater or evidence of an estimated average seasonal high water table
was not observed at the time of our subsurface investigation.
LIMITATIONS
The analyses, conclusions, and recommendations provided in this report are based on
conditions encountered at the time of the subsurface exploration performed by GeoTest
Services, Inc., information from previous studies and our experience and judgment. Our
work has been performed in a manner consistent with the level of care and skill
ordinarily exercised by members of the profession currently practicing under similar
conditions in this area for the exclusive use of Steve Price and his representatives. No
warranty, expressed or implied, is made.
We must presume the subsurface conditions encountered are representative for the
proposed site for the purposes of formulating our recommendations. However, you
should be aware that subsurface conditions may vary with time and between exploratory
Page 3 of 4
GeoTest Services, inr. December 17,201 . 2,
23220 Edmonds Way. Edmonds, Washington Job No. 12-0654
locations, and unanticipated conditions may be encountered. If construction reveals
differing conditions or the design is modified, we should be retained to reevaluate our
recommendations and provide written confirmation or modific6tion, as needed.
We appreciate the opportunity to be of service to you on this project. If any questions
should arise regarding this report, please contact the undersigned.
Respectfully Submitted,
GeoTest Services, Inc.
Tim Chylla, LEG
Engineering Geologist
Attachments: Figure 1
Figure 2
Figure 3
Figures 4 - 7
Figure 8
Vicinity Map
Site and Exploration Plan
Soil Classification System and Key
Logs of Test Pits
Grain Size Distribution
Page 4 of 4
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Reference Map Provided By
Google Earth
BERMCES, OMC. Date: 12-11-12 By: EG Scale: NONE Project
741 Marine Drive VICINITY MAP 12-0654
Bellingham, WA 98225 EDMONDS WAY DEVELOPMENT FIGURE
phone: (360) 733-7318 23220 EDMONDS WAY
fox: (360) 733-7418 1 EDMONDS, WASHINGTON
NORTH
Referenced from.Snohomlsh Colunty
bn�llne Property Information
TP-# = Approximate Test Pit
Exploration Location
GEOTEST SERVICES. INC.
741 Marine brive- -
Bellingham, WA 982-25
phone: (360) 733-7318
fax: (360) 731�441 6
12-10,42 BY: EG Sbali:. Asshown
SITEAND EXPLORATION PLAN
EDMONDS WAY DEVELOPMENT
23220.EDMONDS WAY
EDMONDSP WASHINGTON
Project .
12-0654
Figure
2,
I
a
Slope to drain away
from structure.
Compacted Impervious Soil
(12 " minirnum)
or Pavement
(2 kxh mhr�mum)
Approved Non -woven
Geolextile Filter Fabric
(18 Inch minimum febrk lap)
Suitable Soil
Drainage Material ---
(Drain Rock or Pea Gravel)
V:
Floor Slab
Vapor Barrier
Free Dranng
Sand and Gravel Fill
weep Holes
Suitable Soil
Four Inch Diameter, Perforated, Rigid PVC Pipe
(PerAbrations Mented dow, wapW in w-woven
g&7taxWs fifter tab&. dkoctod to stuta&e dis�)
Notes:
Footings Should be properly buried for frost protection in accordance
with International Building Code or local building codes
(Typically 18 inches below exterior finished grades)
MEOMST BERVOCE8, OMC. Date: 12-11-12 1 By: EG I Scaie: None Proiw
741 Madne Ddve TYPICAL FOOTING DRAIN 12-0654
Bellingham, WA 98225 EDMONDS WAY DEVELOPMENT Figure
phone: (360) 733-7318 23220 EDMONDS WAY
W: (WO) 7M-7418 EDMONDS, WASHINGTON 3
M
Soil Classification System.
uscs
MUCIR CURAPM LErrER rf PrAL
DIMONS SYMML SYMBM 01E9CRWn0NSt=
GRAVEL AND
CLEAN GRAVEL
GW
Well -graded gravel' gravellsand owe or no ones
:U a., 0 U,
0,
GP
GRAVELLY SOIL
(Uttle at no fines)
Poorly gradled gravel; grevellewd rnixture(O little or no fines
all
(Morethan,50%
vcdong
Silly gravel; grew/sand/wIt MIAM(S)
GRAVEL WITH FINES
GM
W
z
57,158
retained on No. 4
sleve)
(Appreciable amount of
fines)
Cleyey graval; gravellsand/clay, mixture(s)
GC
SAND AND
CLEAN SAND
SW
We$Vsded send; gravelly sar4 little or no fines
SP
call
5
SANDY SOIL
(Little or no fines)
Poodygraded sand; gravelly amid; little or no fines
SAND W17H FINES
SM
(More than 60% of
coarse fraction Passed
Silty sand; sand/slit mixture(s)
through No. 4 sieve)
(Appreciable amount Of
fines)
SIC
ClaM sand; sandiday N*n*s)
ML
'09 ardc siftand varyfine sand; rockffour; sftordayeyflne
.j
SILT AND CLAY
sand or clayey OR with Slight plasticity
CL
Inorgamc clay of low to medium plastift gravelly day, Sandy
(Liquid limit less than 50)
day, Silty day, loan day
OL
W
Z921
organic sift; organic, Silty day of law plasticity
U,
SILT AND CLAY
Inorganic Sift; Mid3CSOUS Or d3tOMCSOUS Me sand
zj .
(Liquid limit greater am 50)
InwItanic day of high plasticity, fat day
OH
Organic day of medium to No plasticity; organic silt
HIGHLY ORGANIC SOIL
PT
Peat; humus; swamp sail with high organic content
14Z I I
goo ssr. vgma'
= =-RItt
eel
PAN =10
INK '77 T 9 7 M 7 1 r 7, 1 RM 1. F7.
Notes: 1. Soil descriptions am based an the general approach presented In the standard Pmabe for DescrVion wd Jdandfinstian of Soft (VauaAA*wu&1
Proce*m), as outlined in ASTM D 2488. Where laboratory Index testing has been conducted,, sod classiflcations.are based on tha Standard Tea MsU?od
for Cb-ftadbn of Sob for Engineering Pwposss. as Outlined in ASTM D 2487.
2. Soil description terftnology Is based an visual estimates (im Me absence of laboratory test data) of the pmentages of each soil type and is defted as
follow$:
Primary Constituent: > 50% - *GRAVEL,* *SAND,� —AT,- TLAY,- eta
Secondary Constituents: > 30% and:S 50% - -my gravelly' 'very sandy,' %wy sllty�' air-
> 12% and < 30% -'gravelly,, *sandy,- -Wjty�- etc.
Additional Constituents: > 5% and Z 12% - 'Wlg* gravelly,- "Slightly $a*,- %figt* sllty�, StQ
Z_ 5% - *trace gravel,- 'trace sand,' Vace silt.".etc., or not noted.
Drilling and Sampling Key
SAMPLE NUMBER & INTERVAL.
SAMPLER TYPE
code
Description
Sample idwacation Number
a
3.254nch O.D., 7.424nch I.D. Split Spoon
b
2.OD4nch O.D., I SD4nch I.D. Split Spoon
Recovery Depth knwM
c
Shelby Tube
Samoa Depth hlerval
d
Grab smile
*�—Jportlon
a
Other - See text If applicable
of Sample Retained
1
3OD4b Hammer, 304nch or"
for Arch(Ve or Analysis
2
1404b Hammer, 304nch Drop
3
Pushed
4
Other - See text if applicable
Groundwater
Apprommate water atevation at time of drilling (ATD) or on date noted.
levels can fluctuate due to precipitation, seasonal conditions, and ottw
Field and Lab Test Data
C43de
Dw"Won
PP = 1.0
.
Pocket PeneftmeW td
TV = 0.6
Torvans, tsf
PID = 100
Photaionizatlon Detector VOC screening, ppm
W=10
Moisture CWtent, %
D = 120
Dry Density. pd
-2DO = 60
Material smaller than No. 200 sieve, %
GS
Grain Sin - See separate figure fbr data
AL
Afterberg Limits - See separate figure for date
GT
Dow Geotechnical Testing
CA
Chemical Analysis
23220 Edmonds Way Soil Classification System and Key Rgure
Edmonds, Washln&n 1 1 4
I
TP-1
SAMPLE DATA
SOIL PROFILE
Evavation Method: Rubber -bred Backhoe
LU
Z(
U
-a
C
E
to
Ground Sevation (ft): Not Determined
CL
4)
CL
V)
E-Cavated By: Gillen Construction
L- -0
ui -
-2
TT
d
i-4
5-6
W
1-2 TT
d
GS
-8
1-3 =
d
z
uj 10
14=
q_j
Test P41
Completed
12/10/12
12
Total Depth
of Test Pit = 10.0 ft.
Loose, moist, gray, gravelly silty SAND, some
scattered cobbles. (FILL)
Loose, moist da* sf-igh-tly
gravelly, with frequent organics. (FILL)
Madurn dense, moist, red4mvwn, siltySAND,
slightly gravelly to gravelly, (TILL)
a, �molst.' -slighty silt to-sifty,'
gravelly, SANDMILL)
TP-2
SAMPLE DATA
SOIL PROFILE
Rubber -fired Backhoe
E)ravafion Method: . . ......
z
z
M
E
W
Ground Elevation (ft): Not Determined
E 1E
E
0
1=1)
Eyoavated By, Gillen Construction
0
ON
-1 sm
L- Loose, moist, dark brown, silty� slightly
gravelly SA�D. (TOPSOIL)
Medium dense. moist, light brown, gravelly
silty SAND, some cobbles. (TILL)
-2 2-17T
d
GS
SM
g
9 dense to very dense -wost, -gray,
-4
gravelly silty SAND, some ��es (TILL)
2-2
d
—10
u
3-
r-
-12
Tag Pit Completed 12110112
Total Depth of Test Pit - 7.0 ft.
GROUNDWATER
Groundwater not encountered.
GROUNDWATER
Groundwater not encountered.
Notes: 1. Stratigraphic contacts are based on field Interpretations and am appro)dmate.
2' Reference to the te)d of thda report is necessary for a proper understanding of subsurface condlfions,
3. Refer to 'Sail Classification System and Key' figure for explanation of graphics and symbols,
Edmonds Way Development Figure
23220 Edmonds Way Log of Test Pits
Edmonds, Washington 5
1 (1 d3)
TP-3
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
Excavalion Methd, _ RUbbef-tired Backhoe
Z
05
Ground EWation (ft): _...Not.Detern�ned
E
M
Co
S
Excavated ay Gillen Construction
0
ad
Loose, Ist dark ad� silty
brown/W SAN
_\r D
opig
SM
2
-K
3-1-
d
Groundwater not encountered.
Loom, m sliom y
8111ty. gre=y
1=D!%=, scattered
boulders. (FILL)
—4
3-211E
d
GS
—8
MINE
d
W-
bUff, moi5t, dark brown, sandy SILT, Wig—hdy
with cs. (FU/RELIC
—\f 0
OPIL H VON)
:U
kiledium dense, moist 69M brown, silty SAND,
—10
d
fWfY to Gravelly, Scattered cobbles.
12
12110112
T 8z
Trw=% Pft=10.SfL
TP-4
L
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
Excavallon M&hod. Rubber-th-ed Bad&m
iE
" 2
1
A
2
M
Ground Bevation (ft): � Not Determined
i
I
E
Iwo
C,
E
Lo
Excavated By. Gillen Camtrudion
0
Z
_SM
Loose, moist, �br��sljtFSMTD
—'�\��...Uopsolw
SM
2
4-1111E d
Loose, moist, red -brown, silty, slighttygravelly Groundwater not encountered,
to (Ir8veffy� SWO. (FtLL)
—4
4-21K d GS
SM
Egcountered relic,'approAmalley4mincth,
and
diarnetUer cirrain pipe and drainap agwegate at
to a,
3'
—6
M�
f4eftm dense, moist, brown. silty, ell
s Ightly
ilo*
9 ly=
ravelly SAND, omccaesslonal coobbies
Scattered boWA— M, I
—8
Test 12/io/14
to m" Y,
g2R
ARrL�wltysm
Total Pit 7.0 ft
I to silly smo,
:
onal cobble.
10
112
Notes: 1. Stratigraphic contacts we based on field In"yetatJons and am approAmate.
2.- Reference to ft twd of this report is Mee" for a Proper understanding Of subsurface conditions,
I Refer to *Soil Classification System end KW=gure for w#aration of grapNcs and s"bds.
Edmonds Way Development Figure
G"C-ko 23220 Edmonds Way
Log of Test Pits
Edmonds, Washington 6
L
(2 of 3)
TP-5
SAMPLE DATA
SOIL PROFILE
Ewavation Method: Rubber -bred Backhoe
E
E
Z's :..
A 2! U) Ground Elevation (ft): _Nq Determined
E c E
0 4) M LO 6 Ecausted By. Gillen Constmetion
—0
s Loose. at, dat*
SM \sC1ghtfy;ily. (T=)
r- —2 5-1 d Gs Nledium dense, moist, brown, silty sANo,
z - 7 MLL�.—_
5-2 17.71- d grades to dense to very dome, moist, gray,
--4 gravelly SAND, slightly silty. (TILL)
8r6 Test Pit Completed 12/10/12
Uj
>: Total Depth of Test Pit = 5,0 fL
10
12
Uj
001
e
L)
Aj
31
GROUNDWATER
Groundwater rug encountered.
Notes: 1. Stratigraphic oantects are based on #aid Interpretations and are appro)dmate.
9 2. Reference to the tax of this repon Is necessary for a proper understanding of subsurface conditions,
3. Refer to —,41 Classification Systern and KW figure for e)qAanation of graphics and symbals.
Edmonds Way Development
23220 Edmonds Way Log of Test Pits
Edmonds, Washington I
Figure
7
(3013)
11
I
Storm Water Site Plan Report - Edmonds Way Development, Edmonds, WA Rev 3: May 27, 2014
I
11
I
I
I
I
I
I
I
I
I
I
I
IKEB Engineering Ltd. Pr4ect: 09188
r- I
Land Use Area Summary
Edmond Way Multi Family Development
st ac
Subject Oropeft 20). 19,958 0.468':
Ex�Concllltlon.'
Roof Top (NPGIS)
House 1,450 0.033
Garage 500 0.011
1,950 0.046
Driveway & Walk (PGIS) 2,970 0.068
Impervious Sub -total: 11.11�1
Landscape (lawn)
15,038
0.346
Pervious Sub -total:
0.1346
,136sin Total:
.... 0.468
"Erev.CdOdltldn
Roof Top (NPGIS)
Bldg 101/102
1,172
Bldg 103/104
1,250
Bldg 105/106
1,598
Bldg 107/108
1,598
Bldg 1091110
1,572
7,190,
0.166
Conic Walk (NPGIS)
1,302
0.030
Asphalt Pavement (PGIS) 5,049 0.116
Impervious Sub -total:
Landscape Area (BMP T5.13) 6,417 0.147
Pervious Sub -total: -J.A!147�:
Pipe Runs (Conveyance Capacity)
Storm Sewer Netwo* Conveyance - Edmonds Way Multi Family
Mannings"n"= 0.0 12 (Rewmmended design value)
ID
Description
Length
Slope
Diameter
Area
Wet perim
rh
VFULL
UFUU
ft
ft/ft
ft
W
It
ft
ft/S
It%
Pipe Run I (CB 11 to CB 1)
12"CPEP
59
0,0075
1M
0,79
3.14
0,250
4.26
3.34
Pipe Run 2 (CS 6 to C8 4)
8"CPEP
179
0,0060
0.67
0,35
2.09
O� 167
2.90
11.01
Pipe Run 3 (CB 9 to GB 5)
8"CPEP
82
0,0100
0,67
O�35
2,09
0.167
3.76
1.31
Pipe Run 4 (CB 5 to EXCB)
10" CPEP
23
O�DO75
0,83
0,55
2,62
0,208
3.77
2.06
Page 1
= = M = M M M M M M M = M = = M = M =
i i i i t i i f f t I i i '41 11 1 t
CC=
I MAI
5MfOCj,ft*4ak)pWj
rlow lFrequency.
IOE 1,
ak I �,S 0 . 1,POCI I NNOedfiDwI
rjA I w(CPS) Pre - developed
WItIgated
2 Year - 0.0403
0.0495
3 Year - 0.0393
0.0694
10 Year - 0.0744
0'.0843 -lop. Ov-
25 Tiar - 0.0967
0.1053
0 IGE 0
50 year - 04.158
0.1225
iloo Year = 0.1372
0.14,12-6w CW-
0
arly Peaks
1940 0.0321
0.0456
IOE-1
.1941 0.0401
0..0469
A042 '0 .0709
�,O�0643
i943
0.0344
1944 0.0265
0.0338
1943 0.0498
0. 07"
IGE-2
1
10 20 30 40 50 60 70 80 so
99
1946 0.0361
0.0485
1947 0.0398
0.0447
Cumulatiye Probability
1940 - 0.0617'
'0'.0726
1949' 0.0374
0. 009
Nnatiom
Flow Ffequerv--y CWa 0
1930 0.1230
0.11260
1951 0.0293
0.0381
Analyze datateft
1952 0.1262
OA023
1501
1933 0.0310
6. 06119
POC I Pia-d,-,%,c-J,,p�d
801 FOC I Mitiqwed
f1c,.-4
f w
1934
0.0377
1955 0,0240
0.0422-
1956 0.0311
0.0431'
1937 0.0227
0.0364
1938 0.0363
0.0419
1959 0. 0200
0.0347,
1960 9.
0.001
-Dat
P1,10 Ivap POCI
1961 0.0422
0.0358
= m m m m m m = = m = = = = = � m = m
M M M M M M M M M M M M M M M M M M M
;VfI;IHm3 0 9 MiTIFT I C 11 a—n*i i;�!W'
b� Ml�b� Ml�b� =---Ik b� GA�wk� V
Facillify Name "FIW T�,�ff
Outlell Outlet2 Outlet 3
Downstream Connections
FacilityType
4 F
.0 MAMAW to- iic gMick FiW
F1 FUFArM
facility'Sollorn Elevadon (fQ 7-J
Z
Facility Dimensions
Bottom Longth gullet Structure
r2
FE
ft I
41'
=WTI Effedi"Dapth rG
Rim.Type JFI;�
No"Type..
7., Bow., Side Sbbe
R�ft swe Sio"
TopSideSixe
Infiltration
offfice Diarnsterl-leight OMax
Hy&auk CwAxtiviboww) ri--;H kumber (in) (Fk).., (cis)
, nA�'
1 0
mateWdwm) .0
Rw
115 ro -I V7,
AS14. t� CIA AS
.3 F— r-5q 0
ToWVokxwF#jatad(acwftj
41.788
Totalvokaw Though RiNKSM") i607
44.475 AM
WON
pond Imemart
4. Pamt FiWmd
Shaw Pond.Table
cr
isw A
I MMAN,
Rrft .7
sow —
. 6-m-
Facildy Name --, -1
Outlet I Outlet 2 Outlet 3
Downstream Connection Z.
IV4U
FacilityType
r 60WkdiDAAwkdtfFa*
r7. Fj)4dWdlh F& Auto Vauft
Facility Bottom Elevation (ft)
FruilitylbimenphIns Outlet Structure
2.5
RimDWMIKin)
Eff
11 ec&m Dapth lop.
Rim TSVe INotched "I
Notch7We JRftUnqdw --!4
Notch Heiqft to) r,
n NotchWiftfft) ro-09 -..-i
Infiltr III rNO —j Orifice Diameter Height GMax
Number Qn) (FQ (ds)
I F1
A ro 0.07677
2 F0 --q ro 0
4*1 3 fD -j 10 —1 0
ftaVokxmatRxwI4eW(ac"J OM
y- L .15 Fo 15 --j
Show ftnd Table 10wT&Ia
Y
em
44- 4CAxw6&-k c—** tcx�,426
2.%.,e> 46 Q�t CO cjotzo 14-�% 0
= m m
!e..-> ss 5ta--n
66.S c ((,A
/ U% c."ec.,
Cf.lCrr JtjC_L. JV.4 V40L_ c L—j
t� - I . I'll L'' I - - -L- , �,-.
UA
�,' tl�
OF,
tl-) �
kl�
C PftrA6C—#%_
(01, e,--.e—r- %kz.<.
sc,*" . I'= 1 rr
Western Washington Hydrology Model
PROJECT REPORT
Project Name: 09188-3-chambe--s
Site Address; 23220 Edmonds Way
city Edmonds, WA
Report Date 5/27/2014
MCS Regoin Puget East
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Version: 3
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GrouncWater: No
Pervious Land Use
Acres
C, Lawn, Flat
.345
Impervious Land Use
Acres
ROADS FLAT
0.068
ROOF TOPS FLAT
0.045
Element Flows To:
Surface Interflow
11
Name : Basin 1 (PGIS)
Bypass: No
GroundWater: No
Pervious Land Use Acres
Impervious Land Use Acres
ROADS FLAT 0.116
Element Flows To:
Surface Interflow
Sand Filter 1, Sand Filter lt
Name : Sand Filter 1
Groundwater
Groundwater
M
Bottom Length: 27ft.
Bottom Width : 3ft.
Depth : 3ft *.*
Side slope 1: 0 To 1
Side slope 2: 0 To 1
Side slope 3: 0 To I
Side slope 4: 0 To 1
FiltrationOn
Hydraulic conductivity 1
Depth of filter medium 1.5
Discharge Structure
Riser Height: 2 ft.
Riser Diameter: 6 in.
Element Flows To:
Outlet 1 Outlet 2
Vault 1 (Chambers), Vault, I (Chambers),
Sand
Filter Hydraulic Table
stagelft)
Ar"(acr) voimefacr-it)
Dschra(afa) Infilt (ef s)
0.000
0.002
0.000
0.000
0.000
0.03
0.002
0.000
0.000
0.000
0.067
0.002
0.000
0.000
0.000
0.100
0.002
0.000
0.000
0.000
0.133
0.002
0.000
0.000
0.000
0.167
0.002
b_000
0.000
0.000
0.200
0.002
0.000
0.000
0.000
0.233
0.002
0.000
0.000
0.000
0.267
0.002
0.000
0.000
01000
0.800
0.0,02
0_001
0.000
0.000
0.333
0.002
01001
0.000
0.000
0.367
0.002
0.001
0.000
0.000
0.400
0.002
0.001
0.000
0.�000
0.433
0.002
0.001
0.000
0.000
0.467
0.002
0.001
0.000
0.000
0.500
0.002
0.001
0.000
0.000
0.533
0.002
0.001
0.000
0.000
0.567.
0.002
0.001
0.000
0.000
0.600
0.002
0.001
0.000
0.000
0.633
0.002
0.001
0'.000
0.000
0.661
0.002
o.001
0.000
0.000
0.700
0.002
0.001
0.000,
0.000
0.733
0.002
0.001
0.000
0.000
0.767
0.002
0.001
0.000
0.000
0.800
0.002
0.001
0.000
0.000
0.833
0.002
0.002
0.000
0.000
0.867
0.002
0.002
0.000
0.000
0.900
0.,002
0_002
0.000
0.000
0.933
0.002
0.002
01000
0.000
0.967
0.002
0.002
0.000
0.000
1.000
0.002
0.002
0.000
.0.000
1.033
0.002
0.002
0.000
0.000
1.067
0.002
0.002
0.000
.0.000
1.100
0.002
0.002
0.000
.0.000
-2-
1.133
0.002
0.002
0.000
n.00�,,
1.167
0.002
0.002
0.000
0.00C
1.200
0.0021
0.002
0 . 0 10 �,)
o . � �o r;
1.233
0.002
0.002
0.0010
6.000
1 . 2�;7
0.002
f-I ('] "
� -� I . r) r) !,j
[I.
1.300
0.002
0.002
c 0
0 . �J (J 0
1.333
0.002
0.002
0.1000
0.-)"
1.367
0.002
0.003
0.000
0.001u,
1.400
0.002
0.003
0.000
0.000
1.433
0.002
0.003
0.000
0.000
1.467
0.002
0.003
0.000
0.000
1.500
0.002
0 . () 0 3
0.000
(1 . 000
1.533
0.002
0.003
0.000
0.00C
1.567
0.002
0.0031
0.000
O.Occ
1.600
0.002
0.003
0.000
0.000
1.633
0.002
0.003
0.000
0.000
1.667
0.002
0.001,
C1.000
o.on,�
1.700
0.002
O.UU3
0.000
U.Uoo
1.733
0.002
0.003
0.000
O.Ooc
1.767
0.002
0.003
0.000
0.000
1.800
0.002
0.003
0.000
0.000
1.833
0.002
0.003
0.000
0.000,
1.867
0.002
0.003
0.000
0.000
1.900
0.002
0.004
0.000
0.000
1.933
0.002
0.004
0.000
0.000
1.967
0.002
0.004
0.000
0.000
2.000
0.002
0.004
0.000
0.000
2.033
O.002
0.004
0.030
0.000
2.067
0.002
0.004
0.084
0.000
2.100
0.002
0.004
0.154
0.000
2.133
0.002
0.004
0.237
0.000
2.167
0.002
0.004
0.3311
0.000
2.200
0.002
0.004
0.436
0.000
2.233
0.0021
0.004
0.549
0.000
2.267
0.002
0.004
0.671
0.000
2.300
0.002
0.004
P1.800
.3.000
2.333
0.002
0.004
0.937
0.000
2.367
0.002
0.004
1.081
0.000
2.400
0.002
0.004
1.232
0.000
2.433
0.002
0.005
1.389
0.000
2.467
0.002
0.005
1.552
0.000
2.500
0.002
0.005
1.722
0.000
2.533
0.002
0.0()�
1.89*7
r).000
2.567
0.0021
0.005
2.077
0.000
2.600
0.002
0.005
2.263
0.000
2.633
0.002
0.005'
2.454
0.000
2.667
0.0021
0.005
2.651
0.000
2.700
0.002
0.005
2.8�2
0.000
2.733
0.002
0.005
3.058
0.000
2.767
0.002
0.005
3.269
0.000
2.800
0.002
0.005
3.484
0.000
2.833
0.002
0.005
3.704
0.000
2.867
0.002
0.005
3.929
0.000
2.900
0.002
0.005
4.158
0.000
2.933
0.002
0.005
4.391
0.000
2.967
0.002
0.006
4.628
0.000
3.000
0.002
0.006
4.869
0.000
3.033 0.002 0.006 5.115 0.000
Name : Basin 2 WGIS)
Bypass: No
GroundWater: No
Pervious Land,Use Acres
Impervious Land Use Acres
ROOF TOPS FLAT 0.165
SIDEWALKS FLAT 0.03
Element Flows To:
Surface Interflow Groundwater
Vault 1 .(Chambers), Vault 1 (Chambers),
Name Vault 1 (Chambers)
Width 3.94 ft. 6W1%JAU>Y?
Length 37.25 ft
Depth: 3.5ft.
Discharge Structure
Riser Height: 2.5 ft.
Riser Diameter: 10 in.
NotchType : Rectangular
Notch Width : 0.080 ft.
Notch Height: 1.000 ft.
Orifice 1 Diameter: 1.25 in. Elevation: 0 ft.
Element Flows To:
Outlet 1 Outlet 2
Vault Hydraulic Table
Staqe(ft) Area(acr)Volume(acr-ft) Dachrg(cfe) Infilt(cfa
0.0010
0.003
0.000
0.000
0.000
0.039
0.003
0.000
0.008
0.000
0.078
0.003
0.000
0.011
0.000
0.117
0.003
0.000
0.0.14
0.000
0.156
0.003
0.001
0.016
0.000
0.194
0.003
0.001
0.018
0.000
0.23.3
0.003
0.001
0.020
0.00,0
0.272
0.003
0.001
0.021
0.000
0.311
0.003
0.001
0.023
b.-000
0.350
0.003
0.001
0.024
0.000
0.38.9
0.003
0.001
0.026
0.000
0.428
0.003
0.001
0.027
0.000
0.467
0.003
0.002
0.028
0.000
0.506
0.003
0.002
0.029
0.000
-4-
0. 544
0 1 00-3
12
0 C�
0. 5: 8 3
0. 0 0 3
0.0�2
03 1
0
0.622
0' , 0 0 3
0 . 0'-'2
0. 032
01 . 0 0 0
0.661
0.003
0.002
0.033
r).()00
0.700
0.003
0.002
0.034
0.01010
0.739
0.003
0.()02
0.11135
n.o�o
0.778
0.003
0 . 003
0.036
0. COO
0.817
0.003
0.003
0.03-1
0.000
0.856
0.003
0.003
0.038
0.000
0.894
0.00",
0.003
0.039
0.0010,
0.933
0.003
0.003
0.040
0.01.10
0.972
0.003
0.003
�.040
0.000
1.011
0.003
0.003
0.04-1
0.000
1.050
0.003
0.004
0.042
0.000
1.089
0.003
0.004
0.043
0.000
1.128
0.003
0.004
().n44
0.000
1.167
0.003
0,004
0. 0 4 4
.,V�o
1.206
0.003
0.004
10.045
0.000
�.244
O.003
0.004
0.046
1111.000
1.283
0.003
0.004
0.046
0.000
1.322
0.003
0.004
0.047
0.000
1.361
0.003
0.005
0.048
0.000
1,400
0.003
0.005
0.049
0.10CC
1.439
0.003
0.005
0.049
n.noo
1.478
n.003
0.005
01.0-r"o
0.000
1.517
0.003
0.005
0.051
0.000
1.556
0.003
0.005
0.055
0.000
1.594
0.003
0.005
0.059
0.000
1.633
0.003
0.006
0.065
0.000
1.672
0.003
0.006
0.071
Cl . 0 0 0
1.,711
0.003
0.006
0.078
O.Coo
1.750
0.003
0.006
0.086
n.��no
1.789
0.003
1:1. ocj�,
094
f) 0 0
1.828
0.003
0.006
0.1.02
0 000
1.867
0.003
0.006
0.111
0.000
1.906
0.003
0.006
0.;20
0.000
1.944
0.003
vl.co",
0.129
0.000
1.983
0.003
0.007
0.139
0.000
2.022
0.003
0.007
0.148
0.000
2.061-
0.003
0.00-7
0.158
0.000
2,100
0.003
0.001,
0.168
0.000
2.139
0.003
0.007
0.179
0.000
2.178
0.003
0.001,
0.189
0.000
2.217
0.003
0.007
0.200
0,000
2.256
0.003
0.008
0.210
0.000
2.294
0.003
0.008
0.221
0.000
2.333
0.003
0.008
0.232
0.000
2.3721
0.003
0.008
0.242
0.000
2.411
0.003
0.008
0.253
01.000
2.450
0.003
0.008
0.264
0.000
2.489
0.003
0.008
0.275
0.000
2.528
0.003
0.009
0.316
0.000
2.567
0.003
0.009
0.419
0.000
2.606
0.003
0.009
0.558
0.000
2.644
0.003
0.009
0.725
0.000
2.683
0.003
0.009
0.917
0.000
2.722
0.003
0.009
1.131
0.000
WE
2.761
0.003
0.009
1.364
0.000
2.800
0.003
0.009
1.615
0.000
2.839
0.0.03
0.010
1.883
0.000
2.878
0.003
0.010
2.167
0.000
2.917
0.003
0.010
2.466
0.000
2.95:6
0,003
0.010
2.779
0.000
2.994
0.003
0.010
3.106
0.000
3.033
0.003
0.010
3.446
0.000
3.072
0.003
0.010
3.798
0.000
3.11i
0.003
0.010
4.163
0.000
3.150
0.003
0.011
4.539
0.000
3.189
0.003
0.011
4.927
0.000
3.228
0.003
0.011
5.326
0.000
3.267
0.003
0.011,
5.735
0.000
3.306
0.003
0.011
6.156
0.000
3.344
0.003
0.011
6.586
0.000
3.383
0.003
0.011
7.026
0.000
3.422
0,003
0.012.
7.477
6.000
3.461
0.003
0.012
7.937
0.000
3.500
0.00.3
0.012
8.406
0.000
3.539
0.003
0.012
8.884
0.000
3.578
0.000
0.000
9.372
0.000
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(dfs)
2 year
0.040306
5 year
0.059278
10 year
0.074383
25 year
0.096657
50 year
0.115761
100 year
0.137191
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0.049494
5 year
10 year
OiO69365
0..084295 -6- (j�-
(O.Ckb to kAkt)
25 year
0.105285
50 year
0.122533
(
100 year
0.141224 -0- Cal(-
0 - tl+ CR
Yearly Peaks for Predeveloped and.Mitigated. POC #1
Year
Predeveloped
HItIgate
1941
0.032
0.046
1942
0.040
0.047
1943
0.071
0.064
1944
0.026
0..034
1945
0.027
0.034
1946
0.050
0.075
-6-
19 4 7
r-, . rl,5
1946
0.040
lq49
C, . 054
0 . 0'13
1911-'0
0 03-7
0 0 4 5
1951
12,
1952
0.01419
9
1953
126
19 5 4
0 . () _J2
1955
0 .035
ol 3 8
1956
0 . �2 4
4 2
19 15 7
0 . Ou 3 1
4 3
958
0 . 21
-36
i959
0 3 7
u 4 2
19 6 0
0 .5,1119
v 4.
1961
0.0111
1962
0.042
0.036
1963
0 . 036
C . r, -- �7
1964
0.023
0.034
1
1 96ra
0.1136
0.046
1966
0.032
n..Al
1967
0.034
0.036
1968
0.059
0.071
1969
0 . 054
0 . Ol 5 4
1970
0.029
0 . 0 4 4
1971
0.035
0.046
1972
0.033
0.114c,
1973
0.068
0 . 0 8 1
1974
0.027
0.0351;
1975
0.035
0.043
1976
0.056
0.066
1977
0.032
0.041
1978
0.033
0.037
1979
0.056
0.075
1980
0.036
0.046
1981
0.052
0.067
1982
0.052
0.065
1983
0.089
0.119
1984
0.046
0.072
1985
0.037
0.037
1986
0.027
0.04'7
1987
0.048
0.071
1988
0.057
0.074
1989
0 . ) 2 6
f, . 0 3 a
1990
0.030
C.037
1991
0.112
(,; . 1 3 -1
1992
0.101
0.124
1993
0.038
0.048
1994
0.03',
0.036
1995
0. 02 1
(1 . 1) 2 8
1996
0.033
0.038
1997
0.065
0.0,15
1998
0.053
0.047
1999
0.031
(11.033
2000
0.122
0.118
2001
0.037
10,050
2002
0.021
0.030
2003
0.100
0 . C) 7 V
-7-
2004
0.049
0,070
2005
0.030
0.029
2006
0.044
0,037
2007
0.032
0-042
2008
0°038
0.046
2009
0.051
0,053
2010
0.056
0.076
20I1
0.182
0,146
2012
0.054
0.066
201.3
0.055
0.051
2014
0,091
0.108
2015
0.064
0.079
2016
0.029
0.034
20I7
0.050
0.O79
2018
0.043
0.048
2019
0.045
8.040
3020
0.043
0.047
2011
0.032
0.035
2022
:0,053
0.058
2023
0.-046
0-055
2024
0^051
0.044
2025
0.030
0,040
2026
0.051
0.049
2027
0.031
0^045
2028
0.027
0,042
2029
0.833
0.042
2030
0.048
0.08I
2031
0.056
0.088
2032
0.044
0.051
2033
0.046
0^059
2034
0.022
0.029
2035
0.046
O'045
2036
0.031
0.03.8
2037
0,046
0,063
2038
0,033
0.035
2039
0,049
0,057
2040
0.030
0.037
2041
0,083
0.07I
3043
0.034
0,049
2043
8.849
8.049
2044
0.078
0.080
�045
0,030
0.031
2046
0.050
0,070
2047
0.032
0.041
2048
M33
0.039
2049
0,043
0,076
�050
0.023
0^027
2051
0.049
0.087
3052
0^034
0,034
2053
0.026
0,035
2054
0,104
O,068
2055
0'025
0.027
2056
0.062
0,103
2057
0,068
8.064
2058
0'087
0.088
2059
0.85g
0.044
2060
0,053
0,071
2061
1) 4 k
2062
0.048
0.048
2063
0.148
0.136
2064
0 . 02 4
0.036
20605
0.0043
0.048
2066
0.044
0.050
2067
0.016
0.024
2068
0.037
0.044
2069
0.05'7
2070
0.019
20�1-
0.025
0.029
2072
0.001
0.0118
2073
0.028
0.042
2074
0.056
0.081
2075
0.037
0.0431
2076
0.031
a.n37
2077
0,052
0.055
2 0 7 8
0.051
0 . 0 4 P
2079
0.034
0.051
2080
0.040
0.049
2081
0.062
0.091
2062
0.048
0.063
2083
0.042
0.051
2OS4
().n37
0.035
2085
0.035
0.045
2086
0.032
0.047
2087
0.030
0.068
2088
0.047
0.066
2089
0.035
0.044
2090
0.072
0.097
2091
0.029
0.038
2092
0.029
0.047
2093
0.087
0.092
2094
0.032
0.036
2095
0.036
0.046
2096
0.027
0.037
2097
0.036
0.044
2098
0.061
0.073
Ranked
Yearly Peaks for
Predeveloped and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1
0.1824
0.1459
2
0.1479
0.1363
3
0.1262
0,1353
4
0.1230
0.1260
5
0.1218
0.1241
6
0.1116
0.1187
7
0.1039
0.1182
8
0.1013
0.1077
9
0.0996
0.1032
10
0.0910
0.1023
11
0.0886
10.0971
12
0.0873
0.0921
13
0.0872
0.0908
14
0.0827
0.0883
15
0.0777
0.08do
-9-
I
H
16
0.0719
0.0874
17
0.0709
0.0810
18
0.0684
0.0809
19
0.0683
0.0806
20
'0.0646
0.0801
21
0.0637
0.0793
22
0.0624
0.0785
23
0.0622
0.0772
24
0.0607
0.0765
25
0.0598
0,0759
26
.0.0595
0.0756
27
0.0590
0.0754
28
0.0587
0.0751
29
0.0569
0,0746
30
0.0567
0.0741
31
0.0564
0.0732
32
0.0562
0.0726
33
0.0561
0.0722
34
0.0561
0.0713
35
36
0.0559
0.0547
0.0710
0.0709
37
0.0538
0.0706
38
0.0537
0.0698
39
0.0535
01.0696
40
0.0532
0.0676
41
0.0528
0.0665
42
0.0523
0.0663
43
0.0521
0.0661
44
0.0518
0.0659
45
0.0518
0.0649
46
47
0.0515
0.0510
0.0643
0.0639
48
0.0508
0.0631
49
0.05,07
0,0629
50
0 . 05.0 4
0.0619
51
OA498
0.0593
52
0.0495
0.0586
53
0.0492
.0.0581
54
0.0490
0.0570
55
0 .0488
0.0552
56
0.0482
0.0546
57
0.0482
0.0535
58
0.0.480
0..0527
59
0.0478
0.0514
60
0.04.66
0.0514
61
62
0,0465
0.0465
0.0510
0.0505
63
0.04.64
0.0497
64
0.0461
0.0496
65
0.0457
0.0492
66
0 . 0448
.0� 0491
67
0.0441
0.0490
68
0.0438
0.0488
69
0.0435
0..0485
70
0.0429
'0.0485
71
0.0429
0.0484
72
0.0426
0.0484
-10-
m
73
U.04-22
0.0484
74
0.042 1
u.u4',--'D
75
0,0418
0.04/9
7G
0.040h
y,o;/H
77
0.040I
0.n471,
/8
8.4 r'l
0.u4'W
79
0.B
.C469
80
0.0384
0.0469
81
0.0381
0.0469
82
0.0375
0.O465
83
0.1)3?4
0.�4 C5
84
0.0372
O.O4�3
85
0.0369
�).;462
86
0.0368
0.046I
87
0.0367
0 . ; 4 -17
88
0.C]65
O.0456
99
0
0.04��
90
0,364
0'0449
91
0.0364
0.0447
92
0.D3 62.
0.0447
93
0.0361
0.0447
94
0.0}6i
v4 4 3
95
3.03 1" 3
o.x443
96
3.0
.n 42
97
0.0348
0.0438
98
0.0347
u.o*-i/
99
8.0347
0-0437
IOO
0.0345
0'0434
lOI
0.0343
0.043I
102
D.03141
u.042�0
103
0,0340
0.0422
104
0.0333
0.0420
I05
0.0333
0.0419
106
0.0332
0.04I7
187
0.0331
0.0416
108
0.0331
8.u4lb
109
0.033I
0.04I2
lIO
0.0325
0.0410
ill
0.0324
0.0409
112
0'0323
0.u4uo
113
0.032I
0.0400
114
0.0321
0.0-197
115
0.0321'
0.0392
116
0.0]]9
0.n387
117
0'8319
0.0385
1I8
0.0318
0.0383
119
0.03I4
O.C38I
I20
0.0311
0.03//
121
0.0307
0.0377
122
0.0305
0.0376
123
0.0305
0.0374
124
U.0305
0.0313
125
0.0380
0.0373
126
0.0300
8.037I
127
0.0300
0.0369
128
0.0298
0.'�'369
129
0.0296
130
0.0295
0.0388
131
0,0295
0.0364
132
U^0295
0,0361
133
0.0290
0.0358
134
0.0290
0,0357
135
0.0287
0,0395
136
8,8279
8.0354
137
0.0271
0.0354
138
O.8Z71
8.0'352
139
0.0266
0.0352
140
0.8266
0.0347
14I
0.0265
0.0346
142
0,0265
0.0344
143
0.0263
0.0343
144
0.0258
0.033g
145
0,0253
0,0338
146
0,01249
0,0337
147
0.0241
0'0325
148
0.0240
0.0322
149
0.0227
0,0310
150
0.0227
0.0299
151
0^0227
0.0284
162
0,8226
0~0292
153
0.0223
0.0286
154
0^0�I5
0_02V0
ISs
0,02I5
0.0377
1.56
0^8212
0.0273
157
0.0187
0.0266
158
0.0161
0,0243
Facility FAILED duration standard for 1+ flows.
Flow(CPS)
Predev
0.0202
2238
0.0211
19110
0"022I
1650
0.0231
1418
0.0240
1228
0,0250
1069
0.0259
934
0.0269
816
0.0279
7U
0.0,288
661
0.0298
532
0.0308
535
O`U3l7
490
0.0327
441
0.0337
398
0.0346
3,65
8.0356
339
0.0366
]O9
0.0375
276
D.O38S
252
0.0395
232
Dms, Percentage Pass/Fail
7817
348
Fail
6840
358
Fall
6012
364
Fa�l
6' *
5294
373
Fail
e�- ~ ��~ ���� ��f��Lmw
4700
382
Fail
4131
386
Fail
3649
390
Fail
��� CO14fmAK-S-r"*4N��DtO.&---^
3206
3,92
Fail
���s�*�*+*�� _^`�
`~~^'�'`-)
�8�4
38�
Fail
2528
382
Fail
C-km SuLn C" ��°�� � ��.^����41��
' -
2262
382
Fail
�vro ��n�^�������S-�JOyAmm&4 r�,
2022
377
rail
1826
372
Fail
1633
370
Fail
1491
374
Fail
1338
366
Fail
1206
355
Fail
1076
348
Fail
954
345
Fail
858
340
Fail
768
33I
Fail
0.0404
214
6R6
2 n
I
0.0414
199
625
314
i 1
0.0424
187
536
286
4 1
f-I
0.0433
176
482
273
7--lil
0.0443
1,61,
430
267
0.0453
148
378
255
0.0462
140
347
247
0.0472
132
313
237
0.0482
126
1199
230
-ail
0.0491
107
265
247
0.0501
99
249
1
0.0511
91
232
2 5 4
F a,
0.0520
85
9
2 r
T:-, 4
0.0530
79
2 Il
261,
i
0.0540
70
195
278
"Fill
0.0549
66
191
289
�a:H
0. OIJ59
64
190
, , -i 11
0.0569
56
1.71
305
Fal'I
0.0578
52
162
311
P"q i 11
0.0588
49
156
318
17a,_1
0.0597
44
150
340
0.0607
41
144
351
0.0617
37
IL37
370
0.0626
35
129
368
0.0636
35
121
345
Fail
0.0646
31
116
374
Fail.
0.0655
28
ill
396
Faill
0.0665
28
104
371
F'9`1
0.0675
28
101
3 60
F'�� i'l
0.0684
26
92
353
Fail
0.0694
26
89
342
F a, I ' I
0.0704
26
86
330
Faz.1
0.0713
25
77
308
1, 1
0.0723
24
73
304
-�ail
0.0733
23
67
291
Fall
0.0742
23
65
26'"'
F",,:, I
0.07.52
23
60
260
Fa�il
0.0762
22
55
250
Fail
0.0771
22
52
236
P,�.
. jj
0.0761
21
49
233
FaI'11
0.0791
19
48
P�I
0.0800
19
45
236
0.0810
19
39
205
F�44.i
0.0820
19
37
194
I.aj,l
0.0829
18
37
205
--ail
0.0839
18
36
200
.'a il
0.0849
17
33
194
Fail
0.0858
17
31
182
Fail
0.0868
16
31
193
'Fail
0.0878
14
30
214
0.0887
13
28
215
0.0897
13
27
-'07
0.0907
13
27
207
P�.',jj
0.0916
12
26
216
Fa i 1.
0.0926
12
24
2co
Fa-']
0.0935
12
23
191
Fail
0.0945
12
23
1-91
'Fa
- 13 -
0.0955
12
23
191
Fail
0.0964
12
22
183
Fall
0.0974.
12
19
158
Fail
0.0984
12
19
158
Fail
0.09,93
12
19
158
Fail
0.1003
11
19
172
Fail
0.1013
11
1.9
172
Fail
0.102,2
10
19
190
Fail
0.1032
10
170
Fail
0.1042
9
15
166
Fail
0.10,51
9
14
155
Fa`1
O�1061
9
14
155
Fail
0.1071
9
13
144
Fail.
0.10BO
9
10
ill
Fail
0.1090
8
10
125
Fail
0.1100
8
10
125
Fail
0.1109
8
9
112
Fail
0.1.119
7
9
128
Fa 11
0.1129
7
9
128
Fail
0.1138
7
8
114
Fail
0.1148
7
8�
114.
'Fa il.
0.1158
7
8
114
Fai 1
The development has an increase in flow durations
from 1/2 predeveloped 2 year flow to the 2year flow
or more than a 1096 increase from the 2 year to the 50
year flow.
Water Quality MW Flow and Volu for POC 1.
On-line facility volume: 0.0261 acre-feet
On-line facility.target,flow. 0.01 efs.
Adjustad for 15 min. 0.0299 cfe.
Off-line facility tazget flow; 0.0146 ofs.
Adjusted for 15, u&n: 0.0165 efs.
Per1nd and ImpInd 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.. �Cle,ar 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 andlor 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.
- 14�-
I
mStorm Water Sits Plan Repod - Edmonds Way Development, Edmonds, WA Rev 3: May 27, 2014
z2pno (pn(Vza 6
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mWEB Enginesting Ltd. Pr4ad. 09IF8
F-9
Sio-T—Sk"13: .'POM-COhstructlon Soil Ouallt
_y and -Depth
Purpse and Naturally occurring (undisturbed) soil and vegetation provide important
DefMition stormwater functions including- water infiltration; nutrient, sediment and
pollutant adsorption; sediment and pollutant biofiltration; waterinterflow
storage and transmission; and pollutant decomposition. These functions
are largely lost when development strips away native soil and vegetation
and replaces it with minimal topsoil and sod. Not only are these
important stOrmwater functions lost, but such landscapes themselves
become pollution generating pervious surfaces due to increased use of
pesticides, fertilizers and other landscaping and household/industrial
chemicals, the concentration of petwastes, and pollutants that
accompany roadside litter.
Establishing soil quality and depth regains greater stormwater functions
in the post development landscape, provides increased treatment of
pollutants and sediments that result from development and habitation,
and minimizes the need for some landscaping chemicals, thus reducing
pollution through prevention.
Appftcadons�axd Establishing a minimum soil quality and depth is not the same as
UnI&WOMS preservation of naturally occurring soil and vegetation. However,
establishing a minimum soil quality and depth will provide improved on -
site management of stormwater flow and water quality.
Soil organic matter can, be attained through numerous materials such as
compost, composted woody matenial, biosolids, and forest product
residuals. It is important that the materials used to meet the soil. quality
and depth ffla'be appropriate and beneficial to the plant cov . er . to be .
established. Likewise, it is important that imported topsoils improve soil
conditions and do not have an excessive percent of clay fities.
This BMP can. be considemd'infeasible on. till soil slopes greater than 33
percent�
De*n Soil retention. Retai% in an. undisturbed state, the duff layer and
GalMines native topsoil to the maximum extent practicable. In any, areas
requiring grading remove and stockpile the duff layer and topsoil on
site in a desipate controlled area, not adjacent to public resources
and critical areas, to be reapplied to, other portions of the site where
feasible.
Soil quality. All arms subject ' to clearing and grading that have not
been covered by impervious surface, incorporated into a drainage
facility or engineered as structural fill or slope, shall, at project
completion, demonstrate the fbllowingt
I. A topsoil. layer with a minimum organic matter content of 10%
dry weight in planting beds, and 5% organic matter content in turf
areas, and a pH from 6.0 to 8.0 or matching the pH of the
undisturbed soil. The topsoil layer shall have a minimum depth of
Volume V — Runoff Treatment BMPs —A agust 2012
5-7
eight inches except where tree roots limit the depth of
incorporation of amendments needed to meet the criteria. Subsoils
below the topsoil layer should be scarified at least 4 inches with
some incorporation of the upper material to avoid stratified layers,
where.feasible.
2. Mulch planting beds with 2 inches of organic material
3. Use compost and other materials that meet these organic content
requirements:
& The organic content for "pre -approved" amendment rates can
be met only using compost that meets the definition of
"composted materials" in WAC 173-350-100. This code is
available online at:
http://012s.lep,.wa.eov/wac/default.asox?citt:=l 73-350
The compost must also have an organic matter content of 40%
to 65%, and a carbon to nitrogen ratio below 25: 1.
The carbon to nitrogen ratio may be as high as 35:1 for
plantings composed entirely of plants native to the Puget
Sound Lowlands region.
b. Calculated amendment rates may be met through use of
composted materials meeting (a.) above; or other organic
materials amended to meet the carbon to nitrogen ratio
requirements, and meeting the contaminant standards of Grade
A Compost.
The resulting soil should be conducive to the type of vegetation to be
established.
0 implementation Options: The soil quality design guidelines listed
above can be met by using one of the methods listed below:
1. Leave undisturbed native vegetation and soil, and protect from
compaction during construction.
2. Amend existing site topsoil or subsoil either at default "pre -
approved" rates, of at custom calculated rates based on tests of the
soil and amendment.
3. Stockpile existing topsoil during grading, and replace it prior to
planting. Stockpiled topsoil must also be amended if needed to
meet the organic matter or depth requirements, either at a default
"pre -approved" rate or at a custom calculated rate.
4. Import topsoil mix of sufficient organic content and depth to meet
the requirements.
More than one method may be used on different portions of the same
site. Soil that already meets the depth and organic matter quality
standards, and is not compacted, does not need to be amended.
V01Wne V -Runoff Tleaftent BMPs — Augusl 2012
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M
P&~ennN Local governments are encouraged to adopt guidelines and
iAg1J`nspec6wVe procedures similar to those recommended in Gui*lines and
rIfIcadon Resources For Implementing Soil Quality and Depth BAP T5.13 in
QUA= A WDOE Stormwaler Management Manualfor Western Washjngtoj�.
Pmeedures This document is available at:
hU:Y"w.soilsforsalmon.orgWf/Soi[-BMP M4nual,Ddf
maintwuMe Establish soil quality and depth toward the end of construction and
once established, protect from compaction, such as fiom Inc
machinery use, and from erosion.
• Plant vegetation. and mulch the amended soil area after installation.
• Leave plant debris, or its equivalent on the soil surface to replenish
organic matter.
• Reduce and adjust, where possible, the use of irrigation, fertilizers,
herbicides and pesticides, rather than continuing to implement
.formarly established practices,
Ranoffmodel Areas meeting the design guidelines.may be entered into approved runoff
Repraentadon models as "Pasture' rather than "Lawn."
Flow reduction credits can be taken in runoff modeling when BMP T5.13
is used as -pan of a dispersion design under the conditions described in:
BMP TS, I Qb_D_9_w_nsIIout Di§Mion -
BMP T-5.1 L-Conmirated F] Disoersion
13MP TS. 12 Sheet Flow J)ispersijon
BMP T5, 18 Re_vMc Slone- Sidewalks
BMP T5.30 Full Dispersion (for public road projects)
Volume V - Runoff Treatment BIWPs -August 2012
54
TIf WIT, �i
LOWE SOIL.
with visible -dark -
organic matter
@GD
�T'
011
Figure &3.3 - Planting bed Cross-Sedlon
(Reprinted from Guidelines and Resources For Impleme ing U i p h,B
nI So Qual ty and De t W
TS. 13 in WDOE Stormwarer Management Manualfor Western Washington, 20 10, Washington
Organic Recycling Council)
Volume V- RunOff Treatment BMPS -August 20,12
5-10
3.3.2 Step 2 . Data Analysis ........................................................... i .............................. �-O
3.3.3 Step 3 - Construction SWPPP Development and Implementation .................... 341
Construction StOrmwater Pollution Prevention Plan Checklist... ......... . ........................... 3428
Chapter 4, Itest Management Practifts Standards and �pecfficatlons ........ ....—A-1
.4.1 Source Control BMps ........................................................................
BMP Clol: Preserving Natural Vegetation .......................................
. ............................... 4-3
BMPCtO2:, Buffer Zones ............................... I .......................... .......... ................ 4-5
BMP CI,03: High Visibility Fence ................................. ............. is .................. I .............. **** 4-6
"'C'10 Stabilized Construction Entrance,/ Exit ........................................................... 4-7
BMPC 1,06: Wheel Wash .................................. ............................... i ................... I ....... 4-9
BW C107: Construction Road/Parking Area Stabilization.. ........................................... 4-12
BMP�0'20! Temporary and Permanent
Seeding ...... .............. i ........................................ 4-13
BMPCJ21: Mulching .............. ................................................... . .............................. 4.19
BUF On: Nos and Blankets ...................
....................................... ........... ;..� .............. 4-22
AWC-12311 Plastic Covering ............
........................................................................... 4-26
BWC, 124: Sodding ........... 0 ........ ...................... I ........................ . ...... i ............................ 4,27
BMP C 125: Topsoiling / Composting ........................... ........... t ........ o ............... i ............. 4- 1 29
BMP C 126- Polyacrylamide (PAM) forSoi.1 Erosion protection ...................................... 442
BMP CI 30: Surface Roughening ................................................................................... I ... 4-35
BMPC131., Gradient Terraces ................ ......................... ......................................... I .... 4.38
BMPC140: Dust Control ............................. ................ ...... . ................................. 4-4
BMPCI5O- Materials on, Hand.. .............. . .......................................
JWRO 544' Concrete Handling ..............
S�MP C Sawcutting and Surfacing Pollution Prevention ....................... .............. .... 444
BMP CI 53: Material.Delivery, Storage and Containment... ........ I ........... ................... 4-45
BMPC154: Concrete Washout Area ............... 1- ...................... ............... .................. 4-41
BMP C 160: Certified &osion, and Sediment Control, Lead ................................... o ........... 4-w$3
BUPC162: Schedul'ing .......... 4 .......................................................................................... �-54
4-2 Runoff Conveyance and Treatment BMPs ............................................................... 4-56
OtEOMP-C-260:�- Interceptor Dike and Swale ............................. ......................
...................... 4.57
BWC201: Grass -Lined Channels ..................... .............................. I ......................... 4-59
BMPC202-: Channel Lining ........... ............. . ................................... .................... 4- 1 63
BMPC203: Water Bus � .................................................................................................... 4 64
BMPC204: Pipe Slope, Drains .................................................. ................ ......... I ...... ... �.4-66
BWC205: Subsurface Drains , ........... * ... "*****'*******""*******"****"**""'*"***.**."""**""* ... -** 4-69
BMPC206: Level Spreader ............................................. I .................................. .............. 4-71
9WC207: Check Dams .................................................................................................. 4.73
BMP C208: Triangular Silt Dike (TsD) (Geotextile-Encased Check Darn) .......... ......... 4-77
Volwne ]I- COnstruchOn StOrmwater PO11udOn Prevenfion - August 2012
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BMP C209: Outlet Protection .............................. .......................................................... - 4-78
.It ;BNO C220: Storm Drain Inlet Protection ............. -- ........................................................ 4-79
BMPC23 1: Brush Barrier ........... .................................................................................... 4-87
13MP C232: Gravel Filter Berm ...................... ................ ................................................ 4-88
i4� B C,233: Silt Fence ................ ........ ........ ............................................ ...................... 4-88
BMP C234: Vegetated Strip ..................
........................................................................... 4-94
BMPC235: Wattles ........................ ...................... .......................................................... 4-95
BMP C236 ' : Vegetative Filtration ................................ .................................................... 4-98
-A BMP C240: Sediment Trap .............. .............................................................................. 4,101
BMP C24 1: Temporary Sediment Pond ......................................................................... 4.104
BW C250: Construction Stormwater Chemical Treatment ...... . .................................. 4-110
BMP C25 1: Construction StOrmwater Filtration ............................................................ 4-118
BW C252: High pH Neutralization Using CO2 ............................................................ 4-123
BMP C253: pH Control for High pH Water ................................................ .................. 4-126
Resource Materials ........ Res-1
Appendix H-A Recommended Standard Notes for Erosion Control Plans ......... A-1
Appendix H-B Background Information on Chemical Treatment ........ ....... . . ... B-1
Volwne Ll - Constrwhon StOrmwater Pollution Prevention - A ugusl 2012
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OMP C1105.: Stabilized Construction Entrance I Exit
Pumose Stabilized Construction entrances are established to reduce the amount of
sediment U=ported onto: paved roads by vehicles ot equipment. This is
done by constructing a stabilized pad of q
exits for construction sites. . - luarry spal Is, tit entrances and
COnd1&w:Of Use Construction entrances shall be stabilized wherever nuffic will be entering
or leaving a construction site if paved roads or other paved areas are
within 1,000 feet:of the site.
For residential construction provide stabilized construction entrances for
each residence, rather than only at the main subdivision entran=
Stabilized surfaces sW] be of sufficient length/widdi to provide vehicle
access/parking, based on lot size/configuration.
On large commercial, highway, and road projects, the designer should
include enough extra materials in the conhw;to allow for additional
stabilized, entrances not shown in the initial Construction SWPPP. It is
difficult to determine exactly where access to these projects will take
place; additional materials will enable the contractor to install them where
needed.
Design and See Figure 4, 1.1 for details. Note: the I 00i minimum length, of the
Instaffolon, entrwce shall be reduced to the maximum practicable size when the size
Specftadons or configuration of the site does not allow the full length (1.00').
Construct stabilized constru ' ction entrances with a 12-inch thick pad of 4-
inch to &-inch quarry spalls, a 4-inch course of asphalt treated base
(ATB), or use existing pavement. Do not use crushed concrete, cement,
or calcium chloride for construction entnwce stabilization because these
products raise pH levels in stormwater and concrete dischaW to surface
waters of the State is prohibited.
A separation geotextile shall be placed under the spalls to prevent fine
sediment from pumping up into the rock pad. The geotextile shall meet
the following standards-
Gmb Tensile Strength (ASTM D475 1)
200 psi min,
Grab Tensile Elongation (ASTM
30% nmx.
D4632)
Mullen Burst Strength (ASTM
D3786-80a),
400 . psi min.
AOS (AS D475 1)
20-45 (U.S. standard sieve
size)
Consider early installation of the first, lift of asphalt in areas that will
paved; this can be used as astabilized entrance. Also consider the
installation of excess concrete as a stabilized entrance. During large
.concrete pours, excess concrete is often available for this purpose.
Vohm I]— Consftwhon'Stormwater Pollution Prevention - August 2012
4-7
• Fencing (see AME_C103) shall be installed as necessary to restrict
Oaffic to the construction entrance.
• Whenever possible, the entrance shall be constructed on a firm.
compacted subgrade. This can substantially increase the effectiveness
of the pad and reduce the need for maintenance.
• Construction entrances should avoid crossing existing sidewalks and
back of walk drains if at all possible. If a construction entrance must
cross a sidewalk or back of walk drain, the fWl length of the sidewalk
and back of walk drain must be covered and protected from sediment
leaving the site.
Maintenance Quarry spalls shall be added if the pad is no longer in accordance with
Standards the specifications.
• If the entrance is not preventing sediment from being tracked onto
pavement, then alternative measures to keep the streets free of
sediment shall be used. This may include replacement/c leaning of the
existing quarry spalls, street sweeping, an increase in the dimensions
of the entrance, or the installation of a wheel wash.
• Any sediment that is tracked onto pavement shall be removed by
shoveling or street sweeping. The sediment collected by sweeping
shall be removed or stabilized on site. The pavement shall not be
cleaned by washing down the street, except when high efficiency
sweeping is ineffective and there is a threat to public safety. If it is
necessary to wash the streets, the construction of a small sump to
contain the wash water shall be considered. The sediment would then
be washed into the sump where it can be controlled.
• Perform street sweeping by hand or with a high efficiency sweeper. Do
not use a non -high efficiency mechanical sweeper because this creates
dust and throws soils into storm systems or conveyance ditches.
• Any quarry spalls that are loosened from the pad, which end up on the
roadway shall be removed immediately.
• If vehicles are entering or exiting the site at points other dw the
construction enuunce(s), fencing (see BMP C 103) shal I be installed to
control traffic.
• Upon project completion and site stabilization, all construction
ac,cesses intended as permanent access for maintenance shall be
permanently stabilized.
Volwne 11 — Construction Stormwater Pollution Prevention - August 2012
4-8
Figure 4.1.1 - Stabilhted Construction, Entrance
Approved as Ecology has approved products as able to meet the requirements of BNV
Equivaknt CM. 'Me products did not pass through the Technology Assessment
Protocol —Ecology (rAPE) process. Local jurisdictions may choose not
to accept this product approved as equivalent or may require additional
testing prior to consideration for local use. The products am Available for
review on Ecology's website at
httR://Www.NX.wa.Rm�/DE2RCRM-$,/—Wqt&rmwattr
Aemjtqh/QuivalenLhtmI
OMP C106: Wheel Wash
Purpose Wheel washes reduce the amount of sediment transported onto paved
roads by motor vehicles.
Conditions of Use When a stabilized construction entrance (see BMP C I 05).is not preventing
sediment from being tracked onto pavement.
Wheel washing is generally an effective BNW when installed with
careful attention to topography. For example, a wheel wash can be,
detrimental if installed at the top of a slope abutting a right-of-way
where the water from the dripping truck can run unimpeded into the
street.
Volwne 9 - Construction Stormwater Pollution P�revvndon - August 2012
4-9
stable driving surface and to stabilize any areas that have eroded.
Following construction, these areas shall be restored to pre -construction
condition or better to prevent future erosion.
Perform. street cleaning at the end of each day or more often if necessary.
BNP C120: Temporary and Permanent Seeding
Purpose Seeding reduces erosion by stabilizing exposed soils. A well -established
vegetative cover is one of the most effective methods of reducing erosion.
Condkions of Use Use seeding throughout the pro ect on disturbed areas that have reached
final grade or that will remain unworked for more thart 30 days.
The optimum seeding windows for western Washington are April 1
through June 30 and September I through October 1.
Between July I and August 30 seeding requires irrigation until 75 percent
grass cover is established.
Between October I and March 30 seeding requires a cover of mulch with
straw or an erosion control blanket until 75 percent grass cover is
established.
Review all disturbed arm in late August to early September and complete
all seeding by the end of September. Otherwise, vegetation will not
establish itself enough to provide more than average protection.
• Mulch is required at all times for seeding because it protects seeds
from heat, moisture loss, and transport due to runoff. Mulch can be
applied on top of the seed or simultaneously by hydroseeding. See
BMPC]21: Mulching for specifications.
• Seed and mulch, all disturbed areas not otherwise vegetated at final
site stabilization. Final stabilization means the completion of all soil
disturbing -activities at the site and the establishment of a permanent
vegetative cover, or equivalent permanent stabilization measures (such
as pavement, riprap, gabions or geotextiles) which will prevent
erosion.
Design and Seed retention/detention ponds as required.
InsidUadon Install channels intended for vegetation before starting major
SperJflcadoxs earthwork and hydroseed with a Bonded Fiber Matrix. For vegetated
channels that will have high flows, install erosion control blankets
over hydroseed. Before allowing water to flow in vegetated
channels, establish 75 percent vegetation cover. If vegetated
channels cannot be established by seed before water flow-, install sod
in the channel botLom-over hydromulch and erosion control
blankets.
Volume 11 — Construction Stormwater Pollution Prevention - August 2012
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• Confirm the installation of all required, surface water control measures
toprevent seed from washing away.
• Hydroseed applications shall include a minimum of 1,500 pounds per
acre.of mulch with 3 percent tackifier. See BW Q21: Mulching for
specifications.
• Areasthat will have seeding only:and not landscaping may need
compost or meal -based mulch included in the hydroseed in order to
establish vegetation. Re -install native topsoil on the disturbed soil
surface before application.
• When installing seed via hydroseeding operations, only about 1/3 of
the seed actually ends up in contact with the soil surface. This reduces
the ability�to establish a good stand of grass quickly. To overcome this,
consider increasing seed quantities by up to 50 percent.
• Enhance vegetation establishment.by dividing the hydromulch
operation. into two phases:
1. Phase.1- install all seed and fertilizer with 25-30 percent mulch
and tackifier onto soil in the first lifL
2. Phase 2- Install
the rest of the mulch and tackifier over the first lifL
Or, enhance vegetation by:
1. Installing the mulch, seed, fertilizer, and tackifier in one lift.
2. Spread or blow straw over the top of the hydromulch at a rate of
8004000 pounds per acre.
3. Hold in.place
straw with a standard tackifier.
Both of thescapproaches, will increase cost moderately but will greatly
improve and enhance vegetative establishment. The increased cost
may be offset by the reduced need for
• Irrigation.
• Reapplication of mulch.
• Repair of failed slope surfaces.
This technique, works with standa.4 hydroroulch (1,500 pounds per
acre minimum) and BFMIMBFMs (3,000 pounds per acre minimum),
• Seed may beinstalled by hand if- '
• Temporary and covered by straw, mulch, oftopsoil.
• Permanent in snuill areas (usually jess than I acre) and covered
with mulch, topsoil, or erosion blankets.
• The seed mixes listed in the tables below include recommended mixes
for both temporary and permanent seeding.
VOlwne 1I Construction StOrmwater Pollution Prevention. - August 2012
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• Applythese mixes, with the exception of the wetland mix, at a rate
of 120 pounds per acre. This rate can be reduced if soil
amendments or slow -release fertilizers are used.
• Consult the local suppliers or the local conservation district for
their recommendations because the appropriate mix depends on a
variety of factors, including location, exposure, soil type, slope,
and expected foot traffic. Alternative seed mixes approved by the
local authority may be used.
• Other mixes may be appropriate, depending on the soil type and
hydrology of the area.
Table 4.1.2 lists the standard mix for areas requiring a temporary
vegetative cover.
Table 4.1.2
Temporary Erosion Control Seed Mix
% Weizbt
% Purity
% Gcmihatiou
Chewings or annual blue grass 40
98
90
Fesww rubra var. commutata or
Poa anna
Perennial rye - 50
98
90
Lolium perenne
Redtop or colonial bentgrass
92
85
Agrostis alba or Agrostis ternmu s
White dutch clover 5
98
Trifolium repens
0 Table 4.1.3 lists a recommended mix for landscaping seed
Table 4.1.3
Landscaping Seed Nx
%W40t %Pw* %Ge;�adpa
Perennial rye blend 70 99 90
Lolium perenne
Chewings and red fescue blend 30 98 90
Festuca rubra var. commutata
or Festuca rubra
VOlume Il— ConstrUCHOR StOrmwater Pollution Prevention - August 2012
4-15
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TAW 4.1.4 fists a turf wed mix for dry situations where them is no
need for watering. Tliis mix requires very little maifitenmice.
Table 4.1.4
Low -Growing Tud Seed Wx
% Wolft %bft
%'GambMtka
Dwarf tall tescue (several varieties) 45
98
90
Fessuca arwulinacea var.
Dwarf perennial rye (Barclay) 30
98
00
Lollumperenne va?� karcia
y
Red fescue 20
99
90
Festuca rubra
Colonial benigrass 5
99
90
Agrostis tenuls
a Table 4.1.5 lists a mix for bioswa . les and other intermittently wet anas.
TabIle.4.1.6
B10"Ole, Seed Mk*
% Wdaht
% purky
% Gereds&Wu
Tall or meadow fescue 75-80
98
90
Festuca arundinacea or Festuca
elador
Seaside/Creeping bentgrass 10-15
92
85
Agrostis palustris
Redtop, bentgrass 5-10
so
Agrostis afba or Agmsfis g&antea
* moatnea zriargreer4 Inc. Hyaroseeding (W dk Wetlands Seed Mix
V01w" H - COn$tMcdOn Stonnwatar Pollution Prevention -August 2012
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Table 4.1.6 lists a low -growing, relatively non-invasive seed mix
appropriate for very wet areas that are not regulated wetlands. Apply
this mixture at a rate of 60 pounds per acre. Consult Hydraulic Permit
Authority (14PA) for seed mixes if applicable.
Table 4.1.6
Wart Area Seed Mk*
% Wtigbt
% Purity % Qnnination
Tall or meadow fescue
60-70
98
90
Festuca arundinacea or
Festuca elatior
Seaside/Creeping bentgrass
10-15
99
85
Agrostis palustris
Meadow foxtai 1
10-15
90
80
Alepocumv pratemis
Alsike clover
1-6
99
90
T�iblium �ybridum
Redtop bentgrass
1-6
92
85
Agostis alba
*Modifed Briargreen, Inc, Hydroseeding Guide Wetlands Seed Mix
Table 4.1.7 lists a recommended meadow seed mix for infrequently
maintained areas or non -maintained areas where colonization by native
plants is desirable. Likely applications include rural road and utility
right-of-way. Seeding should take place in September or very early
October in order to obtain adequate establishment prior to the winter
months. Consider the appropriateness of clover, a fairly invasive
species, in the mix. Amending the soil can reduce the need for clover.
Table 4.1.7
Madow Seed Mix
% &tkbt
%Par*
% Germinadft
Redtop or Oregon bentgrass
20
92
85
Agrostis alba or Agrostis
q!!! �onensis
Red fescue
70
98
90
Fesluca rubra
_Wte d�t clover
10
98
0
LrtLoltum Mns
Volumeff — Consftwfion Stormwater Pollution Prevention - August 2012
4-17
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a Rovghening and Rototilfing.-
• The seedbed should be firm and rough. Roughen all soil no matter
what the slope. Track walk slopes before seeding if engineering
purposes require compaction. Backblading or smoothing of slopes
greater than 4H: IV is not allowed if they are to be seeded.
• Restomfion4mised landscape practicts require deeper incorporation
than that provided by a simple singit-passrototilling treatment.
Whereverpracticak. initially rip the s,ubgrade to improve long-term,
permeability; infiltration, and water inflow qualities. At a
minimum, permanent areas shall'u.se soil amendments to achieve
organic matter and permeabili I ty peribmance defined. in
engineered soil/landscape systems. For systems that are deeper
Ow 8 inches complete thexototilling process in multiple lifLs, or
prepare the engineered soil system Per specifications and place to
achieve theSpecified depth.
0 Fertilizers:
Conducting soil tests to determine the exact type and quantity of
fertilizer is recommended. T'his will prevent the over -application
of fertflizer�
• Organic matter is the most appropriate form of fertilizer becauseit
provides nutrients (including nitrogM phosphoriLs. and potassium),
in the least water-soluble form.
• In general, use 104-6 N-P-K (nitragen-phosphorus-potmium)
f
ertilizer at a rate of 90 pounds per acre, Always Use slow -release
fertilizers because they are more efficient and have fewer
environmental impacts. Do not add fertilizer to the hydromulch
machine, or agitate, more than 20 minutes before use. Too mu 4 1 h
agitation destroys the,slow-release coating.
• There are: numerous products avaj labi.e.that take the place of
chemical,fertilizers. These include sevejal with seaweed extracts
that aye beneficial to soil microbes and organisms.'If' 100 percent
cottonseed meal is used as the mulch in. bydroseed, chemical
fertilizer may not 6 necessary. Cottonseed meal provides a good
source of long -tam, slow -release, available nitrogen.
Bonded Fiber Matrix and Mechanically Bonded Fiber Matrix:
On steep slopes use Bonded Fiber Matrix (BFM) or Mechanically
Bonded Fiber Matrix (MBFm) PrOductS. Apply BFM/MBFM
products at a minimum. rate of 3,000 pounds per acre of mulch
with approximately 10 percent tackifier.. Achieve a,minimum of 95
percent soil coverage during application. Numerous products are
available commercially. Installed products per manufacturer's
instructions. Most products require.24-36 hours, to cure, before
rainfall and cannotbe installed on wet or saturated soils.
V01wne ff — COnstruct!On StOrmwater P0460n ftwndon - Augwt 2012
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Generally, products come in 40-50 pound bags and include all
necessary ingredients except for seed and fertilizer.
0 BFMs and MBFMs provide good alternatives to blankets in most
areas requiring vegetation establishment. Advantages over
blankets include:
• BFM and MBFMs do not require surface preparation.
• Helicopters can assist in installing BFM and M`BFMs in remote
areas.
• On slopes steeper than 2.5H: IV, blanket installers may require
ropes and harnesses for safety.
• Installing BFM and MBFMs can save at least $ 1,000 per acre
compared to blankets.
Malwenaiwx Reseed any seeded areas that fail to establish at least 80 percent cover
Mandards (100 percent cover for areas that receive sheet or concentrated flows). if
reseeding is ineffective, use an alternate method such as sodding,
mulching, or nets/blankets. If v nter weather prevents ad uate grass
A eq
growth, this time limit may be relaxed at the discretion of the local
authority whep sensitive areas would otherwise be protected,
• Reseed and protect by mulch any areas that experience erosion after
achieving adequate cover. Rese�d and protect by mulch any eroded
area.
• Supply seeded areas with adequate moisture, but do not water to the
extent that it causes runoff.
AAprowd as Ecology has approved products as able to meet the requirements of BMP
Eqidpalent C120. The products did not pass through the Technology Assessment
Protocol — Ecology (TAPE) process. Local jurisdictions may choose not to
accept this product approved as equivalent, or may require additional testing
prior to consideration for local use. The products are available for review on
Ecology's website at
ft:L/www.ecy w gov/pro r s/w stnrmvvat,-r/n.-x%
SUP C121: Nulchinig
PWNSC Mulching soils provides immediate temporary protection from erosion.
Mulch also enhances plant establishment by conserving moisture, holding
fertilizer, seed, and topsoil in place', and moderating soil temperatures.
There is an enormous variety of mulches that can be used. This section
discusses only the most common types of mulch.
Condwom of Use As a temporary cover measure, mulch should be used:
0 For less than 30 days on disturbed areas that require cover.
a At all times for seeded areas, especially during the wet season and
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BMP C123:
Plastic
Covering
punme
Plastic covering provides immediate, short-term erosion protection to
slopes and disturbed areas.
CMAlons of Plastic covering may be used on disturbed areas that require covet
use
measures for less than 30 days, except as, stated below.
• Plastic is particularly useful for protecting cut and fill slopes and
stockpiles. Note- The relatively rapid breakdown of most polyethylene
sheeting makes it unsuitable for long-term (greater than six months)
applications.
• Due to rapid runoffcaused by plastic covering, do not use this method
upslope of areas that might be adversely impacted by concentrated
runoff. Such areas include steep and/or unstable slopes.
• Plastic sheeting may result in increased Mnoff volumes and velocities,
requiring additional on -site measures to counteract the increases
Creating a trough with wattles or other material can convey clean
water away from these areas.
• To prevent undercutting, trench and backfill roiled plastic covering
products-
• While plasticis inexpensive to purchase, the added cost of
,installation, maintenance, removal, and disposal make this an
"pensive material, up to $1.50-2.00 per square yard.
• Whenever -plastic, is used to protect slopes install water -collection
measures at the base ofthe slope. Thesc.measures, include plastic -
covered berms, channeN and pipes used to covey clean rainwater
away from bare soil and disturbed areas. Do not mix clean runo# from
a plastic covered slope with dirty runoff from a project.
Other uses forplastic include:
I . Temporary ditch liner.
2. Pond liner in temporary sediment pond.
K Liner fbt bermed temporary fuel storage Am if plastic is not,
reactive to the type of fuel being stored.
4. Emergency slope protection during,heavy rains.
5. Temporary drainpipe ("elephant trunk-) used to direct water.
Design an4
Plastic slope cover must be installed as follows:
IMIAUaden
speeffleadons
I. Run. plastic up and.down slope, not across slope.
2. Plastic may be installed perpendicular to a slope if the slope length
is less than 10 feet.
3. Minimum of 8-inch overlap at seams.
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4. On long or wide slopes, or slopes subject to wind, tape all scams.
5. Place plastic into a small (12-inch wide by 6-inch deep) slot trench
at the top of the slope and backfill with soil to keep water from
flowing underneath.
6. Place sand filled burlap or geotextile bags every 3 to 6 feet along
seams and tie them together with twine to hold them in place.
7. Inspect plastic for rips, tears, and open seams regularly and repair
immediately. This prevents high velocity runoff from contacting
bare soil which causes extreme erosion.
8. Sandbags may be lowered into place tied to ropes, However, all
sandbags must be staked in place.
• Plastic sheeting shall have a minimum thickness of 0,06 millimeters.
• If erosion at the toe of a slope is likely, a gravel berm, riprap, or other
suitable protection shall be installed at the toe of the slope in order to
reduce the velocity of runoff.
Maintenance
0 Tom sheets must be replaced and open scams repaired.
Standards
0 Completely remove and replace the plastic if it begins to deteriorate
due to ultraviolet radiation.
0 Completely remove plastic when no longer needed.
6 Dispose of old tires used to weight down plastic sheeting
appropriately.
Approved as
Ecology has approved products as able to meet the requirements of BMP
EqwValent
C123. The products did not pass through the Technology Assessment
Protocol — Ecology (TAPE) process. Local jurisdictions may choose not
to accept this product approved as equivalent, or may require additional
testing prior to consideration for local use. The products are available for
review on Ecology's website at
hay:/Iwww.ecy Nva.aov�Rrograms/wq/stormwatc-r/-newt ch/eguivalent.htmi
BNP C124: Sodding
pumose
The purpose of sodding is to establish permanent turf for immediate
erosion protection and to stabilize drainage ways where concentrated
overland flow will occur.
Conditions of Use
Sodding may be used in the following areas:
Disturbed areas that require short-term or long-term cover.
Disturbed areas that require immediate vegetative cover.
All waterways that require vegetative lining. Waterways may also be
seeded rather than sodded, and protected with a net or blanket.
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De*n and Depending on project type, size, complexity, and length, materials and
Installation quantities will vary. A good minimum list of Items that will cover
4ec#kadons numerous situations includes:
Material
R:im 6 or 8, inch dia—meter
Sandbags, filled
Straw Bales for m Ichin%.
Y SmIls;
Washed Gravel
Geotextile Fabric
Catch Basin Inserts
IS stmi IT, posts
t
fence material
traw Wattles
li eltiewfeEnWEIC taftpmio!
Maintenance 0 All materials with. the exception ofthe quarry spalls, steel IT, posts,
SAwdards and gravel should be kept covered and out of both sun and rain.
* Re -stock materials used as needed.
OMP tl51: Concreft Handling
-purpose Concrete work can gencMte process water and slurry that contain fine
particles and high pK both of which can violate water quality standards in
the receiving water. Concrete spillage or concrete -discharge to surface
waters.of the State is prohibited. Use this BNV to minimize and eliminate
concrete, concrete process water, and concrete slurry from entering waters
of the state.
Cb4AiOW of Use Any time concrete is used, utilize these management practices. Concrete
construction projects include, but are not limited to, the . following:
• Curbs
• Sidewatks�
I, Roads
• Bridges
• Foundations
• Floors
• Runways
Design and 0 Wash out concrete truck chutes, pumps, and internals Into formed
in"Aff4don areas only. As sure that washout of concrete trucks is performed off -
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Specykadons site or in d esignated concrete washout areas. Do not wash out concrete
trucks onto the ground, or into storm drains, open ditches, streets, or
Refer
streams. to BMP C 154 for information on concrete washout
areas.
Return unused concrete, remaining in the truck and pump to the
originating batch plant for recycling. Do not dump excess concrete on
site, except in designated concrete washout areas.
• Wash off hand tools including, but not limited to, screeds, shovels,
rakes, floats, and trowels into formed areas only.
• Wash equipment difficult to move, such as concrete pavers in areas
that do not directly drain to natural or constructed stormwater
conveyances.
• Do not allow washdown from areas, such as concrete aggregate
driveways, to drain directly to natural or constructed stormwater
conveyances.
• Contain washwater and leftover product in a lined container when no
formed areas are available.. Dispose of contained concrete in a manner
that does not violate ground water or surface water quality standards.
• Always use forms or solid barriers for concrete pours, such as pilings,
within 15-feet of surface waters,
• Refer to DMOTA—QU and CM for pH adjustment requirements.
• Refer to the Construction Stormwater General Permit for pH
monitoring requirements if the project involves one of the following
activities:
• Sip ificant concrete work (greater than 1,000 cubic yards poured
concrete or recycled concrete used over the life of a project).
• The use of engineered soils amended with (but not limited to)
Portland cement -treated base, cement kiln dust or fly ash.
• Discharging stormwater to segments of water bodies on the 303(d)
list (Category 5) for high pH.
Malatenance Check containers for holes in the liner daily during concrete pours and
Standards repair the same day.
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SMP C1 52: Sawcutting and Surfacing Pollution Prevention I
PMMM Sawcutting and surfacing operations generate slurry and proom water
*0 contains fine particles and high pH (concrete cutting), both of which
can violate the water quality standards in the- receiving water. Concrete
spillage or concrete discharge to,surface waters of the State is prohibited.
Use this BW to minimize and eliminate process'water and slurry created
through sawcutting or swfacing from entering waters of the State.
Conditions o Use Utilize these management practices anytime sawcutting or surfacing
operations take place. Sawcutting and surfacing operations include, but
am not limited -to, the following:
• Sawing
• Coring
• Grinding
• Roughening
• Hydro -demolition
• Bridge and road surfacing
Des4M and * Vacuum slurry and cuttings during cutting.and surfacing overations.
.Insft Uadon
spec#kations * , Sluny and cutd,ngs'shall not. retnain on permanent concrete or asphalt
pavement overnight.
* Slurry and cuttings shall not drain to any natural or constructed
drainage conveyance including stormwater systems. "is may require
temporarily blocking catch basins.
* -Dispose of collected slurry and cuttings in a manner that does not
violate groundwater, or surface water quality standards.
0 Do not allow process water generated during hydro -demolition,
surface roughening or similar operations to drain to any natural or
constructed drainage conveyance including stormwater systems.
Dispose, process water, in a manner that does: not violate ground water
or surfacc'�mterquality standards,
0 Handle and dispose cleanin g waste material and demolition debris in a
manner that does not cause containination of water. Dispose of
sweeping material from a pick-up sweeper at an appropriate diVoW
sitet
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Mahwenance Continually monitor operations to determine -whether sl 11 urry, cuttings, or
Standards process water could enter waters of the state. If inspections show that a
violation of water quality standards could occur, stop operations and,
immediately implement preventive measures such as berms, barriers,
secondary containment, and vacuum trucks.
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BMP C153: Material Delivery, Storage and Containment
Purpose Prevent, reduce, or eliminate the discharge of pollutants to the
stormwater system or watercourses from material delivery and storage,
Minimize the storage of hazardous materials on -site, store materials in a
designated area, and install secondary containment.
CandWons of Use These procedures are suitable for use at all construction sites with
defivery and Storage of the following materials:
• Petroleum products such as fuel, oil and grease
• Soil stabilizers and binders (e.g. Polyacrylamide)
• Fertilizers, pesticides and herbicides
• Detergents
• Asphalt and concrete compounds
• Hazardous chemicals such as acids, lime, adhesives, paints, solvents
and curing compounds
• Any other material that may be detrimental if released to the
environment
Design and The following steps should be taken to minimize risk:
insftuadon 0 Temporary storage area should be located away from vehicular traffic,
spee4k,adons near the construction entrance(s), and away from waterways or storm
drains.
• Material Safety Data Sheets (MSDS) should be supplied for all
materials stored. Chemicals should be kept in their original labeled
containers,
• Hazardous material storage on -site should be minimized.
* Hazardous materials should be handled as infi-equently as possible.
* During the wet weather season (oct I — April 30), consider storing
materials in a covered art&
* Materials should be stored in secondary containments, such as earthen
dike, horse trough, or even a children's wading pool for non -reactive
materials such as detergents, oil, grease, and paints. Small amounts of
material may be secondarily contained in "bus boy" trays or concrete
mixing trays.
* Do not store chemicals, drums, or bagged materials directly on the
ground. Place these items on a pallet and, when possible, and within
secondary containment.
* If drums must be kept uncovered, store them at a slight angle to reduce
ponding of rainwater on the lids to reduce corrosion. Domed plastic
covers are inexpensive and snap to the top of drums, preventing water
from collecting.
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BMP C200: Intemeptor Dike and Swale
pwpose Provide a ridge of compacted soil, or a ridge with an upslope Swale, at the
top or base of a disturbed slope or along the perimeter of a disturbed
construction area to convey stormwater.. Use tjle dike and/,or Swale to
intercept the runoff from unprotected areas and direct it to areas where
erosion can be controlled. This can Prevent storm runoff from entering the
work area or -sediment -laden. runoff frornz leaving the construction site. '
CondAtions of Use Where the runoff from an exposed site or disturbed slope must be conveyed
to an erosion control facility which can safely convey the stormwater.
• Locate upslope of a construction site to prevent runoff from entering
disturbed area.
• 'When horizontally
placed across a disturbed slope, it reduces the
amount and velocity of runoff flowing down the slope.
• Locate downslope to collect runoff from a disturbed area and direct
water to a sedinent basin.
Daign and - Dike an&or swale and channel must be stabilized with temporary or
1h#a9o*n Permanent vegetation or other channel protection during construction.
SPe4*a6OM * Channel requires a positive grade for drainage; steeper grades require
channel protection and check darris.
a Review construction for areas where overtopping may occur.
0 Can be used at top of new fill before vegetation is established.
May be used, as a permanent diversion channel to carry the runoff.
Sub-basintributary area should be one acre or less.
Design capacity for the Peak flow from a I 0-year, 24-hour storm,
assuming a Type I A rainfall distribution, for temporary facilities.
Alternatively, use 1.6 times the I 0-year,..l -hour flow, indicated by an
approved continuous runoff model. For facilities that will also serve on
a permanent -basis, consult the local government,s drainage
requirements.
IntereeptorAikies shall,meet the following criteria:
Top Width
2 feet minimum.
Height
1.5 feet minimum on berm.
Side Slope
2H: IV or flatter.
Grade
Depends on topography, however, dike system minimum is
0.5%, and maximum is 1%.
Compaction
Minimum of 90 percent ASTM D698 standard proctor.
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Horizontal Spacing of Interceptor Dikes:
Average Slope Slope Percent Flowpath Length
20H: IV or less 3-5% 300 feet
(10 to 20)H: I V 5 -10% 200 feet
(4 to I O)H: IV 10-25% 100 feet
(2 to 4,)H: IV 25-50% 50 feet
Stabilization depends on velocity and reach
Slopes <5% Seed and mulch applied within 5 days of dike
construction (see BMPCI21.,Mulchi .
Slopes 5 - 40% Dependent on runoff velocities and dike materials.
Stabilization should be done immediately using either sod
or riprap or other measures to avoid erosion,
• The upslope side of the dike shall provide positive drainage to the dike
outlet. No erosion shall occur at the outlet. Provide energy dissipation
measures as necessary. Sediment -laden runoff must be released
through a sediment trapping facility.
• Minimize construction traffic over temporary dikes. Use temporary
cross culverts ror channel crossing.
Interceptor swalles shall meet the following criteria:
Bottom Width 2 feet minimum; the cross-section bottom shall be
level.
Depth I -foot minimum.
Side Slope 2H. I V or flatter.
Grade Maximum 5 perccnt� with positive drainage to a
suitable outlet (such as a sediment pond).
Stabilization Seed as per BIMiLL20, Temporwy and
Pemuinent Seeding, of BM_L�_02, Channel
Lining, 12 inches thick riprap pressed into the bank
and extending at least 8 inches vertical from the
bottom.
• Inspect diversion dikes and interceptor swales once a week and after
every rainfall. Immediately remove sediment from the flow area.
• Damage caused by construction traffic or other activity must be
repaired before the end of each working day.
Check outlets and make timely repairs as needed to avoid gully formation.
When the area below the temporary diversion dike is permanently
stabilized, remove the dike and fill and
stabilize the channel to blend with
the natural surface.
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New
* Pipe outfalls�can provide an opportunity for lowmt r1sh habitat
improvements. For example, An Alcove Of IOW -Velocity water'can be
created by constructing the Pipe outM and associatedenergy
dissipater back from the stream edge and digging a channel, over -
widened to the upstream sidt, from the Outfia. Overwinteri , ngjuvenile
and migrating adult salmonids may use the alcove as shelter during
high flows. Bank stabilization, bioengineerin& and habitat features
may be required for disturbed areas, This work may require a HPA.
SAM Volume V for more information on outfull system design.
Mahwxw" * Inspect and repair as needed,
ShWAV* # Add rock as needed to maintain the intended function.
e Clean energy dissipater if sediment builds,up.
BMP C220: Storm Drain Inlet Protection
Pwpose Storm drain inlet protection prevents coarn sediment from entering
drainage systems prior to permanent stabilization of the disturbed area.
CO"WOM Of Use Use storm drain inlet protection at inlets that:are operational before
permanent stabilization of the disturbed drainap area. Provide proWdion
for all storm drain inlets downslope and within 500 feet of a disturbed or
construction area, unless conveying Mnoff entering catch basins to a
sediment pond or trap.
Also consider inlet protection for lawn and yard drains on new home
construction. These small and numerous drains coupled with,lack of
gutters in new home construction can add significant amounts of sediment.
into the roof drain system. If possible delay installing lawn.andyard drains
until just before: landscaping or cap these drains to prevent sediment,from
entering the system until completion of landscaping. Provide I 8-inches of
sod around each finished lawn and yard drain.
DW—AA12 lists several options for inlet protection. All of the methods for
storm drain inlet protection tend to plug and requite a high frequency of
maintenance. Limit drainage areas toone acre or less. Possibly provide
emergency overflows with additional end -of -pipe treatment where
stormwatetponding would cause a hazard.
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Type of Inlet
Emergency
Applicable for
PaveW Eartben
Protection
Overflow
Surfaces
Conditions of Uota
Dr" fulat ft �ctjen
Excavated dmp inlet
protection
yes,
Earthen
App to for heavy
temporary,
flowing will
to maintain, Large area
Requirement: 3W X 3W/acre
Block a;;n7d jWv_ej drop
Yes
Paved or Earthen
Applicable for heavy concentrated
I potaction
Gravel and Wu'v drop
No
flo". Will not
inlet protection
Applicable for heavy concentrated
flowa. Will pond. Can withst"d
Design and Excavated Droj,) Inlet Projection - An excavated impoundment around the
Installation storm drain. Sediment settles outof the stormwater prior to entering the
Specifleadons storm drain,
• Provide a depth of 1-2 ft as measured from the crest of the inlet
structure,
• Slope sides ot'excavation no steeper than 2H- I V�
• Minimum volume of excavation 3i cubic yards.
• Shape basin to I it site with longest dimension oriented toward the
longest inflow area.
• Install provisions for draining to prevent standing Nvater problems.
• Clear the area ofall debris.
• Grade the approach to the inlet uniformly.
• Drill weep holes into the side of the inlet.
• Protect weep holes with screen wire and washed aggregate.
• Seal weep holes when removing structure and stabilizing area.
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Build it temporary d ike, if necessary, to the down slope side of the
structure to prevent bypass,flow.
Block and Gravel Filter - A barrier formed aroundthe storm drain inlet
with standartconcreteblocks and gravel, See Figure, 4. 2.8.
• 'Provide a height of I to 2 feet above inlet.
• Recess the fir st row 2-inches into theground for stability.
• Support subsequent courses by placing a 2A through the block
opening.
• Do not use mortar.
• Lay some blocks in the bottom row on theirside for dewatering the
pool.
• Place hardware cloth or comparable wire: mesh with Y2-inch openings
over al I block openings.
• Place gravel just below the top of blocks on,slopes of 2H.IV or flanu.
• An alternative design is a gravel donut,
• Provide an inlet slope of 314: IV.
• Provide an outlet slope of M IV.
• Provide al -foot wide level. stone area between the structure and the
inIeL
• Use inlet slope stones 3 inches in diameter or larger.
Use gravel Yz- to '/4-inch at a minimum thickness of 1 -foot for the
outlet slope.
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Not":
1. Drop Wel sedirnard barriers we to be used for small, neadY level drainage are". (less ftn 6%)
2. Excevaft a basin Of StAderd size ad*erd to the drop Irdet
3. The top of the =mum (ponding hci&) must be well below the ground elevation downsiolpe to prevent
nmW hum b)� the MWL A Mmorary dike MY be necessary on the downsloW side of the mucture,
Figure 4.2.8 — Block and Gravel Filter
Grawl and Wire Mesh Fifter - A gravel barrier placed over the top of the
inlet. This structure does not provide an overflow.
• Use a hardware cloth or comparable wire mesh with V2-inch openings.
• Use coarse aggregate.
• Provide a height ]-foot or more, 18-inches wider than inlet on all
sides.
• Place wire mesh over the drop inlet so that the wire extends a
minimum of I -foot beyond each side of the inlet structure.
• Overlap the strips if more than one strip of mesh is necessary.
Volme 11 — ConstrucHon Storinwater Pollution Nevenlion - August 2012
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• Place coarse aggregate over the wire mesh.
• Provide at least a 12-inch depth of gravel. over the entire inlet opening
and extend at least 18-inches on all sides.
Catchbasin Filters — Use inserts designedby, manufActurers for
construction sites. no 16ited sediment storage capacity increases the
amount of inspection and maintenance required, which may be daily for
heavy:sediment loads. TO reduce mai . ritenance,requitements combine a
catchbasin filter with another type of inlet protection. This type of inlet
Protection provides -flow bypass without overflow and therefore may be a
better method for inlets located along activcrights--of-way.
• Provides 5 cubic feet of storage.
• Requires dewatering provisions.
Provides a high-iflow bypass that will not clog under normal use at a
construction site.
Insert the catchbasin filter in the catchbasin just, below the grating.
Curb Inlet Protection with Wooden Weir — Barrier formed. around a curb
inlet with a wooden frame And gravel.
• Use wire mesh with Vz-inch openings.
• Use extra, strength filter cloth.
• Constrtict a frame.
• Attach the wire and fter fabric to the frame.
• Pile coarsez washed aggregate against wire/fabric.
• Place weight on frame anchors,
Block and Gravel Curb Inlet Protection — Barrier formed around a curb
inlet with concrete blocks and gravel. See EigMM_4
• Use wire mesh with V2-inch openings.
• Place two concrete blocks on their sides abutting the curb at either side
of the 'inlet opening. These,are spacer blocks.
• Place a 2x4 stud through the outer holes of each spacer block to align
the fiont blocks.
• Place blocks on their sides across the front of the inlet and abutting the
.spacer, blocks.
• Place wire mesh over the outside vertical face.
• Pile coarse aggregate against the wire to the top of the barrier.
Curb ad Gutter Sediment Barrier — Sandbag or rock berm (riprap and
aggregate) 3 feet high and 3 feet wide In a horseshoe shape. Seefiam
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• Construct a horseshoe shaped berm, &ced with coarse aggregate if
using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet.
• Construct a horseshoe shaped sedimentation trap on the outside of the
berm sized to sediment trap standards for protecting a culvert inlet.
Maintenance a Inspect catch basin filters frequently, especially after storm events.
Standards Clean said replace clogged inserts. For systems with clogged stone
filters: pull away the stones from the inlet and clean or replace. An
alternative approach would be to use the clogged stone as fill and put
firesh stone around the inlet.
• Do not wash sediment into storm drains while cleaning. Spread all
excavated material evenly over the surrounding land area or stockpile
and stabilize as appropriate.
Approved as Ecology has approved products as able to meet the requirements of BMP
Equivalent C220. The products did not pass through the Technology Assessment
Protocol — Ecology (TAPE) process. Local jurisdictions may choose not
to accept this product approved as equivalent, or may require additional
testing prior to consideration for local use. The products are available for
review on Ecology's website at
hgg://www.-ci�y.wa,gov/Ruograms/wg/Stormwatcr/�--�ewtecb,/
mg-givalent.htmi
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Plan View
Back or Sidewalk
Wke screen
Filter Fabric
Section A - A
%"Oraln Gravel
/0� (20mm)
Catch Basin
—1 - -1 - -
Wre Screen or
Filter Fabyic
� I
�XAIWwd Stud catch Basin
00OX50 Timber Stud) I
NOTES:
1'. Use block and,grave I I Mx secOment barrier when qA inlet Is located In gently slopkV street 999meM,
where water elm pond and allow sedhwt to selmmte ftm mwwff.
2. Birrier OWI allow for ovedlow *om 9"em at= event.
lospedbarriers and 160010" event. Sedimient and grevell mutt be remokW
trom the traveled way hrnedW*.
Floure 4.0 — and Gravel Curb Inlet ProtwWn
V01w"e R —!C0MMxt10n Stormwater Pollution Prevention -Augot 2012
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Figure 4.2.10 - Curb and Gutter Barrier
Volwne 11 - Construction Slormwater Pollution Prevention - August 2012
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BMP C240: Sediment Trap
Asedimenttrapisasmalltem rary ponding am with: a gravel outlet
I PO
used to col lect and store sediment from sites cleared and/or graded during
construction. Sediment'UuM along with other perimeter controls,: shall be
installed before any land, disturbance takes place in the drainage area.
Condidpns of Vse Prior to leavinga construction site, stormwater runoff must pass,through a
sediment pond or trap or other appropriate sediment removal beg
management practice. Non -engineered sediment traps may be used on -site
priorto an engineered sediment trap or sediment pond to provide
additional sediment removal capacity.
It is intended for use onsites, where the tributary drainage area is less than
3 acres, with no unusual drainage &atures, and a projected build -out time
of six months or less. The sediment trap is a temporary measure (with a
design life of approximately: 6 months) and shall be maintained until the
site ar� is permanently protected against erosion by vegetation and/or
structures.
Sediment traps.and ponds arconly effective in removing sediment down
to about the medium silt size fildion..Runoff with.sedimftt of finer
grades (fine gilt and clay) will pass through untmated, emphasizing the
need to control erosion to the maximum extent first.
Whenever possible, sWuinent4aden water shall be discharged into on -site,
relatively level, vegetated area (see B�V_ C234 — Y-eketate Strip). This
is the only way to effectively remove fine particles from runoff unless
chemical treatment or filtration is used. This canbe particularly useful
after initial treatment in a sediment trap or pond. "Me areas of release must,
be evaluated on a site -by -site basis in order to determine appropriate
locations for and methods of releasing runoff. Vegetated wetlands shall
not, be used for this purpose. Frequently, it may be possible to pump. water
from the collection point at the downhill end of the site to an upslope
vegetated arm Pumping shall only augment the treatment system, not
replace it because of the possibility of pump faaWv or runoff volume in
excess of pump capacity,
All jects that are constructing permanent fimiliti s for runoff quantity
prol e
control shoWd use the rough -graded or,final-graded permanent facilities
for hips and ponds. This includes combined facilities and infiltration
facilities. When permanent facilities are used as temporary se I dimentation
facilities,. the surfitce area reqwireme'nt of a sediment trap or pond must be
met If the. surface area requirements are WW than the surfitce area of the
permanent fk6ility, then. the. trap or pond shall be enlarged to comply with
the surface am requirement. The permanent pond shall also be;divided
into, two cells as required fbr sed iment ponds.
Volwne'U - ConstrwtiO" StOrMwater Pollution Prevention - Augwr 2012
4-101
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Either a permanent control structure or the temporary control structure
(described in B-ME C
;4 L Temporary Sediment Pond) can be used, If a
permanent control structure is used, it may be advisable to partially restrict
the lower orifice with gravel to increase residence time while still allowing
dewatering of the pond. A shut-off valve may be added to the control
structure to allow complete retention of stormwater in emergency
situations. In this case, an emergency overflow weir must be added.
A skimmer may be used for the sediment trap outlet if approved by the
Local Permitting Authority.
DWgn and o See Eig�� and 1111 for detai Is.
InstaUation
Specfflcadons o If permanent runoff control facilities are part of the project, they
should be used for sediment retention.
o To determine the sediment trap geometry, first calculate the design
surface area (SA) of the trap, measured at the invert of the weir. Use
the following equation:
S4 = FS(Q21VS)
where
Q2 Design inflow based on the peak discharge from the
developed 2-year runoff event from the contributing
drainage area as computed in the hydrologic analysis. The
I O-year peak flow shall be used if the project size, expected
timing and duration of construction, or downstream
conditions warrant a higher level of protection. If no
hydrologic analysis is required, the Rational Method may
be used.
Vs = The settling velocity of the soil particle of interest. The
0.02 min (medium silt) Particle with an assumed density of
2.65 g/cm,3 has been selected as the particle of interest and
has a settling velocity (vs) of 0.00096 ft/sec.
FS = A safety factor of 2 to account for non -ideal settling.
Therefore, the equation for computing surface area becomes:
SA = 2 x 0/0-00096 or
2080 square feet per cfs of inflow
Note: Even if permanent facilities are used, they must still have a
surface area that is at least as large as that derived from the above
formula. If they do not, the pond must be enlarged.
0 To aid in determining sediment depth, all sediment traps shall have a
staff gauge with a prominent mark 1 -foot above the bottom of the trap.
Volume 11 — Construction Stormwater Pollution Prevention -August 2012
4-102
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0 Sediment traps may not be feasible on. utility projects due to the
limited work space or the short-term of e wo . poftble
nature th rk tanks
may be used in place of sediment traps for utility Projects.
Makden4ftle a Sediment shall be removed from the trap when it reaches
1 -foot in*
Sfand4rds depth.
* Any damage to the Pond embankments or slopes shall be repaired.
Surface area determined
a! top of weir
wn. OVGAOW
19
T 2i
,K>,& A R.A' 2��"�' I'Min.
N�k_A Flat Bcftm . 11.&MIn. / T
_L��'W' - I.W ZW R**
Note:. Trap may be.foffned by berm or by ftshad gmel
partial or cornplete excavation GeetwAh
Dischaqia to stawfized
:�nv=, ouge, or
Figure 4.2.16 - Cron SeWon of Sgdkmg Trap
- V Wn.
11' Min. depth overftw spaway
M -7
i 1 0 Dr,
Figure 4L2.17 - Sediriont Trap Outlet
VO'WnO H - COnstmcfi0n. StOrmwater POIludon Pmvendon� - August 2012
4-103
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ISlorn Waler Site Plan Repoft - Edmonds Way Development, Edmonds, WA Rev 3: May 27, 2014
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IM" Engirmeting Ud Pfoject. 091"
m
No. 3 — Closed Detention Systems (TAnksNAults)
C*ndwo" Nair"' "A Mood"
n
pa
Storage Area
Plugged Air Vents
One-half of.the cross section of a vent Is
blocked at any point or the vent is damaged.
Vents open and
functioning,
Debris and Sediment
Accumulated sediment depth exceeds 10%
of the diameter of the storage area for 112
length of storage vault or any point depth
exceeds 15% of diameter.
All sediment and
debris removed from
storage area.
(Example: 72-Inch storage tank would
require cleaning when sediment reaches
depth of 7 inches for more than 1/2 length of
tank.)
Joints Between
Tank/Pipe Section
'Any openings or voids allowing material to
be,transported into facility.
All looint between
tan. pipe sections
(Will require engineering analysis to
determine structural stability).
are seated.
Tank Pipe Sent Out
of Shape
Any part of tank/pipe is bent out of shape
more than 10% of its design shape. (Review
required by engineer to determine structural
stability).
Tankipipe repaired or
replaced to design.
Vault'Structure
Includes Cracks in
Wall, Bottom,
Damage to Frame
and/or Top Slab
Cred(s wider then 112-inch and, any
evidence of soil particles entering the
structure through the cracks, or
maintenancelinspection personnel
determines that the vault is not structurally
sound.
Vault replaced or
repaired to design
specifications and is
structurally sound.
Cracks wider than 1/2-Inch at the joint of any
inlettoutlet pipe or any evidence of soil
particles entering the vault through the. walls..
No cracks more than
1144nch wide at the
joint of the inlettoutlet
pipe.
.Manhole
Cover Not in Place
Cover is missing or only partially in place.
Any open manhole requires maintenance.
Manhole is dosed.
Locking Mechanism
Not Working
Mechanism cannot be opened by one
maintenance person with proper tools. Botts
into frame have less then 1/2 inch of thread
Mechanism opens
with proper tools.
(may not apply to self4oddng lids).
Cover Difficult to
Remove
One maintenance person cannot remove lid
after,applying normalliffing pressure. Intent
is to keep cover from.sealing off access to
maintenance.
Cover can be
removed and
reinstalled by one
maintenance person.
Ladder Rungs Unsafe
Ladder is unsafe due to missing rungs,
misalignment, not securely attached to
stricture wall, rust, or cracks.
Ladder meets design
standards. Allows
maintenance person
safe access.
Catch Basins
See "Catch Basine
(No. 5)
See "Catch Basins* (No. 5).
See'Catch Basins'
(No. 5).
Volume V — Runoff Treatment BMPs —August 2012
4-35
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0 No. 4 - Control Structureffilow Restrictor
-Maintenance
domponeint
oefect-��"
Condidoit When Maintanande is Niiedled
A�-
Resutts-Ex -d' -
pcte
When Wntenan&
Pe nrried,, -
W fqo
:� � ; .. � ,:,,
General
Trash and Debris
(Includes Sediment)
Material exceeds 25% of sump depth or I
foot below orifice plate.
Control structure
orifice is not blocked.
All trash and debris
removed.
Structural Damage
Structure is not securely attached to
manhole wall.
Structure securely
attached to wall and
outlet pipe.
Structure is not in upright position (allow up
to 10% from plumb).
Structure in correct
position.
Connections to outlet pipe are not watertight
and show signs of rust,
Connections to outlet
pipe are water fight;
structure repaired or
replaced and works
as designed.
Any holes -other than designed holes--4n the
structure.
Structure has no
holes other than
designed holes.
Cleanout Gate
Damaged or Missing
Cleanout gate is not watertight or is missing.
Gate is watertight
and works as
designed.
Gate cannot be moved up and down by one
maintenance person,
Gate moves up and
down easily and is
watertight.
Chain/rod leading to gate is missing or
damaged.
Chain is in place and
works as designed.
Gate is rusted over 50% of its surface area.
Gate is repaired or
replaced to meet
design standards.
Orifice Plate
Damaged or Missing
Control device is not working property due to
missing, out of place, or bent orifice plate.
Plate is in place and
works as designed.
Obstructions
Any trash, debris, sediment, or vegetation
blocking the plate.
Plate is free of all
obstructions and
works as designed.
Overflow Pipe
Obstructions
Any trash or debris blocking (or having the
potential of blocking) the overflow pipe.
Pipe is free of all
obstructions and
works as designed.
Manhole
See 'Closed
Detention Systems'
(No. 3).
See "Closed Detention Systems" (No, 3).
See "Closed
Detention Systems'
(No. 3).
Catch Basin
I
See 'Catch Basins"
(No. 5). 1
See "Catch Basins* (No. 5).
See "Catch Basins'
(No. 5).
Volume V - Runoff Treatment BUPs - August 2012
4-36
No. 6 — Catch Basins
7777
Generai
Trash
Debris
No Trash or debris located
Trash or debris which is located immediately
in front of the catch basin opening is
or
blocking inletting capacity of the basin by
immediately in front of
catch basin or on grate
more than 1M
opening.
Trash or debris (in the basin) that exceeds W
No trash or debris in the
percent of the sump depth as measured from
the bottom of basin to invert of the lowest
catch basin.
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 at outlet pipe
blocking more than 113 of its height,
Inlet and outlet p ipes free
of trash or debris,
Dead animals or vegetation that could
No dead animals or
generate odors that could cause complaints
or dangerous gases (e.g., methane),
vegetation present within
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
No sediment in the catch
Perc'ent of the sump depth as Measured from
basin
the bottom of basin to invert of the lowest
pipe into or out of the b"n, but in no case
less than a minimum of 6 inches clearance
ftm the sediment surface to the invert of the
lowest pipe,
structure
Damage to
Too slab has holes larger than 2 square
incoes
Top slab is free of Was
Frame andlor
or cracks wider than 114 inch
and cracks,
Top Slab
(Intent is to make sure no Material is running
into basin).
Frame not sitting flush on top slab i.e.,
Frame is sting flush on
separation of more then 3A inch of the frame
from the top slab. Frame not securely
the nser rings or top slab
firmly
attached
and attached.
Fractures or
Cracksin
Maintenance person judges that structure is
unsound.
Basin replaced Or repaired
Basin Wags/
Bottom
to design standards,
Grout fillet has separated or cracked wider
than 1/2 inch and longer then I foot at the
Pipe Is routted and
secure
joint of any inlet/otAet pipe or any evidence of
amtsin wall,
'o it pai"C'es an
soil particles entering catch basin through
crack&
aOC'
ettlerrieriv
s ttlem nV
%Wk saa h4g n mve n t
rna
If e of basi
If failure of basin has created a safety—
u d_6
function, or design problem
ct-on' 0
Basin replaced or repaired
to design standards,
V Veg at
egetation
Vegetation growing across and blocking more
No vegetation blocking
than 10% of the basin opening,
opening to bssin�
Vegetathon growing in inlet/outlet pipe joints
that Is more than six inches tall and ten than
No vegetation or root
growth present.
six inches apart,
Contamination
and Pollution I
See "Detention Ponds" (No, 1),
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No pollution present,
�!�
Volume V — Runoj
Treutntent BURv —Augusl 2012
4-3 -�
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No. 5 — Cafth Basins
coomm
Catch Basin
cover
Cow Not in
place
Cow is missing or only partially in place,
Any open catch basin requires
Catch basin cover is
maintenance.
dosed
Loddng
Mechanism
Machanim cannot be opened by one
maintenance person with proper tools. Bolts
Mechanism opens with
prow tools.
Not Woriting
into frame have less than 1/2 inch of thread.
Cover Difficult:
to Remove
One maintenance person cannot remove lid
after applying normal liffing
Cover can be removed by
pressure,
we maintenance person.
(Intent is keep cover from sealing off access
to maintenance.)
Ladder
Ladder Rungs
Unsafe
Ladder is unsafe due to missing rungs, not
"Wely attached to basin wall
Ladder "meta design
misalignment, rust cracks, of '
sharp edges.
standards and allow
maintenance person safe
access.
Metal Grates
(if Applicable)
Grate opening
Unsaft
Grade with opening wider than 7/8 Inch.
Grate opening meets
design standards,
Trash and
Debris
Trash and debris that is blocking more than
20% of grate surface irdetting capacity.
Grade ft" of bush and
debris.
Damaged or
Missing,
Grate missing or broken member(s) of the
Grate is in place and
grate.
meets design standards.
E��
��W"
777, -_77,
:P�4
-50
General
Trash and
Debris
Trash or debris that is pigging more
Barrier cleared to design flow
than 20% of the openings in ft barrier.
capacity.
metal
Damage&
Missing
Bars are bent out of shape more than 3
inches,
Bars in Place, with no bends more
Sam.
than 3/4 Inch.
Bars am missing or entire barrier
Bars in Place according to design,
missing.
Bars am WW and rust is causing 50%
deterioration to any barrier,
Barrier mplaiced or repaired to
part of
design standards.
abris barrier missing or not afta;;;; to
pe
Barrier firmly attached to pipe
V01ume V — RunOff Treatment BAIPS — August 2012
4-38
No. 13 — Sand Fifters (above groundlopen)
Above Ground
(open sand fifter)
Sediment
Accumulation
Sediment depth exceeds 1 /2-inch,
No sediment deposit on gross layer of
top layer
sand After that would impede
-on
Permeability of the fitter section,
Trash and
Debris
Trash and debris accumulated on
sand After bed.
Trash and debris removed from sand
Accumulations
fifter bsd�
Sediment/
Debris in
When the dean -outs �;00me full of
PartiallY Plugged with sediment
Sediment removed from clean -outs.
Clean -Outs
and/or debris,
Sand Fitter
Media
Drawdown Of water through the
sand fitter media takes longer than
Top several inches at sand are
24-hours, and/or flow thrDUgh the
scraped. May require replacement of
entire sand fitter depth depending on
OverAOw Pipes occurs frecuently,
eXtent of plugging (a sieve analysis is
helpful to deterrnins if the lower sand
has too high a proportion of fine
material).
Prolonged
Flows
Sand is saturated for pro4onged
Low, continuous flows are limited to a
Periods Of time (several weeks) and
does not dry out between storms
small portion of the facility b using a
low wooden divider or sliP
due to continuous base flow or
depressed sand surface.
prolonged flows trom detention
facilities,
Short
Circuiting
Wien flows become *ncentrated
Flow and percolation of water through
over one section of the sand lifter
rather than dispersed,
sand filter is uniform and dispersed
across the entire fitter area.
Proston
Damage to
Frosion over 2-inches deep where
cause of damage is prevalent or
Slopesstarbilized using proper
Slopes
Wential for continued erosion is
erosion control measures,
evident
Rock Pad
Missing or Out
Soil beneath the rock is visible,
Rock pad relplaced or rebuilt to
of Place
design specifications,
Flow Spreader
Flow spreader uneven or clogged
Spreader leveled and cleaned so that
SO that flows are not uniformiy
distributed across sand fitter.
flOWS or& spread evenly over sand
fitter,
Damaged
P4)"
Any part of the pip2in that is
crushed or deform more than
Pipe repaired or replaced,
2041% or any other failure to the
piping,
Volume V- Ruriqf
,f Treatment BAIPs -- August 2012
4-45
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IHa 18 - Cifthbasin Inserts
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General
Sediment
When sediment forms a cap over the
No sediment cap on the insert
A=muldon
insert media of the Insert andJor unit
media and Its unit
Trash and
Trash and debris accumulates on insert
Trash and debris removed
Debris
Accumulation
unit creating a blo�restrictjon.
from insert unit. Runoff freely
flows into catch basin.
Media Insert Not
Effluent water from media insert has a
Effluent water from media
Removing OU
visible sheen.
insert is frise of ods and has no
visible sheen.
Media Insert
Water Saturated
Catch basin insert is saturated with water
and no longer has the capacity to
Remove and replace media
insert
absorb.
Media Insart0l
Media oil saturated due to petroleum soil
Remove and replace media
Saturated
that drains into catch basin.
insert
Media Insert Use
Beyond Normal
Media has been used beyond the typical
average life of media insert product.
Rernove and replace media at
regular intervals. depending on
Product Ufa
1_
insert produa
Volwne V —Runoff Treatment BAYPs —August 2012
4-50
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'7'- 7!"l 1 j- 717 T 7 1
I �' t
, ®r
W,v
All,
Z� Minn.
ChamberMaxx"
Safety
Before entering into any storm sewer or underground retention/
detention system check to make sure all OSHA and local safety
regulations and guidelines are observed during the maintenance
process. Hard hats, safety glasses, steel -toed boots and any other
appropriate personal protective equipment shall be worn at all
times.
Inspection Frequency
Inspections are recommended at a minimum annually. The
first year of operation may require more frequent inspections
Frequency of inspections will vary significantly on the local
site conditions, An individual inspection schedule should be
established for each site.
Inspections
Inspection is the key to effective maintenance and is easily
performed, Inspections may need to be performed more often
in the winter months in climates where sanding operations
may lead to rapid sediment accumulations, or in equipment
washdown areas. It is very useful to keep a record of each
inspection, A sample inspection log is included for your use,
The entire treatment train should be inspected and maintained.
The treatment train may consist of an upstream sump manhole,
manifold system or pre-treatment HDS device, Inspections should
start at the upstream device and continue downstream to the
discharge orifice if incorporated into the chamber system.
Pre -Treatment Device Inspection
Inspection and maintenance procedures provided by the
manufacturer should be followed for pre-treatment systems such
as a CDS", Vortechs�", VortSentryl or VortSentryll HS. Expected
pollutants will be floatable trash, sediment and oil and grease.
Pre-treatement devices are recommended for all detentiorV
retention devices regardless of type.
Containment Row' Inspection
The optional Containment Row consists of a diversion concrete
manhole with a weir and a drain down orifice, and a row of
chambers wrapped in a impermeable 20-mil HDPE liner. The
diversion weir directs the first flush flows into the Containment
Row of chambers. The majority of sediment will be captured in
the Containment Row due to the extended detention time which
allows the particles to settle out. Containment Row drains down
via an orifice located in the diversion manhole weir allowing
the remaining pollutants to be contained. Higher flows overtop
(bypass) the weir into the manifold system.
The Containment Row will typically be located in the first row
of chambers connected to the diversion manhole. inspection
can be done through accessing the diversion manhole and
visually inspecting the Containment Row through the inlet pipe�
Inspection ports throughout the system ran be used for visual
observation and measurement of sediment accumulation using a
stadia rod. When the depth of sediment accumulates over 4-inch
(102 mm), cleancrut is recommended.
Manifold System Inspection
The main manifold pipe can be inspected from the diversion
manhole upstream. When a quarter of the pipe volume has been
filled with sediment the header system should be maintained.
Visual Inspection
Maintenance or further investigation may be required if any of
the following conditions exist:
• Evidence of an unusual amount of silt and soil build-up on
The surface.
• Clogged outlet drainpipe.
• System does not drain to the elevation of the lowest pipe in
dry conditions.
• Evidence of potholes or sinkholes
Maintenance
Underground stormwater retention/detention systems should
be inspected at regular intervals and maintained when
necessary to ensure optimum performance. The rate at which
the system collects pollutants will depend more heavily on site
activities rather than the size or configuration of the system. if
accumulated silt is interfering with the operation of the detention
system 0.e.: blocking outlet pipes or deposits significantly reduce
the storage capacity of the system) it should be removed,
It is easiest to maintain a system when there is no flow entering.
For this reason, cleanout should be scheduled during dry
weather.
It is important to block the orifice in the Containment Row
diversion manhole weir prior to maintenance to limit the
potential for pollutants to be flushed downstream.
A vacuum truck or other similar devices can. be used to remove
sediment from the treatment train, Starting upstream, maintain
manholes with sumps and any pre-treatment devices (following
manufacturer recommended procedures). Once maintenance
is complete, replace all caps, lids and covers. It is important
to document maintenance events on the Inspection and
Maintenance Log,
Header System Maintenance:
If maintenance is required, use a high pressure nozzle with rear
facing jets to wash the sediments and debris into the diversion
manhole. Use the vacuum hose stinger nozzle to remove the
washed sediments from the sump of the diversion manhole. It is
important to not flush sediments into the chamber system during
the maintenance process.
Containment Row" Maintenance
If maintenance Is required, a JetVac truck utilizing a high pressure
nozzle (sledge dredging tool) with rear facing jets will be
required. Insert the nozzle from the diversion manhole into the
Containment Row through the inlet pipe. Turn the water feed
hose on and feed the supply hose until the nozzle has.reached
the end of the Containment Row. Withdraw the nozzle slowly.
The tool Will backfl,ush the Containment Row forcing. debris into
the diversion manhole sump. Use the stringer vacuum hose to
remove the sediments and debris from the sump of the diversion
manhole, Multiple passes may be required to fully cleanout
the Containment Row. Vacuum out the diversion manhole and
remove all debris that may be clogging the drain down orifice.
See Figure 1.
Figure 1.— Containment Row shown with high pressure cleaning nozzle
Inspection &'Maintenance Log Sample Template
ChamberMaxx
Location:
Date Depth of Accumulated Name of MaintenanC(�. Perfornied/Notes
Sediment Trash inspector
��� OPPIES, "'AL
I WASOOTON STATE =rCO01% 7%4-CL!%=TIO� =�C�OM (vAOD
I WASHINGTON STATE Afl]91� AND OR00MANCIIIS
coono zave. 0
OCCUPANCY GROJP6, M RESIDEWTIA
CONSTRUCTION, TYPO v-s
LOT S, BLOCK 1. ROW ACRES, ACCCROING TO THE PLAT THEREOP
RECORDED IN VOLJ�Z S OP PLAT6, PAM S1, RECORDS OP SNOHOMISH
COLINTY, WASHINGTON, MCEPT LIM WEST IN FEEIT TMEREOR
AND EXCEPT TrMAT PORTION, P AW, 04 STATE Ntawi"y 1--W
AND ALSO EXCEPT THAT PORTION DEEDED TO STATE OF WASHIMSTOM
By DEED RECORDED UNCER RZOORCIMS 40. 21t!1206,
SUB.ACT TO EASEMENTS, RESTROTION AND REBERVATIONS OF RECORD
ANY MODIFICATIONS TO THE PIRO.WT OLL MEET THE PRESCRIPTIVE Faimmumews
OP THE WAG14W ON STATE RESIVIDMAL ENERGY CODE, WITH THE POLLOWINa
CA"TRWTIOM
(CLIMATE ZONE I UT14 WEATING BY ELECTRO)
1. ROOP INSLATION: R-41 Ilk. W38 0 VAULYW CBUNQL
2 WALL IN&LATION P-21 VZ
I PEI%rOlTER SLAIS IRS"TION - R-10 MR
ALL GLAM40 - U VALUE MM 0.32
a PROVIDE N= CONNECTING ALL TOLet ROOM
11 LALINOP4 =001TOV KITCHEN SEPARATELY PER WA STATE VIAa
& ANY OEM" ALTERMATES TO 86 GUBt-11TTED AND REVIEWED POR COVCRt%&lIC&
Q12=102k
I. mEcwAw-AL, SzcTFW-4L. f oppaNKLER Revooms ARE toicem SEPARATE Pmw"v As
RISCLIRED
I EXTERIOR JOKM WALL BE MASHED SEALED, CALLKED AND GABKETED OR
WMATMERSTRII-PED TO LqqT AIR INFILTRATION AT Two POLLOWING, LOCATIONS,
WINDOW AND DOM PRArM
OPENINGS BETWEEN WAUJI *0 POJNOATIOMS
BETWEEN WALLS AND ROOM
PENUIRATIONS AT WALL ASSEMBLIES TO Be SEALED I CALLKED WITH
- MATERIALS. PROVIDE Prom Space. ALL OTHER OPEMNW TO THE
BULDING ENVELOPE
- TO PROVIDE INSPECTOR WITH MAMPACTURERS Ca SWEET DEMONSTRATING
3. 04TOWR PLArS SPREAD RECURRI-ENT6,
ALL 4 CEILING FINIM41ISKTABLE! "3 0) CLASS C KAPIE SPREAD
161200) ALL BLOa N%LAnCN REOLIFIES A PLAM SPREAD RATING OF 2b AND A 6HOKE
DOMDPMW RATIND OP 450. (SECTION 120) THE IMMATIOH 10 RBQWtED To 15DE UOTIED II
LABELED OR EAC14 SAO "JST CONTAIN CERTIFICATE OP CAOM9JAMM FROM HP4#t NOW
FORMALDEHYDE MATERIALS)
A- PROVIDE FIRE SLOCK940 POR ALL CONCEALED FRAMNS AND AT TWRCLrW PENETRATIONS
PER ISO it
S. ALL GLAZING WT4M 18' OF ANY DOOR JAPIBS TO BE SAFETY GLAANG MATEIIIIALS.
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WASWNGTON STATE AMENOME14M
2. ALL ECTRZAL, PLUMBS4 f 6PFtWjgp REVISONe UNpER SEPARATE
PORM TO COMPLY WITH ALL APPLICABLE ISLILDING CODES,
3. DO NOT SCALE DRAWING& CONSULT ARCHITECT AND OWNER FOR ANY CelENSOMAL
CLARPICATb" EFIRORS OR OCNXICTS FLOOR PLANS TAKE PRECEDENCE OYER MZVATN" IF
QONFLICTolm GEMERAL CONTRACTOR "M? VERI" ORIENSIONS PRIOR TO PROCEEDOkV
� GENERAL C4CNIRACTOR SMALL BE RESPONSIBLE FOR ALL COORDINATION OP WORK BETWEEN
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eye TWNS MADE BY ON SITE
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STANDARD AND ACCEPTABLE TO THE CON&TRIbCTION INC%*TRY THE AJWW=T DOM NOT
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OR PROCEDURE& REOIJIFIED FOR THE CONTRACTOR TO PERPORM
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A OF ACTI.LAL C4VNSTRjCTIO4 NOR KAKE HIM RESPONSIBLE FOR THE
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S GENERAL CONTRACTOR SMALL VVEP,` ALL DIMENSIONS AND E40TNG CONDITIONS DeFORE
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APPECTED WORK
JL CONTRACTOR 16 RESPONSIBLE POR PROPER CIDORCINATON OF THE WOFM OF ALL
11 SUPPLE" AND TO IM&JRE THAT ALL OFTNING6 POR CCNDIJTS
PROVIDED FOR AND PR6MRLY LOCATED, COORDINATE "TH &J3CON?RArT= MAI=
ILMCC=JOR SMALL LOCATE AND PROTECT ALL EXISTING UTILITIES AND CONNECTIONS
a SEWER WATER, &AS AND ELECTRIC SERVICES BEPORE AND DWRING M WORK
11 TWO ARCHITECT MAE HOT BEEN RETAINED TO P� OelliON ANDIOR C4"TISJCTI0N IREVM
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I. . ou INTERNATIONAL WILDING, onou
2. WASWINISTON STATE ENERGY COCIES WYENTILATION I INDOOR AIR CUALITY (VIA12)
& WA6WINGTON STATE AMENDMENTS AND OFRC04AMCM
SEISMIC low 0
OCCUPANCY GROUPS, RI RESIDENTIAL
C4"TRJCTkW Type V-0
Ift VM�OrKl, � ACRES, ACCORC04 TO TME PLAT TWERSOF
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COUNTY. WASMINGTON- M�CEPT U48 UZOT IN FEST THEREOF,
A14D �
E��T�V ANY 1414144"Y 1-0
AND STATE OF 44464NOTCH
BY OEM ROCCODED LWIDER RECORDING NO. 21WOb.
SUB-OCT TO EASEMENTS, RESTRICTION AND RESERVATIONS OP RECORD.
ENERar
ANY MODIMCATIONS TO THE PRO.BCT ML MET THE PRESCRIPTIVE REQUIREMENTS
OF T14E WASWINOTO" STATE RESIDENTIAL ENERGY COOK WTH TME POLLCUANG
CONSTRUCTION,
(CLIMATE me I "T4 WEA"Na By ELECTRIC)
1. ROM INSULATION : WAS MR. R-M 0 VAULTED CASUNG,
I WALL INSULATICN R-Z MR
I PERIMETER OLAS INSULATION - R-10 HIM.
4 ALL GLAZNG - U VALUE MIN 0.32
* PROVIDE VENIrLATION SYSTEM CONNECTING ALL. TOLLET ROOMS
19 LAUNDRY ROOK VENTILATE KITCH94 SEPARATELY PER WA 9 ATE VIAa
* ANY ORSON ALTERNATE* TO BE SUBMITTED AND REVEMW POR CONI-ORMAW-E.
CODE NOTEM,
1. MECMANICAL, ELECTRICAL, I 6PRW4M REYWIOWS ARE ISOM SEPARATE PER!MT AS
REQUIRED.
I MMMOR JONTS 044L Ba AA6WW SEALED CAULKED AND *AWZtED OR
WRATMERSTPUPPED TO UMIT AIR WMTRAWN AT TWE POLICUU40 LOCATIOW
UINDOIJ AND DOOR FRAMES
OPENINGS WMIEEN IUALLS AND MkOATIONS
BETWEEN WALLb AND RDOP6
PENIMRATION6 AT WALL A96EMMM TO Be SEALED f CAULKED UTW
- MATERLAL& PROVIDE MFOR. 6PeCS ALL OTWER OPENNO6 TO TWE
BULC940 04VELOF-9
- TO PROVIDE INSPECTOR UTW HAMrACTURERS CUT SWEET DEMONSTRATING,
I INTERIOR KAt-df 6PRRAO RIMMUIREMENTS,
Wt. WAU. I CEILING RMM41MKTAME DO&S) CLAW C, AAME SPREAD
16-200) ALL BLDG. P&AATION REQUIRES A PLAME SPREAD RATING OF 25 AND A SMOKE
DEVELOPMENT RATS10, OP 4IMP. (SECTION 120) TWO INSULATION 19 REOUIRED To BIDS LISTED It
LABELED OR EACM BAO "AT CCWAIM CSRrRrAT9 OF COMPLIANCE PROM MFOR. WW
POR14ALDEWYON MAtERLALS)
4. PROVIDE RRE BLOCKING FOR ALL CONCEALED FRAMING AND At TMPAXIOM PENSTRATOWS
PER ac 11
5 ALL 6LAIM IUT&9N 18* OF ANY DOOR JAM06 TO 05 SAFETY OLAB42 MATERIALS.
6 PROVIDE SMOKE DETECTORS IN EAGM BEDROOM AND ADJACENT KAUJIJAY INTHRCON�T
EACW ALARM Ot3t!4.3)
I PROVIDE APPROVED CARBON M�Pff ALARM OUTSIDE OP EAC44 SEPARATE SLEEPING AREA
04 TWE IMMEDIATE VICINITY OF TWO BEDROOM IN DWEUJNG UNITS AND ON EACJ4 LEVEL OF TWE
DwaLNo AND IN ACCORDANCE wFTH mmwArmmWe RecommENDATIcNa
I
1,9EMAW 2012 INTERNATIONAL BUILDING CODES AND
WASNINGTON STATE AMENDMEN%
2. ALL ELECTRCAI, MWWANICAL, PLUMBING, 4 SPRINKLER REVISIONS, UNDER SEPARATE
PERMIT TO COMPLY UTM ALL APPLICABLE BUILDING CODES
I Do NOT SCALE DRA91INGS CONOULT AISCNITECT AND OWNER POR ANY DR19NO10NAL
CLARISCATIONS EISRORS OR CONFUCT& KjDCR PLANS TAKE PRECEDENCE OVER ELEVATIONS F
=NKICTIN0, CAMtAL =NTRACTOR "JOT V9RPY DIMENSIONS PRIOR TO PROCEEDING.
A GENERAL C40HrRACTOR SMALL Be RESPONSIBLE POR ALL COORDINATION OP VOW BEISIMEN
SUB-C4WRACTOR TRADES, PROVIDING UIFATHER-TKIMT WALD, FLAS4Wa AND CAUL"4 AT
ALL CCW=TI" AND PENETRAIIONIG AND ROOF SYSTEMS. REFER TO ISIC SECTION 14001 tIWS
PCR MINIMUM MAT14M PROTEC710N REGLIREVIENTS WE ENVELOPE SINGINEERINIG PLANS " NOTES
AND DETAILS FOR 'WEATi-ER RESISTIVE BARRIEW SYSTEMS AND INSTALL PER MILGR
REGIUIRDIENTS
5 THESE DRAIIIIN06 ARE 910-� DOCAIMENT1, AND MAY LACK SOME MAL AND SPISDS
REDD POR COMPLETE COMPETITIVE 50 SELECTION PROOMG, TWE
CONTRACTOR SMALL ASSUME ftE8F'CMMrr AND LIABILITY POR COORDINATION OP BID-cesom
91OW, INCLUDING 50 NOT LIMITED TO Gf=AL IUC , ELECTRICAL, PLUMBING - -
J! C=C4= ONIS MADE By C" we
INSPECTION DURING TWO COAROE OF CONSTRUCTION OR POR DETAILS AND 6PECMICATIOh* NOT
INCLUDED,
& TWE CCNTRACTOR SMALL UTUM CONSTRUCTION TEC444GLES AND PRACTICES
STANDARD AND ACCEPTABLE TO T14E CAONSTRUCTION INDUSTRY TWE ARCHITECT 000 NOT
ASO" LLABILMY OR RESPONSIBILITY PCR METHOD& OF CONSTRUCTION DVAAA NOT INCLUDED IN
I TIME ANCRIECT WAS NOT BEEN RETAINED OR COMPEMSAT50 TO PROVIDE DESIGN ANWOR
CONSITIftICTION RRYM SERYICM RELATING TO TWE CONTRACTOR 8 SANITY PRECAUTIONS OR TO
MZ6NS METHODS, TECHNIQUES OR PROCEDURES RBQW;IffD POR T14E CONTRACTOR TO PERPORM
MIS WRK, tW1! UNDERTAKING OP PERIODIC SITE Y18116 BY TME ARCNItECT SMALL NOT BE
COWTISUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MA" HIM RESPONSIBLE FOR T�M
PERF'ORMANCE WORK BY TWE CONTRACTOR OR SUBCONTRACTOR OR POR ACCESS, VISITS,
USE. UIOW. TRAVEL OR OCCUPANCY BY ANY PERSON
& GENERAL CONTRACTOR SMALL VERIFY ALL DIMENSIONS AND EMOTING CONDITIONS SEPORE
START*4UZFtK.N=",kRCWTECTOPAN�OWC�AMCM
AFPECTED WORKL
'11, GENERAL CONTRACTOR IS RESPONSIBLE POR PROPER COORCtRATON OP TWO DOW OF ALL
TRADED AND SUPPLIM, AND TO POURS T14AT ALL OPENINGS 01OR WND"78 AND
PROVIDED POR AMC) PROPERLY LOCATED, CADORDINATE WrTM GUSCICHtRACTORS rzplymu=
10. THE CONTRACIM SMALL LOCATE AND PROTECT ALL ExISTING UTILTIES, A14D =WMECTIONS
INCLUDING SEIVER WATER, GAO AND ELECTRIC SERVICES DEPORE AND DURING HIS QIORK
12 THE ARCHITECT WAS MOr OWN RETAINED TO PROYDE DESIGN ANDIOR CONSTRUCTION REVIEW
SERVICES RELATING TO TWE BUILDINGS CONSTRUCTION, SAPETY SECURTY OR MEANS AND
M2TWOD&
43. WERE A CONSTRIJCTION MAL to NOT 6WOUIN OR NOTED THE DETAL SMALL BE T14E SAM AS
POR OTMER SIMILAR 9101131- MATC44 EMOTING ADJACENT WALL AIIZA 0-110M APPLICASILIK
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PABRICATION
19 DRAOINGS ARE PIOR USE CN TWIS PROJECT ONLY AND ARE NOT INTENDED FOR MW WT4CUT
UIRITTEN APPROVAL PROM WAVEN.
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PROJECT
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DRAM BY
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DATE
3.11.14
SCALE
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CNECII(ED
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IMIG ILMM. 012 INTERNATIONAL BklLDoO cc0a
L WAS10112TON STATE ENERGY =14-01-WIENTILATION I INDOOR An MALTY (VIAW
ii, WAAMi"TON STATE AMENC4,EWs AND ORDINAHM
sesmic lowlE., D
OC4=iPAiMCY *ROWS M RE.&DEWLAL
CoNsTRIXTION, TYPE V-5
LOT t, eL=K 1. RlDW ACRES. AA=ORD*4 TO THE PLAT THEREOF
RECCIRDED IN VOLLM % OF PLATS. PACE 11. RECCRDG OF SNOHOMISH
C0JWT. WAA6*OTOW MXCEPT lJ48 WEB? IN FEET rMEFtEOR
AND DcCEPT TTHAT PORTIICK 7 Aj�tr, IN &TATE WO�Y 1-0
AND ALSO EXCEPT T14AT PORTION DEEDED TO STATE OF 11146641OTON
BY DEED RECORDED UNDER RBCORDQO NO, ZW205.
9M.ECT TO EAGEMENT6, RESTRICTION AND RESERVATIONS OF RECORD,
WHIODIVIOCATIONS TO THE PROJECT WILL MENT THE PftEbCRPTlVV Realumita-fall"
OF THE WASHING ON *TATE RESIDENTIAL ENERGY COM WTU THE FCIJXWNQ
C4"TFWCTkW
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1. ROOF N&AAT$ON R-AS MR, R-36 0 VALLrED CaAO
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WINDOW AND DOOR PRArM
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6. PROAM SMOKE DETECTORS, IN EACH BEDROOM AND ADJACENT HALLWAY, NTERCOHMECT
EACH ALARK Otlll�3)
I PROADE APPROVED CARECIN MhONIMADE ALARM 00GIVE OF EACH SEPARATE GLEEPIO ARRA
IN THE IMMIEVIA VICINitr OF TIM BEDROOM 04 DWMJJNG IAM AND ON EACH LEVEL OF tWE
owaLuNo AND w ACCORDANCE wrrw mAMJFAcTumER`s p5:OmmEwoATioNs.
F 2012 INTERNATIONAL Btozm CODES AND
WASWINaTOM STATE AMEIMMENTS,
2 ALL ELECTRICAL. MSCWAI4CAL. PLIDIWO I SPRINKLER REVISIONII 1INDER SEPARATE
PERMIT TO COMPLY IM ALL APPLICABLE ISUILOM C49MO
, 00 4AL
CLAIVICATh", SMOM OR 0"LICTO FLOOR PLANS TAKE PRECEDENCE OVER ELEVATIONS IF
CONFLICTIN& Ge4ERAL CIONTRACTOR MIST VERIFY DIMENSIONS PRIOR TO PRocEECN&
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ALL CONNECTIONS AND PSHETRATIONS AND ROOF SYSTEMS REFER TO 115C SWTION 1405 2 fibdill
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AND CIITAIIA FOR %IZATMER RESISTIVE ISARRIEW OYSTEMS *�O INSTALL PER Mftk
RECRAREMIblTs.
b THESE DRAWING6 ARE SID-DESIGH DOCUMENTS AND MAY LACK SOME OVAL AMP SPECS,
RSQ'D FOR COMPLETE COMPET" 50 81312C� PROCESS THE OWNERIDEVILOPER AND
CONTRACTOR SMALL AASJME RESPONSIBILITY AND LIABILITY FOR CZ)ORDINATION OF 00-081SOM
WORK IN�O BUT NOT LIMITED TO GENERAL. CONSTRUCTION 51JECTRICAL. P1.1"00 AND MVAr
SYSTEMS. TWO ARCHITECT is NOT LIABLE FOR CMANCREWOORRECTIONS MADE BY ON WTV
INSPECTION CURIMIS T149 COARSE OF CCIRSTRUCTION OR FOR DETAILS AND SPECIFICATIONS NOT
6 THE C4WRACTOR SMALL UTILUE CONSTFAICTICH TECWNIMIES AND PRACTICES
STANDARD AND ACCEPTABLE TO THIll COMbTRIJC7ION lHDkJ8TRY THE ARC"TECT DOES NOT
ASS" LL40LITY OR ROSPONSWILItY FOR METHODS OF- CON&TRIJCTICH DETAL8 NOT INCLLIDED 94
rMESE CONTRACT
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czNsTftimToN REVIEW SERVICES RrLAT*o To THE commAcroWe sApury PREcAuTiowe OR To
MEANS METHODS TECH140" OR PROCEDURES REOLIFED FOR THE CONTRACTOR TO PERFORM
HIS WORK. THE U-IDERTAKIN11 OF PEROM SITIE VISITS BY THE ARCHITECT SMALL NOT BE
CONOTRIJED AD SUPERVISION OF ACTUAL OPHSTRIACTION NOR MAKE HIM RESP0.015LE POP THE
PERFORMIANCE OF WOW BY TWO C4PWRArTOR OR NABCONTRACTOR OR FOR ACCESS, VISITS,
LOS WCFK TRAVEL OR OCCLIPANCY BY ANY PERSON
8 dENORAL CONTRACTOR SMALL VERIFY ALL DIMENSIONS, APO EASTING CONDITIONS BEFORE
STARTING WORK. NOTIFY ARCHITECT OF ANY C%CREPAMCM BEFORE PROCESIDINlik WITH
AFFECTED WORK.
S GOIERAL C40NTRACTOR 15 RESPONSIBLE FOR PROPER COORDINATCH OF THE WORK OF ALL
?RAM AND ftil"PUERS, AND TO W0JRE THAT ALL CPSDO6 FOR C4NDLMAl4D rSMYES
PROVIDED POP AND PROPERLY LOCATED, COORDINATE WITH GUSCONTRAC ORS Lr�
10 THE CONTRACTOR SMALL LOCATE AND PROTECT ALL IDdSTWO UrILITIM AND CONNECTIONS
IM�O 68199k WATER. GAS AND ELECTRIC SERVICES BEFORE AND DURINil 645 WORK
III THE ARCHITECT HAD HOT BEEN RETAINED TO PROVIDE DESON ANDIOR CONSTRIXTION REVIEW
6ERVICES RMATNG TO TIM SULD0,09 CONSTRICTION, SAFETY 6EOLIRITY OR MEANS AND
METHODS
IX WI-410111 A CCNSTR%jCTION DETAIL to HOT 660CW OR NarW THE MAL SMALL BE T14E GAPE AS
FOR OTHER SIMILAR WORK. MATCH eXOTINO ADJACENT WALL AREA WHERE APPLICABLE
14 SHOP DETAILS 6MOJLD Be &JBtlrrTW TO 14AY194 FOR REVIEW BEFORE PROCEEDING WITH
FABRICATION
IS. DFtAUNW AFIS FOR LIME ON THIS PROJECT OI�ILY AND ARE NOT INTENDED FOR MAE WITHIMn
WRITTEN APPROVAL FROM HAVEN
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COPYRIGHT 2014
FIRE LANEC NOTES
-0OH9 &HALL BE A MINIMIM OOZE OF 18 WA4ES TALL BY 12 INCMW WIDE
-THE SCTTOM OF THE SIC" SMAU BE MUNTED 48 TO 60 INCHIES ABOVE *FL40E
-GONO &WALL BE TO 04MZTRY STANDARDS (VULCAN RI-6-45, RAINBOW 01-M
EMED TIC lab4b, OR ECLIVALIENT)
-GONS SHALL Ile RED LETTER11,0 ON A WVITE BACKORCILIND
-SK*M $WALL BE SPACED INS FEET APART OR AS OMCTEO BY THE PRE
PIARSMAL
LAND USE 04FORMATION 101/102
FIRE LANEC NOTES
-0OH9 &HALL BE A MINIMIM OOZE OF 18 WA4ES TALL BY 12 INCMW WIDE
-THE SCTTOM OF THE SIC" SMAU BE MUNTED 48 TO 60 INCHIES ABOVE *FL40E
-GONO &WALL BE TO 04MZTRY STANDARDS (VULCAN RI-6-45, RAINBOW 01-M
EMED TIC lab4b, OR ECLIVALIENT)
-GONS SHALL Ile RED LETTER11,0 ON A WVITE BACKORCILIND
-SK*M $WALL BE SPACED INS FEET APART OR AS OMCTEO BY THE PRE
PIARSMAL
LAND USE 04FORMATION 101/102
BUILDING JURISC41-TION,
SNOQOHtSW COUNTY
ADDRESS-
23220 EDHOMM WAY
PARCEL N11,1MIDER'
0~53. ~-605-02
ZON�Ii:
KLTI FAMILY REeVENTIAL
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IMPEWOUS SURFACE:
PROPOSM
I) Roor AREA�
�114 90"
2) Poorpmw:
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0 642FT
4) IMP. PATIOIDECK
46 80"
5) DRIVEWAY 9 SICIEWAM&
6"2 SCIFT
6) IMP SURFACE COVERAGE (7-5)
11w SCIPT
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PROJECT
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DRAWN BY
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DATE
3.11.14
SCALE
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Sow Hogslad
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Mf'�� WLMAL COM 2642 =TfN
I WAANNOTCN STATE ENERGY COPIES OHM VID, S�ALC�ODE� �VIA�I
& WAAMINGTON STATE AMBIPMENTO AND ORDINANCES,
OSOME-C ZOW 0
OCIMPANCY GROUPS- RI RESIOGHTIAL.
CONSTRUCTIC0 TYPE V-0
ftACFM, ACCORDING TO THE! PLAT TWERSM
FISCOROM IN VOLUME I OP PLATO, PAC8 I'l, RECORDS OF SNOHOMISH
COl.WT. WASWNOTOW 9=!PT L49 UROT IN FEET TMERHOR
AND DCCEPT TtMAT PORr4N, F ANY, IN STATO MGMAY 1--o
AND ALSO E)cCEP1 THAT PORTION PEEDIED TO STATE OF WASHINGTON
BY DEED RECOROM UNDER PEC494DNM NO. 2IW20S.
SUB.ACT TO EASEMENtS, RESTRICTION AND RESERVATIONS OP RESPOND
MORMC-An" TO THE PRADJWT WILL MM TWE PRESCRIPTIVE RSQUIRSMENT6
OF THE WAAMINGTON STATE RESIDEDITIAL ENERGY COM WTH THE FOLLOWING
C4"TRUC
_Tla*
(CLIMATE ZONE! WITH HEATING BY M.ECTRIC)
1. ROOF &Aft"= - R-4S MR. P-36 0 VAULTED CMJNOL
2. WALL WOULATION - R-31 MIR
I PERIMETER SLAS INSULATION - "0 MEN.
A AL4 GLAMNS - U YALUE MIN 0.32
S PROACIE VENTILATION SYSTEM COPOOCT940 ALL TOILET ROOMS
I LAUNDRY ROOM vEEwTLATz KrrcwEN sm-ARAmy PER wA sTATe AAa
A, ANY DIBEIGN ALTIVINATIS TO BE SUBMITTED AND REVINWIED POR COfooRMANCE.
BJBCTFX-Q- f 6PRINICLER REVISICHS ARE UMOM SEPARATE PERMIT AS
REQUIRED.
I ZMOOR JOINTS SMALL OR RASHIEP, SEALED C^LKW AND GASKXTED OR
IMPATWERSTRIPPIED TO UMIT AIR INRLTRATICN AT THE POLLOAD40 LOCATIONS,
WINDOUI AND DOM PRAMMI
OPI!NING6 ISIETWIMN "LO AND �INDATIC`Mb
BRIUMEN WALL$ AID ROOF6
PEENEETRATONG AT WALL A660MBLE6 TO BE OBALIED 4 CAULKED UTM
APPROVSD
- MATERIALS. PRC� HPOR &P%co. ALL OTHM OPEND408 TO TUB
BUILDING ENVELOPE
- TO PRO�= INSPIECTOR UTH MANLFACTURER6 CUT SWEET DEMONSTRATING
C4DIVORMANCZ
3, INTMOR FLAME! 8PRJ!AO REQUIREM04TS,
W MIALL 4 CSUN* PNOWEEKTABLE 603.15) CLA86 C OLAHE SPREAD
'16-200) ALL M.Da INSULATION REQXfQft A KAIE OPRSAD RATING OF 25 AND A SMOKE
DEVELOPMENT RATING OP 450 (SECTION 120) THE NOULAtION 10 REQXRED TO 15013 USTED t
LASM.FED OR EACH SAd "AT CONTAIN CERTIFICATE op ooi-miAmca mtom mpon Ww
PORKALDEWYPE MATERIALS)
4 PftDVM FIRE BLOCKING FOR ALL CCNCAALED PRAMING AND AT THROUGH PENETRATIONS
Put ISIC 11
S. AIJ, GLA040 WTRN 18' OF ANY DOM JAMBS TO BE &AFETY GLAZN(b MATMALS,
6 PRO�%M WOKE DETECTORS IN EACW BEDROOM AND AOUACI!W HALLWAY. W014COMECT
EAC44 ALARM. 0IM544.9
I PROVIDI! APPROVED CARSON MONOIADI! ALARM OUTSIDE OF EACH OWARATE SLi ARIZA
IN THE! IMMEDIATE! VK24TY OP THE BEDROOM IN DUMLLNG UNITS AND C04 EAC44 LEVEL OP TW
DMIJING AND IN ACCORDANCE! VT4 MAR.FACTURSWO RIECOMMIENDATIONS.
F
1. ALL CONSTRUCTION TO COMPLY IUTW 2012 WORNAMONAL MULDIN6 COM AND
"Wei INGTON STATE AMl!HDMl!WS
2_ ALL E.&-TMCAL. M13CUANICAL, PLUMBING, 9 SPRINICAR REVISIONS, MOM SEPARATE
TO COMPLY UT14 ALL APPUCABLE 16ULDING CODIES.
1 00 NOT SCALE DRAUNGS, CONSULT ARCHITOCT AND OWNER FOR ANY DIMENWMAL
CLARSCATIONS, SMORtOR COI,�79. I'LOOR PLAM TAKE PRECEDIENCE OVr:R SEVATIORS IF
CONFLICTING. GENIERAL ONTRACTOR "AT VERWY DIMEINE11045 PF40R TO PROCEEDING,
A GENERAL CONTRACTOR 814ALL BE RESPONSIBLE! POR ALL COORDINATION OP WOW BETWESN
6US-CONTRACTOR TRADES PROADNG WEATWER-TIGHT SEALS, R.46HING AND CAULKM AT
ALL CONNECTIONS AND PENETRATI" AND ROOP SYSTEM ROPER To IESC SECTION 144M 2 EEjb&3
" MINIMUM WEATHIER PROTECTION REQUIRFEEMENTO SEEM ENVOLOPE ENGINIEERING PLANS POR MOM
AND DETAILS " 'ILIMATWEIR RESISTIVE BARIQ� SY&TI!MS AND INSTALL PER M12M
REQUIREMENTS
5 THM DO��b AND MAIL AMC) SPOCS
0
COMPLEEIr
RlIQ'D P Plk;��TWE 60OWMNERIPEYELOPIER AND
C4PNTRACTOR SMALL AAS" RE11PONSIBILErY AND UA0WTY POR COORC44ATION OF BM> -DM"
WOW IMCUZINQ BUT NOT Lli TO GENERAL �� ELECTIbcAL,
CC= PLUMBING AND MVAC
STSTISMS. THE ARCUITIECT I& NOT UAISLE FOR Cm T%ONO mAEPE� By LIN WE
INSPECTION DURING THE C40URM OP CONSTRUCTION OR g MALS AND SPEORCATION5 NOT
lt�
& THE! GONTRACTOR SMALL UnUZE 0"TRUCTION rECNMQ%lft AND PRACTICZ5
STANDARD AND AC4DEPTASLE TO " CONSTRUCTION INDUSTRY TMI! ARCHITECT DM NOT
AASUI-T LABILITY OR FRObPONSOLITY FOR MTMODS OP C4NSTRUCTIOH PETALS NOT WAARDED IN
TMm CONTRACT DOCU'"'W*
't THE ARCJ41TOCT WAS NOT BeEN RETAINED OR COMPEEMSAtED TO PROY09 DESIGN ANDIOR
CONSTRUCTION RE%19W SERVICES RELATING TO THE CONTRACTOR'S &AFETY PRECAUTION& OR to
MEANS, METHODS, TSCHROUIES OR P'ROCEDIARBS REQUIRED POR THE C4WRArTOR TO PMQFORMI
HIS WORK, THE WDERtAKNO OF Pli SITE vt" BY THE! ARCHITECT 04ALL MOT BE
C4MTftW AS SUPERVISION OF ACTUAL CIONSTRUCTION NOR MAKE! HIM RESPONSIBLE! MR THE
USE, - MANCE OF WOW BY THE CONTRACTOR OR SUBCCNTRACTOR OR FOR ACCIESS. VISITS.
_ WOW, TRAVEL OR OCCUI AWY BY ANY PERSON
S. GdMRAL CONTRACTOR SMALL VERIPY ALL DIMENSIONS AND DOTING CONDITIONS SEPORS
STARTING UIORWL HOYItY ARC14TIECT OP 04Y M&C-RIEPANCIIIS BEPOM PIRCCEEMio UTH
APE�CTEEED WORK
L GENERAL COhITRACTOR 16 RESPNONOU!" POR PROPER COORPNATCN OP THE WOW OF' ALL.
TRADeb AND SUPINJERS, A14D TO INSURE THAT ALL OPENINGS, PM CONDWS AND = ARE!
LOCA=,p " W*=
f ==�=l;rCOM41E. OW
To !Z�l ALL
10 THS %A:TP`��
INCIJUDIMS 6BI-ER, WATIDII, GAS AND SECTRIC OERY$CN SEPORE AND DURING HIS WORK
12. THE ARCNITECT HAS NOT DIEN FIFTANW TO PROVIDE! DESIGN ANDIOR CONSTRUCTION R"EV
011ik"C" RBATIN* TO ME BULDIMOdt CONSTRUlclsoN, &AFLTY SECURITY OR MANS AND
METHODS
13. WHIERE! A CONSTRUCTION MAIL to NOT SHOWN OR NOTED THEE MAIL SMALL SO THE SAME! As
POIR OtMM SIMILAR WOFM MATCH DOTINO ADJACENT WALL AREA 04M APPLICABLE
14. SHOP MALS SWOUID BE OUSt-ITTM TO WAV1194 FOR R12MOU DEPORE PROCEWHO WITH
FASINACATION.
IS, DRAM11MG15 ARE POR U119 ON T48 PROJECT ONLY AND ARE! NOT WENDED POR FIRM OTHOUT
UIRITTIN APPROVAL FROM MAVER
+SITE PLAN
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FACE OF CURB
37117 -oa
FIRE LANE NOTES
-OKWS SMALL BE A tLWMLJM SIZE OF 16 INCHeS TALL By 12 EslCwE8 WIDE
THE BOTTOM OF THE SIC40 SMALL BE MOUNTED 48 TO 60 IW-04ES ABOVE GRACE
-SIGNS SMALL Be TO INDUSTRY STANDARDS (VUlX-Abl R-1-6-3. RAINBOW ej-521,
EMED TC 16816. Olt EQUIVALENT)
ObSINIS SHALL BE RED LETTERWI ON A WHITE BACKGROUND
-SIGNIS SHALL BE SPACED 50 FEET APART OR AS DIRECTED BY THE PRE
MARSHAL
LAND USE INFORMATION lei/102
OULOM AIRtSDICTIOP-1,
$1,10140titow CoLwry
ADDI"S&
23220 ED1`141,106 WAY
PARCZL ROISER:
ZONWW
IMLLTI FAMLY RES11DENTIAL
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les".1b so"
IMPERAOUS WRFACE:
PROPOSED
1) ROOF AREA'
SS4 90"
2) POOTPRNT:
;146 SOFT
3) COV. PATIOIDEC-K
0 ScapT
4) fMIP. PATIOIDEr-K
46 00"
9) DRIVEWAY f SIDWALK4
6"2 so"
6) IMP. SIMPACE COVERAGE (2-5)
11w so"
1) LOT COVERAGE.
DUMNIG SETBACKS
FROW late,
REAR 19'-0*
SIDES WW
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PROJECT
13-024
DRAVVN BY
S. C*fw
DATE
3.11.14
SCALE
As NOW
CHECKED
Sw Hogsted
m
ion.M21' �2617 INTERNATIONAL MkILCISM, COCS
I ULA614 VVITILATION It INDOOR AR 4111AUTY (VIAG)
3, QLAOM!"TON STATE AMMMIXIENTO AND ORDINANCES,
beww_ zow 0
OOPLIPANCY OROLP& fo REssavemnAL
CONSTR1JCTIOs TYPE V-0
LOT 1, SkJOCK. 1, RIOGS ACRES. ACCORCQNkII TO THE PLAT THEREOF
RECORDED IN VOL" 5 OF PLATD, PACE 11, RECORDS CP eNION1011-1161.1
COtJNYT, WASI~014- EXCEPT LM8 WEST IN FEET TH19REM
AND EXCEPT TrMAT PORTION, IF ANY, IN STATE WIGIMILAY I-%P
AND ALSO EXCEPT TWAT PORTION PEEPED TO STATE OF WAAWaTON
BY DEED RECORDED LAIDER FISCORD04 NO 21WOb.
VJM..ErT TO HASSMENT6, RESTRICTION AND RESERVATION& OF RECORID,
W" Q=
CIDIFICATIONS TO TME PROJECT W-L rev THE PRESCRIPTIVE IREQUIFERIEWS
OF TWE L%"WNa,CN STATE REDIDENTIAL ENERGY COM WrNI TWE POLLOWNG,
CONSTRUCTION,
(01JIMATE ZONE I Ills MRAIV�n BY MZCTRIC)
1. ROOF INSWILAWN R-41 MR, P-36 0 VAILTED CaLIN&
2 WALL INIRLATION R-21 MR
& PERIMETER SLAB INSILATION - R-10 MR
-L ALL GLAM40 - U VALLE MN 0."
PROVIDE VENTILATION SYSTEM CONNECTING ALL TOILET ROOMS
4 LANDRY 12CM VIENTLATE KrTCWEN SEPARATELY PER WA STATE VLAa
6. AXY 011151" A.TMtNAT" TO OR 6LMUIITTED AND REVIBIMP FOR CONFORMANCE.
C"221IL821M
1. MZCMANICAL, ELECTRICAL. 4 6PRINIKIJER REVIS!" ARE "MR SEPARATE PERMIT AD
F1001,11RED
Z EXTERIOR JOINIT111i SMALL BE MASHED, CALKED AND QAGKWTED OR
11MATWEIRSTRIPPED TO LIMIT AIR S,11FIL-TRATION AT THE LOCAT14141111o'
NDiOe .0 POOR FRAMES
OPMOM BErUM4 WALL& AND FOUNDATIONIS
WrOON MIALLA AND ROOFS
PIDNITRATIONS AT WALL ASSEMBLED TO ISE SEALED I CAULKED VTW
- MATERIALS PROVIDE MFOR. DPW& ALL OrWER OPENINGS TO TMR
ISULDS4 ENVELOPE
- TO PROVIDE INSPECTOR UTW MANILIFACTURERS CUT SWEET DEMONSTFATINS
I INTERIOR FLAPS SPREAD REGUREI-Is
SIT. ILLALL I CO240 PHG64EWABLE 8,01t) CLASS C M.AME SPIRSAD
16,206) ALL BLOG, INIKILA *P" REQ1.111FIES, A FIAI-a SPREAD RATN* OF 2D AND A SMOKE
r
DEVELOPMENT RATING OF 00. (DIRECTION 120) TWO INSULATION 18 REGJREE) TO SDE LISTED It
LABELED OR EACM SAO MOT CONTAIN CERTIFICATE OF COMPI.IANCE PROM M12M (PCW
POFtM41.DEWYPE MATERIALS)
4� PROVIM FIRE BLOCKING FOR ALL CONCZALED PRAM412 A14D AT TWROUCIN PENCTRATIONS
PER 115C 1111.
b. ALL GLAZING UT"N 166 OF ANY DOOR JAMES TO ISE SAFETY *LAZING MATERIALS.
6 PROVIDE SMOKE DUTDC N EACM BEDROOM AND ADJAC04T wALLWAY, INTERCONNECT
EACW AILAAK (Follli.3)
I PROYIDE APPROVED CARBON MONOXIDE ALARM OUTSIDE OF EACW SEPARATE AREA
IN rWE IMMEDIATE VICIRrY OF TWE BEDROOM tW DUELLING LIMITS AND ON RAC44 LEVEL OF THE
Dumuuma AND iw AccaRvANcE wrrw mANuFAzTLFmWa RecammEmPATIONa.
GO111MOTION IND.— I NOTES:
I ALL OPHISTRF=CTION TO COMPLY 2012 INTERNATIONAL BUILDING CODES AIV
WAAM11,07ON STATE AVISNIPMENTS
I ALL ELECTRICAL, MSCWAWICAL. P1.1,114511,15, I OPPOSUMQ REVISIONS, UNDER SEPARATE
PERMIT TO COMPLY 111s ALL APPLICA!" PULDING, CODES.
I Do NOT SCALE DRAWING;8. CCNSLLT ARCHITECT AND OdINER FOR AMY DrH�
CLARIFICATIONS �� OR CONFUCTS FLOM PLANS TAKE PRECEDENCE OVER ELEVATIOW4 IF
CONFIXTING, Gd!?�ERAIL CONTRACrOR MAT VERIFIY DIMENSIONS PRIOR TO PROCEEDING,
4 GENERAL CONTRACTOR SMALL 02 REWOMBELE FOR ALL. COORDINATION OF ILORK SETWEEN
61.115-CCHtRACTOR TRADES PROY011,10, WEATHER-rhr.W DEALS, FLA64ING, AND CALILKINO AT
ALL CONNECTIONS AND PENSTRATIONS AND ROOP SYSTEM REFER TO SO SECTION 1405.2 Irlb*3
FOR HR9VM WEATMER PROTECTION REOLUREI-ENTS SEE ENVELOPE E�� PLANS FOR Morn
AMID DETAILS FOR %ZATMER REMTfYE BARROW SYSTEMS AND INSTALL PER t-POR.
RIECLERS1.1ENT11
b TMM ORWIM4106 ARE 00-DEMON DOCL1MtxTS AND MAY LACK SOME DIETAL AND SPECS
FISQ'ID FOR COMPLETE COMPETITIVE 80 SE1.11ICTION PROCESS T14E OWNEIR(DEVELOPER AND
CONTRACTOR SMALL AAGUMF FtEbPOt4muTY AND UADL)TY FOR C40OFtm"TICN OF DM>-�
WORK; IMCUICM 00 NOT LIMITED TO GENERAL CAL, PLUMEs AND MIAC
SYSTEMS. TWE AACMIrECT IS NOT LIA191.2 FOR CA4=ZC=0=E11L0EWC6T`M8AOf! MY ON WE
*EPECTION OLM40 THE COURSE OF OONSTRIJCTIOM OR FOR MALS AND SPECIFICATIONS NOT
-TION TBOMM"Re AND PRACTICES
CYRACTOR SMALL IrLIZE CM*TRLr
I TME C
STAWARD AND ACCEPTABLE TO THE CONSTRUCTION WAXISTRY r413 ARCMITECT DOES NOT
A8111,111111 IJA51JTY OR FtESFCt4&WLMY FOR MVMCOG OF CONSTFIIJICTICN OVALS NOT IN
THESE CONTRACT
I TWO ARCUTECT RAS NOT SEEN RETAJMED OR COt'PD"TED TO PROVIDE DESON ANDIOR
0"TIRLICTION REVIEW SERVICES RELATS* TO TME CONTRACTOR 6 SAFETY PRECAUTIONS OR TO
WAS$, METHODS, TECMNICM OR PROCIEDWISS RZOARIED FOR WE CONTRACTOR TO
Me WOM T1418 WDERTAKING OF PERIODIC 6" VISIT& IST T16 AftCWTWT SMALL HOT BE
CONSTRUED AS SUPERVISION OF ACrLIAL CONSTIRLICTION NOR MAKE HIM RESPON91154.2 FOR TME
PERFORMANCE OF WORK BY TWE CONTRACTOR OR SsAWOMrRACTOR OR FOR ACCESS, VIS",
USE. WORK TRAVEL OR OCQIPAMCY BY ANY PERSON.
D CIEWERA) CONTRACTOR 8".1. VIEF131" ALL !DIMENSIONS AND EXISIM WNIVITIONS, BEFORE
STARTING, ILIORK- NOTIFY ARC411SICT OF ANY DISCREPANCIES, BEFORE PROCEEDIs 1111TW
L GENERAL CO14srRACrOft 19 RESPOINtME FOR PROPER GOORDINATON OF TWE WORK. OF ALL
TRADES AND 111111PPIJERS, AND TO 1MS1JQIff THAT ALL OPENINGS PM C014DJM AND MIED
PROVIDED FOR AND PROPERLY LOCATED, COORDINATE OTH GUISCOMMACT. Visl=
10, T48 CONTRACTOR 69ALL LOCATE AND PROTECT ALL EXISTING UTILITIES AND COMIRECTIONle
e� SE1118st WATER, *A0 AND ELECTRIC SERVICES BEFORE AND DIJRSIQ HIS WORK
12, THE AJtCWWT MAII NOT BEEN RETAINED TO PROVIDE DMIGN AWD/OR CONSTRUCTION ReYIEW
SERVICIES RELATING TO TWE BULDIINWIS 0ONSTRUCTION SAFETY SEGLIRITY OR MAN& AND
t-ISTMICID!,
M 111WERS A COWbTIsI=Tk')M PETAL to NOT SWOW OR NOTED TWE PETAL IWWAIJL BE TWE SAME AS
FOR OTHER STICAR WFWL MATCM EXSTW. ADJACENT WALL AREA QMBM APPL)CABLE.
14 6MWP OWAILA SMOLLD Be BUISMITTED TO WAVEN FOR REVM DEP42M PROCEMCM Is
FABRICATION.
IS DRAU141016 ARE FOR UBE ON VMS PROJECT OMLY AND ARE NOT W1`ENOED FOR RELISE WHOW
1111RIT"TEN APPROVAL FROM MAVEN.
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-&KM SMALL 50 A MINIM." SIZE OF 16 11MICUES TALL BY 12 INKCHES, UM
-TWE BOTTOM OF THE 6100410 SMALL BE MOLIRTED 46 TO 60 INC44M ABOVE *RAIPE
-610.1,15 ISWALL BE TO INDUSTRY STANDARDS (VILCAN RAINDOLLI Sills
EMED TIC 16616 , OR ECUVALENT)
-61(" 814ALL 15E RED LETTERING ON A WHITE BACKGROUND
-91ONS 15"AILL 80 SPACZD " FEET APART OR AD DIRECTED 15Y THE FIFLE
MAR94AL
v 1\
FACE OF CU�4
LAND USE INFORMATION 101/102
BUILDING jumsc*cnoN,
SNO"C"9141 COUNTY
ADDRES&
21220 EOMOI WAY
PARCEL NUMBER:
ZONNG
MLT1 FIAMILY RWOENTLAL
LOT Size-
ISS56 1b SOFT
IMPERAOUS SURFACE:
PR41110aw
1) ROOF AREA,
$54 80"
2) FoarPRiNT:
:146 SCIPT
3) COV PATIOMIECK
0 SGIIFT
4) IMP. IPATIOA)1�
46 80"
5) DRIVEWAY 9 SIDWALKS,
6"2 80"
6) tmP austs covERAaE (2-b)
11W SGWT
1) LOT COVERA(W
66,1%
BULDING SETBACKsO,
FRONT WO .
REAR - IW-o*
en'm - 10'e"
D
H :
A C'
V IN
0
R
K
E S
p
N H
3410 ALDERGROVE ROAD
FERNDALE YVA 911M
.r 5U,2MOOM
MVU M
COPYRK3HT 2014
U)
F-
z
w
IN
0
5
(L
z
0 Lu
10 F—
U z
r 0
w
u w
11111H
PROJECT
13-024
DRAWN BY
S. ases
DATE
3.11.14
SCALE
AS Noted
CHECKED
Sow Hagsted
w
IjpA
h�JV
M;ZW
W—ffip"M"Hmmrtr�T�) MGM_ MAMNA11 IM 16
H2. UMAW1NL'$* ofAM= t-(.WM U= f—JN IHIU r-r-1L1f1jr-1L11 L.1114-11 AAINIol 14%.oll
-65 � UNIT COUNT. PARKING
WRITTEN APPROVAL FROM HAVEN. !(WO.03,� ;SO.2'-OF NOTr=: SEE OVIL DRAWINGS FOR SIDEWALK ACCIE
D
BEDS. REQUIRED SPACES
CALC' POSITION)L EASEMr=NT AND STORMWATER ArrEVS L EAEI=
3 B
4 ed 4 @ 2.0/3BR = 8
5 2 Be
5 @ 1.8/2BR = 9
1 1 Bed
1 @ 1.5/1BR
23 - Total Beds
18.5 (19 Spaces)
FLOOR ELEVATIONS
UNIT
AVG. ORIG.�
D SIGN FF
FINISHED
ELEV.
GRD. ELEV.
GRADE
DIFFER NICE
101/102
378.2'
376.0'
-2.2'
103/104
378.0'
375.8'
-2.2'
105/106
377.6'
375.5'
-2. 1'
107/108
376 4'
375.2'
-1.2'
1091
376'.3'
375.1
110
376.6'1
MX
1 -0.91
vi p .
<Z
u
w 0 w
w
-F=ni r\I n- n , 1\11("Ir 1\1 -0
A, ENG I Ki I -
Limit
2"X2' By CA' MIRE OR
15449 SQFT
Sean Hegstad
1-a r, 18, NUMMUM
1
PAVED
E
th
COUIVALENT, IF 7A%%Aj1
STRE1401H FA9R[( O�.
I ROOF AREA:
1552 50FTL
�GROUND
[.
DRIVING
SURFACE
_1 1_ ' � L :� :G nd
R�tell SOP, -v- I s h- d Grad
Z. 4_ F
1n
.
2 X 2 WOW POST,
T
I . .
2) r-ooTf=RiNT : 1 1. 1 . I �
TIO/DtC Ii
: _ STR EETL FIL E
!FT \A
4' POriorited P C
4EV.*,y (AAntO Oft
STEM POST, an
EQUIVALENT.
4) IMF. PATIO/DEC;K
52 SQFT
GEOTEXA�E btkr-,&*�
DrainageTile
'je:
- I
NO
no FILL
DISTIMSED SLOPE. VATIIIN
4 �FT. /TLL F'Z'
4 FT. OF FFCE.
L . I ':\ —4D
NIN
5) DRIVEWAY f SIDEWALKS:
90 IMP. SURFACE COVERAGE (2 5>
6062 SQFT
1604 SQFT
REGOSrE
R(CHOT
QUARRYL SPA A.S.
Cd
Mile or cru Sh Sl()flU
Mon s conaiti�iis rra'�1�0,
-1) L6T '0 VERAGE:
h, M. ruagst
4!' TO 6 QUARRY, SPALLS,
tile In U4` � 40�tq and (jit6r
draiiiat te or aggfq, draln
go composc me j�j�k,
0�tpmj n directed by
OURY BOTFOIJ OF FILIER fAgRIC
I
414
I .
STATE OF WASHINGTON
geoiechnical engineer.
j,
MATERIAL, BACKFILL MEN011 WITH NATIVE
SO;L 3/4
a.
4-- 1 - .
5UILDING SETIBACKS
Zone Comer
Flag
�6� :RAP
OR WASKO ORAVEL.
.
d—
ONT
etbWksa
ar
RESIPENTIAL TEMPOLRARY CONSTRUCTION
ENTRANCE
I R rced M I S6 n,�
Typida ei nfo
t4 TS
SILT PENCE
REAR 15'
landard Unit �'V
7 4a"
Front
lq�
U B.
Riear P
: ) t
CONSTRUCTION AND GENERAL NOTE
1. ALL CONSTRUCTION TO COMPLY W
TH 2012 INTERNATIONAL IBUILDING CODES AND
NEW III
WASHINGTON STATE AMENDMENTS - i
A
WOOD
2. ALL ELECTRICAL, MECHANICAL, FUUM15ING,
I SPRINKLER REVISIONS, UNDER SEPARATE
FENCE
PERMIT TO COMPLY WITH ALLAIIA15LE
15UILDING CODES.
0.0/
15' "
3. DO NOT SCALE DRAWINGS. CONS�LT
ARCHITECT AND OWNER FOR ANY DIMENSIONAL
S13
CLARIFICATIONS, ERROR$ OR CONFL�CTS.
FLOOR PLANS TAKE PRECEDENCE OVER ELEVATIONS IF
2.0%
en
CONFLICTING. GENERAL CONTRACT I
MUST VERIFY DIMENSIONS I=RIOR TO PROCEEDING.
4. GENERAL CONTRACTOR SHALL 5'
RESPONS15LE FOR ALL COORDINATION OF WORK 5ETWEEN
SU15-CONTRACTOR TRADES. PROVIC
G WEATHER -TIGHT SEALS, FLASHING AND CAULKING AT
All CONNECTIONS AND PENETRATIOt
FOR MINIMUM WEATHER PROTECTION
AND ROOF SYSTEMS. REFER TO 15C SECTION 1405.2 115e3
EQUIREMENTS. SEE ENVELOPE ENGINEERING PLANS FOR NOTES
AND DETAILS FOR "WEATHER RESIST]
E 5ARRIER" SYSTEMS AND INSTALL PER MFGR.
LINK FENCE
REQUIREMENTS.
5. THESE DRAWINGS ARE 15ID-DES16
I DOCUMENTS AND MAY LACK SOME DETAIL AND SPECS.
PROP. LINE)
REQ'D,. FOR COMPLETE COMPETITIVE
51D SELECTION PROCESS. THE OWNER/DEVELOPER AND
CONTRACTOR SHALL ASSUME RESP0NSl5ILITY
AND UA51UTY FOR COORDINATION or- 5iD-DE6IGN
WORK, INCLUDING 15UT NOT LIMITED T
GENERAL CONSTRUCTION, ELECTRICAL, PLUM51NG AND HVAC
SYSTEMS' THE ARCHITECT 15 NOT LiA
3LE FOR CHANGES/CORRECTIONS MADE 15Y ON SITE
.5
INSPECTIO'N DURING THE COURSE OF;,::�ONSTRUCTION
OR FOR DETAILS AND SPEcir-i CATIONS NOT
4.8
INCLUDED.
PRIVACY FENC
III THE CONTRACTOR SHALL UTILIZE
CONSTRUCTION TECHNIQUES AND PRACTICES
W11 3' OF RET. WALL, TYP
STANDARD AND ACCEFTA15LE TO T�IIE
CONSTRUCTION INDUSTRY. THE ARCHITECT DOES NOT
ASSUME UA51UTY OR RESPONSI5ILITj-
FOR METHODS OF CONSTRUCTION DETAILS NOT INCLUDED IN
5'X4 -
THESE CONTRACT DOCUMENTS.
PATIO, YP
1. THE ARCHITECT HAS NOT 5EEN R
TAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR
CONSTRUCTION REVIEW SERVICES R
LATING TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO
2.0%
MEANS, METHODS, TECHNIQUES COR
OCEDURES REQUIRED FOR THE CONTRACTOR TO PERFORM
HIS WORK, THE UNDERTAKING OF PE
[ODIC 51TE VISITS 5Y THE ARCHITECT SHALL NOT 15E
CONSTRUED AS SUPERVISION OF AC,
AL CONSTRUCTION NOR MAKE HIM RESPONS1115LE FOR THE
PERFORMANCE OF WORK 15Y THE C
NTRACTOR OR SUIBCONTRACTOR OR FOR ACCESS, VISITS,
USE, WORK, TRAVEL OR OCCUf-ANC;*j
5Y ANY PERSON.
F1111P CA15LE 5UILDING CODES:
2012 INTERNATIONAL 5UILDING CODE
NTIALICODE,
2. WASHINGTON STATE ENERGY CODIIES
0
3. WASHINGTON STATE AMENDMENTSilAND
ORDINANCES
ATA:
6.0' WOOD FENCE
EXSTING FENCE
_PAA=I2
=ISMIr
SEISMIC ZON�E�:�D�l
- ZO
CY r
.3ROUPS: R3
�Orr_CU�PANCY GROUPS: R3 IRE�51C>ENTI��
ADJ. PROPERTY (0.11'N, 0.3'W OF t
6.0' WOOD FENCE CDRNER)
CONSTRUCTION: TYPE V -5
LEGAL DESCRIPTION:
(0 25'S OF CORNER)
x x
LOT -5, 15LOCK 1, RIDGE ACRES, ACCORDING
RECORDED IN VOLUME 13 OF FLATS,
COUNTY, WASHINGTON; EXC;EPT LHE
TO THE FLAT THEREOF
FACE cal, RECORDS CF SNOHOMISH
WEST IN FEET THEREOF;
C) Z_ - a I . . N
Nt x X,
r_- X___� x .0 375
x
ro II I X: 2 EtE5 R AULT
k\\Z 7 6'
\,\ 6 1 9 0'
ANDEXCEPT TTHAT PORTION, IF AN-,', IN STATE HIGHWAY I-W;
100011 375
101011
AND ALSO EXCEPT THAT PORTION P11EEDED TOSTATE OF WASHINGTON 375
5Y DEED RECORDED UNDER RE ZDING NO. 21c33205. 6 SIB ON LINE) R
SU5..ECT TO EASEMENTS, RESTRI TI )N AND RESERVATIONS OF RECORD. 11 1 011�
T15
FENCEXk.
ENERGY: )'S 0 F
4r,
ANY MODIFICATIONS TO THE PROJECT WILL MEET THE PRESCRIPTIVE REQUIREMENTS X 1 1411
OF THE WASHINGTON STATE RESIDENhAL ENERGY CODE, WITH THE FOLLOWING )RNER) 11_� I- L:
S7 (CLIMATE ZONE MARINE 4 WITH HEA I II-Ra 5 1 ELECTRIC ...... ....
UNI I i t7o UNI I I t�7m
37 Z, EL: 315.49
5 R VAULTtU CEILING. PATIO
2. WALL INSULATION = IR-21 MIN. 01 ADDRESS: 232;!4 1 WFS
3. .-PERIMETER SLA5 INSULATJON = fR ITI 0 MIN. 2.0% / 2 CAR
2 CAR
III MIN 0.3 UNIT - U1
15492.0 sr Sr 41T.
5. PRO eIDE VENTILATION SYSTEM dONNECTING A" TOILET ROOMS 21 q1 I
x 19 i
LAUNDRY ROOM. 452.2 Sr 42cl:5 S`F
e
�PINRRNR
III ANY DESIGN ALTERNATES TO 5E SU5MITTED AND REVIEWED FOR CONFORMANCE. CIARAGrE GARAGE V,
15.2
FF P
CODE NOTES:
CD A
cpEMF
COLOR 9 SCHE'
1. MECHANICAL, ELECTRICAL, sf=RlNrLER REVISIONS ARE UNDER SEPARATE PERMIT AS
REQUIRED.
X4 -
2. EXTERIOR JOINTS SHALL 15E FLA04ED, SEALED, CAULKED AND GA5<ETED OR CA EXISTiNG GRAGE:
WEATHERSTRIPPED TO LIMIT AIR INFILTRATION AT THE FOLLOWING LOCATIONS: 0-) ATIO, RAGE
A
7-
x
- WINDOW AND DOOR FRAMES
- OPENINGS 5ETWEEN WALLS AND FOUNDATIONS
- 15ETWEEN WAH 5 AND ROOFS
x
14.
376.2
0, "'VAL
_4 �510
onon
- PENETRATIONS AT WALL ASSEMBLIES TO 5E SEALED CAULKED WITH UNIT
'u
i!m, 'o
oRr=69: 23222
PRIV, gg
APPROVED "&., 1: iiii,
r i el AD
- MATERIALS. PROVIDE MFGR. SPE4. ALL OTHER OPENINGS TO THE OF RET. WALL, I Tr- qgmule 2 CAR i,�,,
> t� ffigga
ADDRIE-99: 23224
2 5ED
..............
15UILDING ENVELOPE
UNIT "'1 `511 �fi4t
_w, 1.5 Sr
3 f3F_D 2 CAP- il`3.111*15
- TO PROVIDE INSPECTOR WITH MAN11FACTURERS CUT SHEET DEMONSTRATING
CONFORMANCE. 1.502.0 Sr- UNIT
3. INTERIOR FLAME SPREAD REOUIR� MENTS: 452.2 Sr- GARAGE
Fr- (S 315.5 1411
INT. WALL � CEILING FINI5HE5;(TA5L 03.'3) CLASS c (FLAME SPREAD 0 csARAGE 1!
16-240,IIa) A" EBLDG- INSULATION RE IlizES A FLAME SPREAE) RATING OF 25 AND A SMOKE ni;I r--jr-WEME 15
AM=A IN I Ht: I r- VIL4NI I T Ut- I HIM ==L�JKLJUM IN L-?Wr-LUNL:$ UNI 1,7 ANL.J UN IMALH =Vr-L II !II,
W
THE D ELLING AND IN ACCORDANC WITH MANUFACTURER 1 S RECOMMENDATIONS.
151411
MINOR
3
UNIT I Oro
A0045 �-2322(0
3 5ED 1 2 CAP-
1502-0 Sr- UNIT
452.2 SF
GARACiF-
r-F (a 31SP-5
C; 0 L 0 R S _r, _PF-T 1 ��
UNIT 1405
ADZg�_SF 2322ro
3 5F_0 12 CAR,
sr UNIT
4a2.2 Sr-
GARACI
r-r- (a 31e.5,
SCwEME 5
COLOR
5. GENERAL CONTRACTOR SHALL VE ERIFY ALL DIMENSIONS AND EXISTING CONDITIONS eEFORE 1512"
-T bF ANY DISCREPANCIES DEFORE f-ROCEEDING WITH
STARTING WORK. NOTIFY ARCHITEC cb
AFFECTED WORK. Ix cb
101011
S. GENERAL CONTRACTOR 16 RESPO 4515LE FOR PROPER COORDINATON OF THE WORK OF ALL
TRADES AND SUPPLIERS, AND TO INE, URE THAT ALL OPENINGS FOR COMDUITS AND SLEEVES ARE 378
PROVIDED FOR AND PROPERLY LOGATED, COORDINATE WITH SU15CONTRACTORS T SUPPLIERS.
10. THE CONTRACTOR SHAH LOCATE AND PROTECT ALL EX15TING UTILITIES AND CONNECTIONS ro _1120
INCLUDING SEWER, WATER, GAS AND ELECTRIC SERVICES 5EFORE AND DURING HIS WORK.
12. THE ARCHITECT HAS NOT 5EEN R
N�JTAI,NEN TO PROVIDE DESIGN AND/OIR CONSTRUCTION REVIEW
CO�
C 3;1
SERVICES RELATING TO THE 15UILDi "TRUCTION, SAFETY, SECURITY OR MEANS AND
METHODS. 382
13. WHERE A CONSTRUCTION r.)ETAIL NOT SHOWN OR NOTED THE DETAIL SHALL 5E THE sAMEA5
FOR OTHER SIMILAR WORK. MATCH dXISTING ADJACENT WALL AREA WHERE Af-PLICA15LE.
14. SHOP DETAILS SHOULD 5E SU5MIYjTED TO HAVEN FOR REVIEW 5EFORE PROCEEDING WITH FOUND 5/8" REBAR WITH CAP
FA15RICATION. "R.M.A. LS4561"
15. DRAWINGS ARE FOR USE ON THIS :`ROJECT ONLY AND ARE NOT INTENDED FOR REUSE WITHOUT STAMPED:
WRITTEN APPROVAL FROM HAVEN. (WO.0,3', SO.2' OF
CALC'D POSITION).
-A' RICID OR I, FL XIBLE PRIM;
PERFORArIED PIPE
LATCH SASINI N
INFILIRAIION TRENCH VARD DRAII`4
P[.AN MW
SITE RLAN
-ROOF
OVC rLOW DRAIN SCALE: I" 10'- 0"
5PLASH SWC.
1* RIGID, OR 6" FLEXIBLE
PERFORATED PIPE
5 0, MIN
92" V MIN, PAWD SURFACE:
FINE
VARIES I MIN CATCH BASiti/
A- WA5HED ROCII YARD DRAIN 50* MINIMUM: OR TO GARAGE
WIHIIR I$ SHORTER
PROFILL 111EIVI
�EXJISTING 16' MINIMUM PAVED:
GROUND
fILI�R FABRIC SURFACE
'00 OR 6- FL�XIBLE
"I ,
!fORATED PIPE
12" WASHED. ROCK
13/4' I I/Z" V GEOTEXTILE BENEATH
14� QUARRY SPALLS�
SECTION A ik 4- TO 6" QUARRY SPALLS
25' RADIUS
R0% 1r1-2.A____1 Rr=.siQF_NTIAL TEFAPORARY CONSTRUCTION ENTRANCE
11111,1JR1I SYSTFM
Not (o Scale 400',01. WITM ANDRIMEN1 OF PRIC fV-ORKS
WOOD
FENCE
8"Min Low Permeable 80111 Keystone Cap Unit
kaystone Standard
Uid
urit Drainage Fill
(.W"Crushed
P"N' V
Rockorstone)
Approxlmals� 1 1XI
LIMItS Of
$4
Excavation
d II
r-.FfnishedGrade
4" Perfol
Orains
gij Tii(, -w A
Note:
Wben site conditions require. wrap drainage or Crushed Slone,
Leveling Pod
tile in �L'4` oggregate andfilter Wxl,� wIth
drainage compo8ite or nggrogate backthiiiin
sy�lern, as directed by gootechnical engineer
Typical Reinforced VVaII Section
Standard Und - 1' Selimck
7
ANG:
WMI
-SEE CIVIL FOR SIDEWALK
LOCATION � SHAPE EX. C.B.
ELECTRICAL
TRANSFORMER TOP=J74.04
24X24 INV (SE)=370.83
tit e, INV (NW)=370.22
: N,\:,. � N,
N
TYJI D
" D V
"�Y\ 171 E L V
M
09
T15M "A' OF
PAGE,
ELEVATION: 311.50.
SEE CIVIL
�FOR MORE DETAIL
PROJECT SIGN
k_)--PER SEPARATA
�U, PERMIT
74.69
M
A110 13
-70
M
34" 1"
E ' ' M31 8 71'
A
7 9 1�� 9- //V
1F.ATIO, TYP.
;7Q
e e
NEW I&'
(1.15'N OF WOOD 5.0' CHAIN LINK FENCE
PROP. LINE) FENCE, TYP. (0. 4`N OF PROP. LINE)
FIRE HYDRANT
COVERAGE
Lot Size - 19956.75 SF
Building Area - 7018 SF
Lot Coverage - 35.10%
Imp. Surface - 66.7%
Coverage
FAR- 0.98
FLOOR ELEVATIONS
UNIT
AVG. ORIG.
DESIGN FF
FINISHED
ELEV.
GRD. ELEV.
GRADE
DIFFERENCE
101/102
378.2'
376.0'
-2.2'
103/104
378.0'
375.8'
-22
105/106
377.6'
375.5'
-2. 1'
107/108
376.4'
375.2'
-1.2'
109
376.2'
375.1'
-1 11
1 1101
376.2-1
375.5-1
:-6.71
FIRE LANE NOTES
-SIGNS SHAH 5E A MINIMUM SIZE OF 15 INCHES TALL 5Y 12 INCHES WIDE
THE 50TTOM OF THE SIGNS SHALL 5E MOUNTED 45 TO III INCHES A50VE GRADE
-SIGNS SHAH 5E TO INDUSTRY STANDARDS (VULCAN RI-6-9, RAIN50UJ 01-5,21,
EMED TC 1881ro, OR EQUIVALENT)
-SIGNS SHALL 5E RED LETTERING ON A WHITE 15ACKGROUND
-SIGNS $HALL 5E SPACED 50 FEET APART OR AS DIRECTED 5Y THE FIRE
MARSHAL
2-w By ii rk wRE'OR
EOWVX.tNT. IF STANDAA
STRENGTH FABRIC IS V;ED.:
2 X 2 WOOD POI
SIEEL POST, OR
EWVALCNr.
NE)NI GRADED X1 J NO FILL V411*4
,
Z5
DIMRSED SLOPP 4 FT,
OFF rENCE;
I--,'
2*"
13URY
X%On Of nLWR FARRIC
MAIMAL OAC ENCH WTH NAinvr
sal, OR 3/4*A5* WANED GRAVEL
nZIM CROM
UPI
-
SILT FENCE
ENGINEEI:IING DIVISION
P S No
Date-.4q
LAND USE INFORMATION
FACE OF CURB
H
D
E
A
G
N
w
0
E
R
K
S
N
H
0
P
3410 ALDERGROVE ROAD
FERNDALE, WA 98248
(360) 527-2840
WWW.HAVEN-DW.COM
@ COPYRIGHT 2014
III^
U)
0 Z
w
LL
y (A
6 Z
BYPLA
U.
D
U) N F_
REMOVE EXISTING
RETAINING WALL 0
AS PER CIVIL A 411, Z
U
"'o
qO2 �- 2
F r 0 nt C',
J 9� �11
IV15 _1_9
LL
45,49'
>_ 01 10
ca U) col Cw)l
t !�!! 0
(0 1 a -
UJI Uj Uj
0 0 0
CD 0 0 0
Z W x 0:
0 W w _�qt w
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5: Cn 0) U) U) U)
w < < �- < F-
X a Z " Z , Z
w - w I" w Uj
02 :E 2
:2 U) 2 U) :2
0 5; 0 5; 0
elf 0 Fx 0 x 0
5UILDING JURISDICTION:
g�ITY OF EDMONDS _-�
PROJECT
ADDRESS:
13-024
FARCEL NUM5ER:
DRAWN BY
ZONING:
MULTI FAMILY RESIDENTIAL
S. Clayton
DATE
LOT SIZE.
IB'556.15 SOFT
6.4.14
SCALE
IMPERVIOU5 SURFACE: PROPOSED
As Noted
CHECKED
I) Roor- AREA:
I SOFT
Sean Hegstad
2) FOOTPRINT: -
1513 5QFT
3) COV. PATIO/DECK
e SOFT
4) IMF. F>ATIO/DECK 80 SOFT
5) DRIvEWAY I SIDEWALKS: (oe&2 SOFT
3 -EGISTERED
a" 7PA
�5
I&) IMF. SURFACE COVERAGE (2-5� Iro53 SOFT
P
.CH Tj
ECT
1) LOT COVERAGE:
"I' M' He 5ad
t1TAT'E0FW
RESUB
MgNGTON
5UILDING SET5ACK5
FRONT 15'e"
OCT
0 9 2014
REAR -
SIDES - le'4a
Edmonds Way BUILDINGIDEPAR-UMENt
23230 (101/102) 8LD2014-0240. CITY OF
EDMONDS
23228 (1031104) BLD20114-0241
23226 t,105/106') BLD2014-13242
23224 (107/108) BLD20 14-0243
23222 (1109-1110) BLD2014-0244
ALL UN;TS - SITE WORK UNDER PERMIT
BLD2014-0299
FILE
In"EET
APPLICA15LE eUILDING CODES.
L 1 91 N IAL CODE, 2012 INTERNATIONAL 5UILDING CODE
2. WASHINGTON STATE ENERGY CODES
3. WASHINGTON STATE AMENDMENTS AND ORDINANCES 0
_AgW2!��AT04- EXISTING FENCE 6. D' WOOD FENCE
SEISMIC ZONE: 01 Di. PROPERTY (0. 11 IN, 0. SW OF
OCCUPANCY GROUPS: R3 RESIDENTI 0 A CORNER)
CONSTRUCTION: TYPE V-5 6.0' WOOD FENCE
(0 25'S OF CORNER) x
LEGAL DESCRIPTION: I X_ 4.9-7x
LOT % 5LOCK 1, RIDGE ACRES, ACCORDING TO THE FLAT THEREOF X ---- � X____�� . a .0 376
RECORDED IN VOLUME S OF FLATS, PACE 131, RECORDS CF SNOHOMISH x
COUNTY WASHIN TON; EXCEPT LHE WEST IN FEET THEREOF;
FILTER VAULT
\0 '7
"0
7 6 \\'-
L\ 61 .9 0'
AND EXCEPT TTHAT PORTION, IF ANY, IN STATE HIGHWAY I-W; 375
................
101091
AND ALSO EXCEPT THAT PORTION DEEDED TO STATE OF WASHINGTON N 375 10 01" UIN LI E) F I R
5Y DEED RECORDED UNDER RECORDING NO. 2lc33205. .... ... . . .
SB . .......
o
............ ..........
...............
................... ........... .......
1 ............. CAI R-C) 0"'
SU5..EC,T TO EASEMENTS, RESTRICTION AND RESERVATIONS OF RECORD. ..........
..........
... ........................ . ........ ...
EL. 315 0
F E N C E
ENERGY: 'S OF N�:
_T WILL MEET THE PRESCRIPTIVE R
,ATIONS TO THE PROJEr x
EQUIREMENTS F_L: 315. �`,,,R' A
ANY MODIFIC N
NWI
)RNER)
OF THE WASHINGTON STATE RESIDENTIAL ENERGY CODE, WITH THE FOLLOWING
CONSTRUCTION: r
�LIMATE ZONE MARI
;jg��C NE 4 WITH HEATING 5Y ELECTRIC3!�P__ 376
'311"41- INIT 105 upm I A li .0
1. KC0F IN5ULATIUN M-4-4 MIN., K-35 @4 VAULTEU CIEURG. X1 1 1
_SS: 23224
2. WAH INSULATION R-21 MIN. Ai, OP.
TER SLAB INSULATION -10 MIN. 2.0% 3 5FD 2 CAR 2:15ED 12
10 Mi
e-- r- UNIT:: a
�A A" A7TiJt1. I INJIT
5. PROVIDE VENTILATION SYSTEM CONNECTING ALL TOILET ROOMS X 452.2 Sr -
'it LAUNDRY ROOM. k'
6. ANY DESIGN ALTERNATES TO 5E SU5MITTED AND REVIEWED FOP, CONFORMANCE. CsARAGF-
Fr- 0 315.2 1,
CODE NOTES:
COLOR SCHEM5 A
1. MECHANICAL, EIECTRICAL, SPRINKIER REVISIONS ARE UNDER SEPARATE PERMIT AS
REQUIRED. X4'
2. EXTERIOR JOINTS SHALL 5E FLASHED, SEALED, CAULKED AND GASKETED OR ATIO, T
WEATHERSTRIPPED TO LIMIT AIR INFILTRATION AT THE FOLLOWING LOCATIONS: X
- WINDOW AND DOOR FRAMES
- OPENINGS 5ETWEEN WALLS AND FOUNDATIONS
- 5ETWEEN WALLS AND ROOFS
- PENETRATIONS AT WALL ASSEM15LIES TO 5E SEALED CAULKED WITH
PRIVACY FENCE...- It IIT I
APPROVED
W 1:31:-.01177 FRE 1.
HER OPENINGS TO THE WALL, TYR -
MATERIALS. PROVIDE MFGR- SPECS. ALL OT
15UILDING ENVELOPE 3 IBED 2 CAR
TO PROVIDE INSPECTOR WITH MANUFACTURERS CUT SHEET DEMONSTRATING sr- UNIT
CONFORMANCE.
3. INTERIOR FLAME SPREAD REQUIREMENTS: 452.2 5t-
INT. WAH ; CEILING FINISHES;(TA51;= 503.S) CLASS c (FLAME SPREAD OV GARA64F_ :W2
16-200) A" 15LDG. INSULATION REQUIRES A FLAME SPREAD RATING OF 25 AND A SMOKE
DEVELOPMENT RATING OF 450. (SECTION 120� THE INSULATION 19 REQUIRED TO 5DE LISTED F r-
COLOR, WFME A
7-
LA5EI FD OR EACH 5AG MUST CONTAIN CERTIFICATE OF COMPLIANCE FROM MFGR. (NON-
R
FORMALDEHYDE MATERIALS) .1
4. PROVIDE FIRE 5LOCKING FOR ALL CONCEALED FRAMING AND AT THROUGH PENETRATIONS
PER115C:115. �t A 1 3 TI
5. ALL CLAZING WITHI ia" or- ANY DOOR JAMPS TO E SAF I A71Wn MAT ul
N-A
SMOKE DETECTORS IN EAC-H.5EDROOM AND ADJACENT HALLWAY AND 0 :E A4
PROVIDE C)
k
ADDITIONAL STORY OF THE IBUILDING; INTERCONNECT: EACH: ALARM (R314 3�
1. PROVIDE APPROVED CAR50N MONOXIDE ALARM 01 TSIDE OF: EACH SEPARATE SLEEPING
AREA IN THE IMMEDIATE VICINITY OF THE 5EDROOM IN DWELLING UNITS AND ON EACH LEVEL OF
THE DWELLING AND IN ACCORDANCE WIT14 MANUFACTURER'S RECOMMENDATIONS.
1514"
J7
CONSTRUCTION AND GENERAL NOTES: F-L- 311-1 NO
1. ALL CONSTRUCTION TO COMPLY WITH 2012 INTERNATIONAL 15UILDING CODES AND NEW 6' U.
WASHINGTON STATE AMENDMENTS. MR
WOOD V
2. ALL ELECTRICAL, MECHANICAL, PLUM5ING, I SPRINKLER REVISIONS, UNDER SEPARATE FENCE
160 v
PERMIT TO COMPLY WITH ALL APPLICA15LE 5UILDING CODES. ". ��. I., UNIT 14are
N FSS: 2322(o
3. DO NOT SCAI;= DRAWINGS. CONSULT ARCHITECT AND OWNER FOR ANY DIMENSIONAL SB 2.0%
CLARIFICATIONS, ERROR$ OR CONFLICTS. FLOOR PLANS TAKE PRECEDENCE OVER ELEVATIONS IF en AD�
,TOR MUST VERIFY DIMENSIONS PRIOR TO PROCEEDING. 3 j5FD / 2 CAR
Z",
CONFLICTING. GENERAL CONTRAC
4. GENERAL CONTRACTOR SHALL 5E RESPONS15LE FOR ALL COORDINATION OF WORK 5ETWEEN j502.eSF UNIT
SU15-CONTRACTOR TRADES. PROVIDING WEATHER -TIGHT SEALS, FLASHING AND CAULKING AT
AH CONNECTIONS AND PENETRATIONS AND ROOF SYSTEMS. REFER TO 15C SECTION 14e5.2 fI503 452.2 Sr
IGARACsE
FOR MINIMUM WEATHER PROTECTION REQUIREMENTS. SEE ENVELOPE ENGINEERING PLANS FOP, NOTES
Fr
AND DETAILS Fop. "WEATHER RESISTIVE 15ARRIER" SYSTEMS AND INSTALL PER mr-GR. LINK FENCE
REQUIREMENTS. HEME 5
M, ,,� COLOR SC
PROP. LINE) 1�'11�1@1�7R 2
rp. THESE DRAWINGS ARE 5ID-DESIGN DOCUMENTS AND MAY LACK SOME DETAIL AND SPECS.
f;um'D. FOR COMPIETE COMPETITIVE 510 SEIECTION PROCESS. THE OWNEIRODEVELOPER AND
CONTRACTOR SHALL ASSUME RESPONS151UTY AND LIA51LITY FOR COORDINATION OF 510-DESIGN
WORK' INCLUDING 5UT NOT LIMITED TO GENERAL CONSTRUCTION, ELECTRICAL, F-LUM51NG AND HVAC rw,,,
13
SYSTEMS. THE ARCHITECT 19 NOT LlA5LE FOR CHANGES/CORRECTIONS MADE 5Y ON SITE .5
INSPECTION DURING THE COURSE OF CONSTRUCTION OR FOR DETAILS AND SPECIFICATIONS NOT 141
. ... ... .
INCLUDED.
I CYFEN E
ro. THE CONTRACTOR SHAH UTILIZE CONSTRUCTION TECHNIQUES AND PRACTICES UNIT I e5
a r R 3 2
�:.Ujll �,::OF RET WALL, Ar ZIESS:
STANDARD AND ACCEPTA5LE TO THE CONSTRUCTION INDUSTRY. THE ARCHITECT DOES NOT
A
ASSUME UA51UTY OR RESPONS151UTY FOR METHODS OF CONSTRUCTION DETAILS NOT INCLUDED IN 5 XX 5F
0, _D 2 CAR
Yff
PATI
THESE CONTRACT DOCUMENTS.
ja&2-0 sr- UNIT
1. THE ARCHITECT HAS NOT 5EEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR
RACTOR'S SAFETY PRECAUTIONS OR TO 452.2 Sr
2.0%
CONSTRUCTION REVIEW SERVICES RELATING TO THE CONT
MEANS, METHODS, TECHNIQUES OR PROCEDURES REQUIRED FOR THE CONTRACTOR TO PERFORM GARAC-sE,
HIS WORK, THE UNDERTAKING OF PERIODIC SITE VISITS 5Y THE ARCHITECT SHALL NOT 5E -F IS
IF
CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONS15LE FOR THE COLOR SCHF-MF-
PERFORMANCE OF WORK 5Y THE CONTRACTOR OR SL15CONTRACTOR OR FOR ACCESS, VISITS,
USE, WORK, TRAVEL OR OCCUPANCY 5Y ANY PERSON.
5. GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS 5EFORE 15'211
STARTING WORN. NU I It- I AT-,�,Hl I =(- I L.1117 AN I Plut-Khr- ANCAW5 tot- UK
<0
AFFECTED WORK.
c -TOR IS RESPONS151 E FOR PROPER COORDINATON OF THE WORK OF ALL
GENERAL CONTRAC
Q) I U _ILL�
.�.
TRADES AND SUPPLIERS, AND TO INSURE THAT A" OPENINGS FOR CONDUITS AND SLEEVES ARE
V
378
PROVIDED FOR AND PROPERLY LOCATED, COORDINATE WITH SUIBCONTRACTORS I SUPPLIERS.
10. THE CONTRACTOR SHALL LOCATE AND PROTECT A" EXISTING UTILITIES AND CONNECTIONS
INCLUDING SEWER, WATER, GAS AND ELECTRIC SERVICES 5EFORE AND DURING HIS WORK.
12. THE ARCHITECT HAS NOT 5EEN RETAINED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW
��381
SERVICES RELATING TO THE 5UILDINGS CONSTRUCTION, SAFETY, SECURITY OR MEANS AND
METHODS.
382
13. WHERE A CONSTRUCTION DETAIL 15 NOT SHOWN OR NOTED THE DETAIL SHALL 5E THE SAME AS
FOR OTHER SIMILAR WORK. MATCH EXISTING ADJACENT WALL AREA WHERE APPLICA15LE.
5EFORE PROCEEDING WITH
FOUND 5/8" REBAR WITH CAP
14. SHOP DETAILS SHOULD 5E SU5MITTED TO HAVEN FOR REVIEW
FA15RICATION.
STAMPED: "R.M.A. LS4561"
15. DRAWINGS ARE FOR USE ON THIS PROJECT ONLY AND ARE NOT INTENDED FOR REUSE WITHOUT
(WO.03', SO.2' OF
WRITTEN APPROVAL FROM HAVEN.
CALC'D POSITION)
4 ' RIGID OR 6" F L E KI 8 L E
PERrORAtED PIPE
CATCH BASIN/
114FILIRATION TRENCH 1ARV DRAIN
PLAN VIEW
DRAIN
A- 5PLAIi.f. EILOCK
4' RIGID OR 6" FUCkiaLIE
PERFORATED PIPE
5.6, kilm
LEW(,
12'
_j_ IN \"_�CATCH BASIN/
."ES ROCKO' YARD DRAIN
PROFILE �tIEIV
--COMPACT BACKFILL
FILTCR FAHRIC
6. T". 41
?I 4�.'w __4' RIGID OR 6- Fi-EXISIE:
24' T,� P-�RFORATED Pin
12!� WASHED. ROCK
3/4" - I 1/2�
24--1
SECTION A A
Scale
M
3
I
42S."B SF
GARA61E,
_8
FF, P: 3153::
ERE
z, ScHEMFE
AMC-$
"\1
_SEE CIVIL FOR SIDEWALK
LOCATION i SHAPE E X, C, B,
ELECTRICAL
TRANSFORMER TOP=374.04
24X24 INV (SE)=370.83
INV (NW)=370.22
AVERAGE E XISTING GRAGE:
376
T P "H DL-k
I VEWA
376.2
�*ATI
+
IGN
NIT� '11.0
X
24"FIR
q1`1 A DRESS* 23222:
iU,
D�T!ZCA
Oil 14r�llifif'4
OF,
30 "XII
.2:
A
x
�__ �_�O�k (CMN)
SCHEME 15
COLO
NF
EL: 311.2 EL- 3-115.
10 PARKING-:
1 110 Il",
AVERAGE EXISTING GRADE:
378.0_
.,UNIT 1403
UNI I 4
ADDRIES.
11 ADDRE55: Y�5;"O.
...:::23225
2 / 2 CAR
2 5`ED I CAR
.51ED
I SF UNIT
1152.,l 5F, UNIT
4&6.1: 5F:
415.4 SF,
c-sARAGE
GARACsE
-F. 0 315.5
r
FF 0: 31r.;.-
COLOR::9CHEME F_
:;oLOR
EL: 315. 5
it
10,0"
'4��
B
PATIO, 1 ;b
U0
01 011
7
7
MIN
_-WOOD .0' CHAIN LINK FENCE
FENCE (0.02'N OF -PROP. LINE)
NOTE: SEE CIVIL DRAWINGS FOR SIDEWALK ACCESS
EASEMENT AND STORMWATER ACCESS EASEMENT.
L 0 T 8
SITE
PLAN
SCALE: I
10' Oil
Min Low Pemea ble SO4
Keyston e Cap Unit.
PAVED. SURFACE:
kqystone Standard
Unit
60"
Unit Drain age Fill
(3/4" Crushed
MINIMUM:' OR TO GARAGE: W-0,
WHIbHEVER.4 S**:,SHOR!Ek
7
'ton
Rockor,S e
Z . ... ..
p
Approximate 11- 1 114"
............
.. ... ..
Limits 0. , ,
T
Excavation
EXISTING 1W MINIMUM.
PAVED.
Finished GradI9
GROUND
wDRIVING
w
SURFACE
4"Petforated PVC
=2
Drainage We
"
0,
4
GEOTE"LE BENEATH.
QUARRY SFIALLS
Note: 11 1
Unreinforced Cor"40e ........
WrAn site conditions require, wrap dreinagg
or Crushed Stone.
Leveling Pod
4P 0 Q ARRY SPALL5
tile in',114"'awriigete end filter fabrl^,wilt)
drainage, Composite or eggregiate back chisin
y0em, as direrled by geolochnical digineer,
25* �RAOIUS..
..........
RESIE)ENTIAL TEMPORARY CONSTRUCTION: ENTRANCE Typical, Reinforced Wall Section
Standard Unit - 1" Setback
W
w 1, = I
�OFIR�
PROJECT SIGN
PER SEPARATE
PERMIT
=374.69
1
.70
.01
%wo
34' 1
0'
101011
A Q
1.7
5X
10' 0" A
Y5 1-70
,w 141�'
- - 199.39' '
N 88-03'40" E
UNIT COUNT
PARKING
BEDS
REQUIRED SPACES
4 - 3 Bed
4 @ 2.0/3BR = 8
5 - 2 Bed
5 @ 1.812BR = 9
1 - I Bed
I @ 1.5/1 BIR - 1.5
23 - Total Beds
Total = 18.5 (19 Spaces)
:
L ......... ..
0"-
PROJECT
13-024
DRAWN BY
S. Clayton
DATE
6. .
SCALE
As Noted
CHECKED
ean egs
8223 STERED
HOTF T
_r
Sean M. Heigstaid
STATE OF WASHINGTON
45.49 j
(1.15'N OF/ �_WOOD 5.0' CHAIN LINK FENCE
PROP. LINE) FENCE,TYF. (0.4N OF PROP. LINE)
FIRE HYDRANT
COVERAGE
Lot Size - 19956.75 SF
Building Area - 7018 SF
Lot Coverage - 35.10%
Imp. Surface - 66.7%
Coverage
FAR- 0.98
FLOOR ELEVATIONS
UNIT
AVG. ORIG.
DESIGN FF
FINISHED
ELEV.
GIRD. ELEV.
GRADE
DIFFERENCE
101/102
378.2'
376.0'
-2.2'
103/104
378.0'
375.8'
-22
105/106
377.6'
375.5'
-2.1'
107/108
376.4'
375.2'
-1.2'
109
376.2'
375.1'
-1.11
110
376.2'
375.5'
-0.7
FIRE LANE NOTES
-SIGNS SHALL 5E A MINIMUM SIZE OF I a INCHES TALL 5Y 112 INCHES WIDE
-THE 50TTOM OF THE SIGNS SHALL 5E MOUNTED 48 TO 60 INCHES A50VE GRADE
-SIGNS SHALL 5E TO INDUSTRY STANDARDS (VULCAN RAIN50UJ 01-B,21,
EMED TC 1881ro, OR EOUIVALENT)
-SIGNS SHALL 5E RED LETTERING ON A WHITE 5ACKGROUND
-SIGNS SHALL 5E SPACED 5e FEET APART OR AS DIRECTED 5Y THE FIRE
MARSHAL
VX1* BY 14 CA. VARE OR
EQUIYALENT. IF STANDARD.
WENGTH FABRIC Is OSED,
2.
tMA)CIRUM
2 X 2 WOOD POST,-
MLIPOSTj OR
COUIVALENT,
OR,
2.iV_MIN
K.. MOF FENCE
'y
BURY BOTTOM OF TIM FABRIC
MATIERIAL IMCKFILL TRENCH WTH.NAIM.
SaL CIR WAHED GRAVEL
�ECTION
.SILT FENCE.
' �6"
1��
gtv"y"! 1; a Q -a I 1112% LVIrs IMMI
'Regim I M 2 "10. 2
TR NNt 1,
?ED BY P.L G
to
REMOVE EXISTING
RETAINING WALL
/"-AS PEP, CIVIL
2,0 1Y 0 'Z 1PI"
Zone R111 - ClDr,']
�Sewba liq Re LL Ljr 0
Front C-_ is-
SidesIVIS /0 // 0
Rear vJ
:her
3D
I
LAND USE INFORMATION
ITY OF EDMONDS
5UILDING JURISDICTION:
23 AY
ADDRESS:
005553-001-00cJ-02
PARCEL NUM5ER:
MULTI FAMILY RESIDENTIAL
ZONING:
LOT SIZE:
15135615 SQFT
IMPERVIOUS SURFACE:
PROPOSED
I) Roor- AREA:
lcjelb SQFT
2) FOOTPRINT:
15-13 SQFT
3) COV. PATIO/DIECK
e SQFT
4) IMF. PATIO/DECK
50 SQFT
5) DRIVEWAY I SIDEWALKS:
roe&2 SQFT
ro) imp. SURFACE COVERACsE (2-5�
1653 SQFT
1) LOT COVERAGE:
ro ro., 1 %
5ULDINGOSET5ACKS
Scanned
FRONT 15'e
REAR - 15'-e
SIDES - 10'e
RESUB
UU 1 0 9 2014
BUILDING DEPARTMENT
CITY OF EDMONDS
D
T
G
.A
V
N
W,
0
E,
R
K,
S
H
O�:
P
3410 ALDERGROVE ROAD
FERNDALE, WA 98248
(360) 527-2840
WWW.HAVEN-DW.COM
@ COPYRIGHT 2014
M
>_ 0 0
ca d I U)i U21
WO
w w LU
0 0 0
U) 0 0
Z W cj� w
0 LLJ LLI V w
IL I(L [L
(j) U) U) W U) U)
Z Z Z
Uj w LLJ
Sam Ln M U) M
0 0 0
�:_ACE OF CURB
o,
4,
PROVIDED FOR AND PRbPERLY LOCATED, COORDINATE WITH SU15CONTRACTOR9 f SUPPLIERS. 11
x 4P, 4�J
1 -8 AN
10. THE CONTRACTOR SHALL LOCATE AND PROTECT AH EX STING UTILITIE D CONNECTIONS x
ZING HIS WORK.
INCLUDING SEWER, WATER, GAS AND ELECTRIC SERVICES IBEFORE AND DUP 199, 39
:W ro,
12. THE ARCHITECT HAS NOT 5EEN RETAINED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW NE
001 CHAIN I -INK FENCE
SERVICES RELATING TO THE 5uiLr->INGS.r-ONSTRUCTION, SAFETY, SECURITY OR MEANS AND N 88003 4.07 E ((1. 1 5'N OF WOOD
METHODS. 382 PENCE, TYF. (0.4$N PROP.. LINE)
PROP. LINE) OF7
13. WHERE A CONSTRUCTION Wt= I AIL. 1-t-7 NU I 'IHLAMN UM NV I I=Ll I H= L-,= I AIL VHAL-L I= I Hr- *Ar1r- AP wLwL.1 I/ J. u �-r]/AIIN LIININ r-11Wr-
FENCE
FOR OTHER SIMILAR WORK. MATCH EXISTING ADJACENT WALL AREA WHERE APPLICA15LE.
14. SHOP DETAILS SHOULD IBE SU15MITTED TO HAVEN FOR, REVIEW 5EFoRE PROCEEDING WITi (0.02".N CF PROP. LINE)
H FOUND 5/8"... REBAR WITH CAP
FIRE HYDRANT.
FA15RICATION. STAMPED: "R;M.A.', LS4561"
1r, r'j1PA111We'.c6 A;P;= r-e')IP HAP elm THIS PROJECT ONLY AND ARE NOT INTENDED FOR REUSE WITHOUT Lu
WRITTEN APPROVAL r-Rom HAVEN. (WO SO. 2' OF UNIT COUNT PARKING COVERAGE
.03 NOTE: SEE CIVIL DRAWINGS FOR SIDEWALK ACCESS FLOOR ELEVATIONS
C C
6
.9 -OR �a
Eor T D ORMW co
CALC'D POSITION) EA62EMENT AND STORmwATER AC*CES5 EA6EMENT. BEDS REQUIRED SPACES Lot Size - 1995675 SF DESIGN FF F571§11ED
4 - 3 Bed 4 2 0/3BR = 8 Ridirlinn Arpq - 7nlAqF: UNIT AVG. ORIG . =1 MI 11-DAric
w
0
W 0
Z W . I �
9 w
C/) (L
(1) U)
< 1--
0 Zu
W
U)
m 0
5 - 2 Bed
5 @ 1.8/2BR = 9
1-1 Bed
1 @ 1.5/1BR - 1.5
23 - Total Beds
-Total 18.5 (19 Spaces)
TE PLAN
SCALE: I" 1 0' 0"
$"Min, Low ertnfobleS I
eystone., ap uat
'c
PAVED SURFACE
eysione on ard
d
u
5 0' MINIMUM OR TO GARAGE
WHI'G SH.OR'IER
'HEVER
Rockorftne)
.]S�
Reinfom.d
GRD. ELEV.
DIFFERENCE
101/102
378.2'
376.0'
-22
103/104
378.0'
375.8'
-2.2'
.105/106
377.6'
375.5'
-2.1'
107/108
376.4'
375.2'
71.2'
109
3763
375.1'
-1.2-
110
376.6'.
375.71
-0.9
�PED
P RnY BY PLA
A V, 1114
n CJ,,n e
LAND USE INFORMATION,:..
ITY Or- EDMONDS
PROJECT
5UILD.ING JURISDICTION:
2i 13.024
ADDRESS:
DRAWN BY
PARCEL. NUM5ER:
..MULTI FAMILY RESIDENTIAL S. Clayton
ZONING.
DATE
IcJ1356.15 SOFT 6.4.14
LOT SIZE:
SCALE
As Noted
PROPOSED
IMPERVIOUS. SURFACE CHECKED
APPLICADLE 511JILDING COORS:
1. T0T7_1NTER9A7F0N_AL RESIDENTIAL! CODE, 2012 INTERNATIONAL 5UILDING CODE
2. WASHINGTON STATE ENERGY CODES
3. WASHINGTON STATE AMENDMENTS�,AND ORDINANCES 0
EXISTING FENCE 6.0' WOOD FENCE
SEISMIC ZONE: DI 0 ADJ. PROPERTY (0.11'N, 0.3'W OF -
OCCUPANCY GROUPS: R3 RE51DENT AL 6. 0' WOOD FENCE CDRNER)
CONSTRUCTION: TYPE V-5
(0 25'S OF CORNER)
LEGAL DESCRIPTION: -X-
-LAT THEREOF
LOT -5, 5LOCK 1, RIDGE ACRES, ACCORDING TO THE I r__1 _x x 375
RECORDED IN VOLUME s oF PLATS, !PACE S-1, RECORDS cr- SNOHOMISH x '111
(A
COUNTY, WASHINGTON; EXCEPT LHE (PIEST IN FEET THEREOF; ro -6 X 2 A Or- SAND FILTER VAULT
Lb
6)
76'
61.90
AND EXCEPT TTHAT PORTION, IF AN' IN STATE HIGHWAY I-W; 101010 I'll "1 11 11
AND ALSO EXCEPT THAT PORTION r11`lE'EDED TO STATE OF WASHINGTON 37 1-) � v4ll 375 " M__T
5Y DEED RECORDED UNDER REc DING NO. 21"33205. (FE ON LINE
11 0 SIB
SU5..ECT TO EASEMENTS, RESTRICTI )N AND RESERVATIONS OF RECORD.
FENCE
ENERGY: )IS 0 F
15-
ANY MODIFICATIONS TO THE PROJEC I wIH MEET THE PRESCRIPTIVE REQUIREMENTS X 31
OF THE WASHINGTON STATE RESIDEN rIAL ENERGY CODE, WITH THE FOLLOWING )RNER) 0
_T :N4
(CLIMATE ZONE MARINE 4 WITH HEATING. 5Y ELECTRIC
�-,5 0 VAULTEM CEILING. UNIT 10 .3 0.,
376 1) A PATI 311D 0,
COLOR 5CHimMr- /A X1
1. MECH ICAL, ELECTRICAL, � SPRINKLER REVISIONS ARE UNDER SEPARATE PERMIT AS OLOR
REQUIRED. L/
X4-
2. EXTERIOR JOINTS SHALL 5E FLA04ED, SEALED, CAULKED AND GASKETED OR ISTING GRAGE:
;g !`,!!1AVERAGE EX
0)
WEATHEIRSTRIPPED TO LIMIT AIR INFILTRATION AT THE FOLLOWING LOCATIONS:
WINDOW AND DOOR FRAMES x
R�,
1�077-x 376.2
OPENINGS 5ETWEEN WALL5 AND FINDATION5
X.-
IBETWEEN WALLS AND ROOFS
N,
UNIT
PENETRATION$ AT WALL ASSEM15LIES TO 5E SEALED CAULKED WITH
R
IT 101
U11,
APPROVED ro� PRIVACY FENCE
A
- MATERIALS. PROVIDE MFGR. SPE 5. ALL OTHER OPENING$ TO THE >:-WIL3." Or- RET. WALL, TYP 15FED
I I ADDRESS: 23224 1 1 -1.5 9F UNIT ii;
5UILDING ENVELOPE
. . . . . . . . . .
TO PROVIDE INSPECTOR WITH MAN0FACTURERS CUT SHEET DEMONSTRATING 3 5ED 2 CAR
9F UNIT
CONFORMANCE. lit
GARAGE
3. INTERIOR FLAME SPREAD REQUIREMENTS: 452.2 9F
r- F (a
INT. WALL CaARAGE
EILING FINISHE
03.13) CLASS C (FLAME SPREAD
ALL RE-0n IWAIII ATleDW fe;:i0U1lRF_q & r-LAMF _APiRFAD IRATINn oF 2r, AND A !;Me3<F �,Rn n
K - iz sr-HEME 5
C,UN?_!) I MUC- I 1UN ANL-ol` (AZINIMMAl- NU I
1. AH CONSTRUCTION TO COMPLY W TH 2012 INTERNATIONAL EBUILDING CODES AND NEW (o'
I
R&
WASHINGTON STATE AMENDMENTS.
WOOD
2. ALL ELECTRICAL, MECHANICAL, PI.UM5ING, It SPRINKLER REVISIONS, UNDER SEPARATE PENCE foil,
PERMIT TO COMPLY WITH ALL APPLISA15LE 5UILDING CODES.
3. DO NOT SCALE DRAWINGS. CONSL LT ARCHITECT AND OWNER FOR ANY DIMENSIONAL
SIB 2.0%
CLARIFICATIONS, ERROR$ OR CONFL CTS. FLOOR PLANS TAKE PRECEDENCE OVER ELEVATIONS IF
��qao igpp
g
CONFLICTING. GENERAL CONTRACTC R MUST VERIFY DIMENSIONS PRIOR TO PROCEEDING.
4. GENERAL CONTRACTOR SWALL 5 E RE5PONS15LE FOR ALL COORDINATION OF WORK 5ETWEEN
51,15-CONTRACTOR TRADES. PROVIC ING WEATHER -TIGHT SEALS, FLASHING AND CAULKING AT
ALL CONNECTIONS AND PENETRATIOt 5 AND ROOF SYSTEMS. REFER TO 15C SECTION 1405.2 115e3
FOR MINIMUM WEATHER PROTECTION REQUIREMENTS. SEE ENVELOPE ENGINEERING PLANS FOR NOTES
AND DETAILS FOR "WEATHER RESISTNIE 5ARRIER" SYSTEMS AND INSTALL PER MFGR. LINK FENCE
REQUIREMENTS.
5. THESE DRAWINGS ARE 51D-DESIG� DOCUMENTS AND MAY LACK SOME DETAIL AND SPECS. PROP. LINE) . . . . . .
REQ'D. FOR COMPLETE COMPETITIVE 51D SELECTION PROCESS. THE OWNER/DEVELOPER AND
CONTRACTOR SHALL ASSUME RESP, 8151LITY AND LIA511LITY, FOR COORDINATION OF 5ID-DESIGN x
WORK, INCLUDING. 5UT NOT LIMITED T�) GENERAL CONSTRUCTION, ELECTRICAL, PLUM51NG AND HVAC
R
SYSTEMS. TWE ARCHITECT 15 NOT LIA43LE FOR CHANGES/CORRECTIONS MADE 5Y ON SITE .5
INSPECTION DURING THE COURSE OF I:-,ONSTRUCTION OR FOR DETAILS AND sPEC;IFIcATIONS Nc>T
INCLUDED.
(o. THE CONTRACTOR SHALL UTILIZECONSIRUCTION TECHNIQUES AND PRACTICES &'PRIVACY PENCE
TO T' ARCHITECT DOES
STANDARD AND ACCEPTA15LE 4E CONSTRUCTION INDUSTRY. THE NOT W11 3'OFRET. WALL, TYP.
ASSUME UA51UTY OR RESPONS151UT 'FOR METHODS OF CONSTRUCTION DETAILS NOT INCLUDED IN E/X4 -
0, Y
THESE CONTRACT DOCUMENTS. PATI
1. THE ARCHITECT WAS NOT 5EEN RiTAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR
CONSTRUCTION REVIEW SERVICES Rif-LATING TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO 2.0%
-S OR PROCEDURES REQUIRED FOR THE CONTRACTOR TO PE FORM
MEANS, METHODS, TECHNIQUE f;z
H15 WORK, THE UNDERTAKING OF PE IODIC SITE VISITS 5Y THE ARCHITECT SHALL NOT 5E
CONSTRUED AS SUPERVISION OF ACT JAL CONSTRUCTION NOR MAKE HIM RESPON915LE FOR THE
PERFORMANCE OF WORK 15Y THE C4NTRACTOR OR SL15CONTRACTOR OR FOR ACCESS, VISITS,
USE, WORK, TRAVEL OR OCCUf ANCYI 5Y ANY PERSON.
UNIT I 40(o
ACCRESS: 2322(o
3 j5FD 1 2 CAR
J502.0 5F UNIT
452.2 SF
C�;ARAC'%E
r-F (a 31s'-5,
COLOR, SCH-OU
UNIT 105
ADDRESS: 2522(o
3 5ED / 2 CAR
1502.0 9F UNIT
452.2 SF
GARAC-sE
r-F. (a 315.5,
COLOR SCHEME 5
5. GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CON ITIONS IBEFORE
1512"
STARTING WOR . NOTIFY ARCHITECT0F ANY DISCREPANCIES 5EFORE PROCEEDING WITH
Q-1
AFFECTED WORK.
c2l. GENERAL CONTRACTOR 15 RESP64615LE
FoR PROPER COORDINATION OF THE WORK OF: ALL
Ix ^,cb, cb
Oil
10,
TRADES. AND SUPPLJERS, AND TO lllsl.�URE
THAT ALL OPENINGS FOR CONOUITS AND SLEEVES ARE
378
PROVIDED FOR AND PROPERLY LOCATED,
COORDINATE WITH SU15CONTRACTORS � SUPPUERS.
149. THE CONTRACTOR SHALL LOCATE
� AND PROTECT ALL EXISTING UTILJTIES AND CONNECTIONS
RI k> _120
INCLUDING SEWER, WATER, GAS AND
-ELECTRIC SERVICES 5EFORE AND DURING HIS WORK.
I K
12. THE ARCHITECT HAS NOT 51EEN IRE
TAINED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW
391
SERVICES RELATING TO THE 5IJILDINGS
CONSTRUCTION, SAFETY, SECURITY OR MEANS AND
382
METHODS.
13. WHERE A CONSTRUCTION DETAIL 1-6,
NOT SHOWN OR NOTED THE DETAIL SHALL 5E THE SAME AS
FOR OTHER SIMILAR WORK. MATCH 6XISTING
14. SHOP DETAILS SHOULD 5E SU5MITI1TED
ADJACENT WALL AREA WHERE APPLICAel E.
TO HAVEN FOR REVIEW 5EFORE PROCEEDINcs WITH
FOUND 5/8" REBAR WITH CAP
FA511RICATION. i
STAMPED: "R.M.A. LS4561"
15. DRAWINGS ARE FOR USE ON THIS I-ROJECT
WRITTEN APPROVAL FROM HAVEN.
ONLY AND ARE NOT INTENDED FOR REUSE WITHOUT
(WO.0,3', SO.2' OF
CALC'D POSITION)
t)RAIN
4' RIGID OR 6" FL XIBLE
PFRFVRATF0 PIPFJ�j I I
-�4 CATC I BA IN/
INFIL(RAIFION TRCNCH ; \_
?ARE- DRAIN
Pf.,AN VIMY i
DRAIN
5PLASH OLOC
4^ RIGID OR 6" FIYM811
PERFORATED PiPF
5"), kilt"
12� V IAIN.
FINE 4E64%'
__t�ll N'�-
VARIES I r a
ATCH SADN/
A 6,ASKED YARD BRAIN
PROFILE 171EIVI
PACI BAC011.1.
FILTER FA6PIC
-4-10106 OR 6-
21 r,9Z,ORATED PIPE
20 WASHED ROCK
3/4' - I 1/Z-
24*
SECTION A
TYIXA.I. DOMSPOLI I
IIC:IYUMOIN SYSIN
_F__ -6f
to SCole It 16hii wJ1iiTiF1 fibili
PAWD SURFACE
5D' MINIMUM OR TO GARAGE
W14CHEVER IS SHORIER ------ f
PAVED
EMSTING 16' MINMUM,
GROUND ORN4NO
Wf,
SURFACE
VGEOTE"LE BENEATH
.QUARRY SPALLS
4" TO 6" QUARRY SPALLS
25* RADIUS
RESIDENTIAL TEMPORARY CONSTRUCTION. ENTRANCE
'1�
-SEE CIVIL FOR SIDEWALK
LOCATION f SHAPE EX. C.B.
ELECTRICAL
TRANSFORMER TOP-374.04
24X24
INV (SE)-370.83
INV (NW)-370.22
15W.WOFF
PAGE,
ELEVATION., 311.50.
SEE CIVIL
FOR MORE. DETAIL
,�7
Fill
LL
PROJECT SIGN
-PER SEPARATE LL
PERMIT
=374-69 ATROVP/ T( PLANNI
g
01
REMOVE EXISTING
199.39 NEW 6,
N 88003'40" E (1.1 5'N OF WOOD 5.0' CHAIN LINK FENCE
PROP. LINE) FENCE,TYP. (0.4'N OF PROP. LINE)
WOOD 5.0' CHAIN LINK FENCE
FENCE (0.02'N OF PROP, LINE)
FIRE HYDRANT
EARKING
NOTE: SEE CIVIL DRAWINGS FOR SIDEWALK ACCESS
UNIT COUNT
EASEMENT AND STORMWATER ACCESS EASEMENT.
BEDS
REQUIRED SPACES
4 - 3 Bed
4 @ 2.0/3BR = 8
5 - 2 Bed
5 @ 1.8/2BR = 9
1 - 1 Bed
1 @ 1.5/1 BR - 1.5
,23 - Total Beds
Total = 18.5 (19 Spaces)
8*fAin Low PrwneableSoil Keystone Cap Unt
Keystone Standard
7.7
unt
U6t Dr-mage Fill
(.W"Crushed
R ock or Stone)
ReInforcedSoll
ApprIyximat, 114"'
Ol
vallown
D
Finished Grade
4" Perforated PVC
Drainage Tile,
Note:
Wicn site conditions require, wrsp "nage or Crushed Stone
We in, 3L14" aggr.9gata andfiller 0W.-with CFoundauon Leveling Pod
drNnage, composite or aggregate back rhimn
sy�lem, as directed by geotachrical erigneer,
Typical Reinforced MfI Section
Standerd Lind - I` Setback
COVERAGE
Lot Size - 19956.75 SF
Building Area - 7018 SF
Lot Coverage - 35,10%
Imp. Surface - 66.7%
Coverage
FAR- 0.98
FLOOR ELEVATIONS
UNIT
AVG. ORIG,
DESIGN FF
FINISHED
ELEV.
GRD. ELEV.
GRADE
DiffERENCE
101/102
378.2'
376.0'
-2.2'
103/104
378.0'
375.8'
-2.2'
105/106
377.6'
375.5'
-2.1'
107/108
376.4'
375.2'
-1.2'
109
376.2'
375.1'
-1.11
110,
376.2',
375.5-1
-0.71
FIRE LANE NOTES
-SIGNS SHAH BE A MINIMUM SIZE OF 18 INCHES TALL BY 12 INCHES WIDE
THE 50TTOM OF THE SIGNS SHALL BE MOUNTED 45 TO roe INCHES A50VE GRADE
-SIGNS SHALL BE TO INDUSTRY STANDARDS (VULCAN R-1-6-S, RAINBOW el-B,21,
EMED TIC 18816, OR EQUIVALENT)
-SIGNS SHALL BE RED LETTERING ON A WHITE BACKGROUND
-SIGNS SIHALL BE SPACED 5e FEET APART OR AS DIRECTED BY THE FIRE
MARSHAL
2W IN
EOUIVALENT. F STANDARD
STRENMH FARRIC IS USED.
2
2 WOOD POST,
MAMMUM
STEL Pwl OR
14D�LY N . 0 FILL 10MIN I
DIMROED SLOPE. I rt OF PENCE;
EWVALCNr.
2.5' MIN
BURY BOTTOM OF FILTER FAM
44j
MATERIAL BACKFILL IRDIal Y67H
Sal. OR 3/4*-1.5' WASHED GRAVEL
MCAL CRQM:SECTIQN
NTS I I I
SILT FENCE
FACE OF CURB
LAND U5E INFORMATION
15UILDING JURISDICTION:
ITY OF EDMONDS
ADDRESS: -
PARCEL NUMeER:
ZONING:
MULTI FAMILY RESIDENTIAL
LOT SIZE:
1B'35615 SOFT
IMPERVIOUS SURFACE:
PROPOSED
1) ROOF AREA:
IBe"3 SOFT
2) FOOTPRINT:
15-13 SOFT
3) COV. PATIO/DECK
0 SOFT
4) IMP. PATIO/DECK
80 SOFT
5) DRIVEWAY I 51DEWALKS:
&e&2 SOFT
&) imp. SURFACE COVERAGE (2-5�
1653 SOFT
-1) LOT COVERAGE:
5UILDING% SET5ACKS
FRONT 15'e"
ENGINEERING DIVISION
PEAR -
AS NOTEL.,
I SIDES - 149'e"
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3410 ALDERGROVE ROAD
FERNDALE, WA 98248
(360) 527-2840
WWW.HAVEN-DW.COM
@ COPYRIGHT 2014
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PROJECT
13-024
DRAWN BY
S. Clayton
DATE
6.4,14
SCALE
As Noted
Sean Hegstad
7 P EGISTERED
gkrH0TFrj
__TA_
8"' M' H,2gS8,d
SHIN ON
I!STATE OF WA G7A
C I
FILE
0 ,
81,jilL.DING DEPAR7MENT
CITY OF EDMONDS
0
TS Ift
ANN., 111III111,
wdrw
C.APPUCADLE 155UILQ�ING CODES.-
1. 1 �� � D
L WSID �N;I LiCODE, 2012 INTERNATIONAL 5UILDING CODE
2. WASHINGTON STATE ENERGY CODES
3. WASHINGTON STATE AMENDMENTSiAND ORDINANCES
5-. SEISMIC ZONE: DI
0
6.0' WOOD FENCE
EXISTING FENCE (0, 11 IN, 0. 3'W OF -
6.0' WOOD FENCE P ADJ. PROPERTY CDRNER)
(0.25'S OF CORNER)
X_�
LEGAL DESCRIPTION: _ZL4_ n x
LOT 5, IBLOCK 1, RIDGE ACRES, AC ORDING TO THE FLAT THEREOF x . N. I IINNIffiN a INININNI
-X------X NNNow 2 NNOWN NNNNNN .0 "'N'N a ""`NNN 375
RECORDED IN VOLUME 1B OF FLATS, I FACE S1, RECORDS CF SNOHOMISH x In NNINNIN
COUNTY, WASHINGTON; EXCEPT LHE �JEST IN FEET THEREOF;
YE15 SAND FILTER VAULT
X/ L,
76'
AND EXCEPT TTHAT PORTION, IFAN', IN STATE HIGHWAY I-W;
101011 375 6,A 11
101011
AND ALSO EXCEPT THAT PORTION dIEEDED TO STATE OF WAS14INGTON 375 (FE N LINE)
5Y DEED RECORDED UNDER RECOfZDING NO. 2193205. SB 3 8 1 R
5U5..ECT TO EASEMENTS, RE5TRICTICI)N AND RESERVATIONS OF RECORD. 11,0
0"
FENCE----/
�`\� 5
ENERGY: IS OF 3 ----- -
ANY MODIFICATIONS TO THE PROJECT WILL MEET THE PRESCRIPTIVE REQUIREMENTS x 1 '4" L: 315.1
)RNER) g�
OF THE WASHINGTON STATE RESIDEN,rIAL ENERGY CODE, WITH THE FOLLOWING
CONSIE9LICTION:
G 5Y EU:: TRIE 1 0
(CLIMATE ZONE MARINE 4 WITH HEATIN =C�_ 376 U
1 5 @0 VAULTtM_CET11_N_G. Nil- I
2. WALL INSULATION = R-21 MIN. ADDRESS: 23224 ADDpFSq::2.3222
3..-.PERIMETER 6LA5 INSULATJON R le MIN. 2.0% 5ED If 2 CAR 5F-D It 2 CAR
UNIT A
0- ja492. 49 er 5.1 5F UNI I I 'V,
G ALL TOILET ROOMS
5. PROVIDE VENTILATION SYSTEM ��ONNECTIN X
452.2 SF
LAUNDRY ROOM. 4n,cl 5F
ro. ANY DESIGN ALTERNATES TO 15E SU15MITTED AND REVIEWED FOR CONFORMANCE. GARAGE GARAGE
n, F P 315.2 r- F (a 315.1
F
CODE NOTES: 15CHEME
COLOR SCHEME A
1. MECHANICAL, ELECTRICAL, SPIR NKLER REVISIONS ARE UNDER SEPARATE PERMIT AS
CA I
REQUIRED. OR 4 ISTING GRAGE:
AVERAGE EX
2. EXTERIOR JOINTS SHAH 15E FLAS; 4ED, SEALED, CAULKED AND GASKETE TYff
WEATHERSTRIPPED TO LIMIT AIR INFIII RATION AT THE FOLLOWING LOCATIONS: O�
WINDOW AND DOOR FRAMES 3 7 b
OPENINGS 5ETWEEN WALLS AND FCUNDATION5
0
5ETWEEN WALLS AND ROOFS �A 5W IT IT 110
PENETRATION$ AT WALL ASSEM15LIES TO 5E SEALED CAULKED WITH
23222::,
Y PENCE T_ 149 ADDRESS:
APPROVED ( >o � -
&'PRIVAC
LL_TYF
MATERIALS. PROVIDE MFGR. SPE�6. ALL OTHER OPENINGS TO THE W11: 3' Or- RET. WA
02iii!
ADDRESS: 23224 2 5ED 12 CAR
sr- U
5ULDING ENVELOPE NIT
2 CAR
TO PROVIDE INSPECTOR WITH MAN&-ACTURERS CUT SHEET DEMONSTRATING 3 5ED M,
er- UNIT eF
CONFORMANCE. 9 F GARAGE
3. INTERIOR FLAME SPREAD REQUII MENTS: 482.2 'Rill' '`!il
INT. WALL f CEILING FINISHESi(TA15LE 03.,B) CLASS c (FLAME SPREAD 0 �g m GARAGE
-200) ALL 15LDG. INSULATION REQ� IRES A FLAME SPREAD RATING OF 2r, AND A SMOKE GOLUM, 5C
EL:. 311.0'
DEVELOPMENT RATING OF 450. k9m; TION 120,r THE INSULA I IUN (Z� Mr_UU1M=LJ I U =L..jt= US I r-C, T
A
LA5ELED OR EACH 5AG MUST CONTI 4IN CERTIFICATE OF COMPLIANCE FROM mFGR. (NON- r
g 'OLOR SCI
FORMALDEHYDE MATERIALS) 9
4. PROVIDE FIRE 5LOCKING FOR A111L CONCEALED FRAMING AND AT THROUGH PENETRATIONS
V
5. A;�L QL"RG WITHIN 15" OF ANY �IOR JAM156 TO 15E F T ZING MATERIALS. 3 1 R
Ul
0
:7��VIDE SMOKE DETECTORS IN "ACH 5EDROOM AND ADJACENT HALLWAY AND ON EA
ADDITIONAL STORY oF THE 15UILDI CW� AL ARM-, (R314. .35:
N INTERCONNECT EA
1. PROVIDE APPROVED CAR50N ONOXIDE ALARM OUTSIDE OF EACH SEPARATE SLEEPING
AREA IN THE IMMEDIATE VICINITY OF! THE i5EDROOM IN DWELLING UNITS AND ON EACH LEVEL OF IA�
THE DWELLING AND IN ACCORDANCI WITH MANUFACTURER'S RECOMMENDATIONS. 151 41'
CONSTRUCTION AND GENERAL NOTE',::
1. ALL CONSTRUCTION TO COMPLY W TH 2012 INTERNATIONAL 5UILDING CODES AND NEW (0,
WASHINGTON STATE AMENDMENTS. WOOD
M
2. ALL ELECTRICAL, MECHANICAL, PI -UMiBING, I SPRINKLER RiEvisioNS, UNDER SEPARATE FENCE
PERMIT TO COMPLY WITH ALL APPLISA151 P 5UILDING CODES. 15,10
NIT 106
3. DO NOT SCALE DRAWINGS. CONSL LT ARCHITECT AND OWNER FOR ANY DIMENSIONAL
CLARIFICATIONS, ERRORS OR CONFLCTS. FLOOR PLANS TAKE PRECEDENCE OVER ELEVATIONS IF SB 2.0% RF99: 2322(o
CONFLICTING. GENERAL CONTRACTCR MUST VERIFY DIMENSIONS PRIOR TO PROCEEDING. 2 CAR
4. GENERAL CONTRACTOR SHALL 5 E RESPONS15LE FOR ALL COORDINATION OF WORK 5ETWEEN UNIT
SU5-CONTRACTOR TRADES. FROVIC ING WEATHER -TIGHT BEALS, FLASHING AND CAULKING AT MIN 8"FIR
ALL CONNECTIONS AND PENETRAT 'S AND ROOF SYSTEMS. REFER TO 15C SECTION l4e5.2 115e_3 462.2 5r N RKING-
70
I ILIREQUIREMENTS. SEE ENVELOPE ENGINEERING PLANS FOR NOTES
FOR MINIMUM WEATHER PROTECTION ARAGE
AND DETAILS FOR "WEATHER RESIS I Ir E BARRIER' SYSTEMS AND INSTALL PER MFGR. F
LINK FENCE Nit
REQUIREMENTS. HEME
COLOR 5
PROP. LINE)
5. THESE DRAWINGS ARE 15ID-DESIGN DOCUMENTS AND MAY LACK SOME DETAIL AND SPECS. ERAGE EXISTING GRADE:
I N,;� t" 1.11 - F AVERAGE EXISTING GRADE:
REO'D. FOR COMPLETE COMPETITIV 51D SELECTION PROCESS. THE OWNER/DEVELOFER AND
'CONTRACTOR SHALL ASSUME RESP N6151UTY AND UA51UTY FORCOORDINATION OF 5ID-DESIGN
'INCLUDING 5UT NOT umrmb T > GENERAL CONSTRUCTION, ELECTRICAL, PLUMf5ING AND 378.0
HvAc rwz: P
KI: 378.2
'SYSTEMS. THE ARCHITECT IS NOT LIA 5LE FOR CHANGES/cORREcTIONS MADE 5Y ON SITE Q)
..5 v3
INSPECTION DURING THE COURS ONSTRUCTION OR FOR DETAILS AND SPECIFICATIONS NOT M, �i
UNIT
UNIT 102
E or-
g!",
>
INCLUDED.
ADDRE56:
%AI �1! .23230
ro'Fi-Ac, 104
(o. THE CONTRACTOR SHAH UTILIZE RUCTION TECHNIQUES AND PRACTICES UNIT 105
OT - 65: 23225 23225
ADDRESS -0 1 2 CAR
W11 3r OF RET. WALL, tY 2 5E I 5ED. 1 1 CA
U
STANDARD AND ACCEPTA15LE TO TZ�i��NSTRUCTION INDUSTRY. THE ARCHITECT DOES N
2322(o
2 CAP, SF: UNIT
ASSUME UAL31UTY OR RESPONS151LITf FOR METHODS OF CONSTRUCTION DETAILS NOT INCLUDED IN E,'X4'- 2 5ED SIF::;
eED 2 CAR.
5ED 2 CAR
THESE CONTRACT DOCUMENTS. PATIO, _.2 SF UNIT 401 BF 51F.
9F UNIT P,
I � : .'* - : :
1. THE ARCHITECT HAS NOT 5EEN MM I AlNt=LJ OR COMPENSATED TO PROVIDE DESIGN AND/OR 15,02.0 9F UNIT I 152 4e(o.1 BF T-3ARAGE
WALK -WAY GARAGE
4132.2 SF 415.4 SF
CONSTRUCTION REVIEW SERVICES R�:LATING TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO 2.0% GARAGE ii Rlii F F 4a 31(0.0
MEANS, METHODS, TECHNIQUES OR FIROC-EDURES REQUIRED FOR THE CONTRACTOR TO PERFORM GARAGE FF 0 31ro 147
GARAGE
I- F P 315.5, COLO 5 C C;OLOR SCHI
HIS WORK, THE UNDERTAKING OF PER IODIC SITE VISITS 5Y THE ARCHITECT SHALL NOT 5E 0 315.8
FF
I . . N 34 1
E
CONSTRUED AS SUPERVISION OF 6'r-tuAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR THE COLOR
niz 5CHEME 5
10' 0
PERFORMANCE OF WORK 5Y THE r_6NTRACTOR OR SUIBCONTRACTOR OR FOR ACCESS, VISIT$,
�0 A
USE, WORK, TRAVEL OR OCCUFANC�j 5Y ANY PERSON.
Q�
I\UY V
8. GENERAL CONTRACTOR SHALL vi-RiFY ALL DIMENSIONS AND EXISTING CONDITIONS 5EFORE 11512" U U 3'Ll
I., A,11
STARTING WORK. NOTIFY ARCHITECT DF ANY DISCREPANCIES 5EFORE PROCEEDING WITH V - 1 <1
CO C)�
SB _�$\_ FOATIO, TYP
cb/ cb �01 P TIO, T 10, 9 <,
AFFECTED WORK. '79 -
ki A[ A 're= Ir- e-�ItnCD?-IIKlA*r/`Ik1 tnr- 'rLA= tnr A( I c, ��/ 10'
'a. %ay.;; ;__T% 1-1 [�, %.1 1:)
TRADES AND SUPPLIERS, AND TO INdURT= THAT AH OPENINGS FOR coNoUITS AND SLEEVES ARE 378
PROVIDED FOR AND PROPERLY LOdATED, COORDINATE WITH 51.1115CONTRACTORS � SUPPLIERS. IM M.-
10. THE CONTRACTOR SHALL LOCATO AND PROTECT A" EXISTING UTILITIES AND CONNECTIONS
INCLUDING SEWER, WATER, GAS AND LECTRIC SERVICES 15EFORE AND DURING HIS WORK. -K
12. THE ARCHITECT HAS NOT 5EEN RETAINED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW
,NNNI .
'SERVICES RELATING TO THE 5UILDINC 6 CONSTRUCTION, SAFETY, SECURITY OR MEANS AND A
METHODS. 382
13. WHERE A CONSTRUCTION DETAIL 11, NOT SHOWN OR NOTED THE DETAIL SHALL 5E THE SAME As
FOR OTHER SIMILAR WORK. MATCH XISTING ADJACENT WALL AREA WHERE APPLICA15LE.
14, SHOP DETAILS SHOULD 5E SU15MITTED TO HAVEN FOR REVIEW 5EFORE PROCEEDING WITH FOUND 5/8" REBAR WITH CAP
FA5RICATION. STAMPED: "R.M.A. LS4561"
15. DRAWINGS ARE FOR USE ON TH15 I-KCJECT ONLY AND ARE NOT INTENDED FOR REUSE WITHOUT (WO.03', SO.2' OF
WRITTEN APPROVAL FROM HAVEN. CALC'D POSITION)
IrROOr
-4' RIGID OR I," FUZ1014'
PERFORATED PIP�
01
CATCH BASIN/ N
WRI. FRATION TRENCH "'RO DRAI';
PLAN VIEW 1
=0"3* I T E R LA N
OVEI 110M DRAIN SCALE: I 10' 0"
A- 5PLASvI t1t.0d
1
4' RIGID, OR 6" FI_rXj8I.0 i
PEWORATFO FIFF
61 j-
aa
M 'r , ` PAVED SURFA
MM
J.�SR'l J
N CATCH BAcJN/ IMUM AGE
VARIES
A- 0 ROC YARD DRAIN 50' M IN -OR TOtAR
3/4- - 1 1/11 WWCHEVER,18. SHORIER
PROFILL
VIE1
�MPACI BA(:KftL.I_ EXIISTING 16' MINIMUM PAVED:
(;ROUND DRIVING
FILTER FASRIC 8URFACE
T
24"
11A11P PIPE
A�AS�ED ROCK V GEOTEXTILE BENEATH
QUARRY SPALLS
24- 1
4" TO 6" QUARRY SPALLS
SECTION A -
25' RAOIUS
T�Rl _N,�, _ffA_ RESIOENTIAL TEMPORARY CONSTRUCT ION. ENTRANCE
61.90'
-SEE CIVIL FOR SIDEWALK
LOCATION If SHAPE E X, C. B,
ELECTRICAL
TRANSFORMER FOP=374.04
24X24 NV (SE)=370.83
NV (NW)=370.22
EL
IY19CAL DOUGOLIT
11IF11,N111011 SYSTEM
Not to Scole 14111111 CChI CCIJNIY JRPAP,04 Of PUBLIC WRKS
WOOD
FENCE
NOTE: SEE CIVIL DRAWINGS FOR! SIDEWALK, ACCESS UNIT COUNT PARKING
EASEMENT AND STORMWATER ACCESS EASEMENT. BEDS REQUIRED SPACES
4 - 3 Bed 4 @ 2.0/3BR = 8
5-2 Bed 5 @ 1.812BR = 9
I -I Bed I @ 1.5/1 BR - 1.5
123 - Total Beds Total = 18.5 (11 SRaces)
8"Mit I. Low Pameable SoJ Keystone Cap Unit
L
Keystone $tanderd
.. .. . .....
U61
r:".7�7 77,77
Urlit Drainage Fill
W4'Crushed
R ock or Stone)
COVERAGE
Lot Size - 19956.75 SF
Building Area - 7018 SF
Lot Coverage - 35.10%
Imp. Surface - 66.7%
Coverage
FAR- 0.98
FLOOR ELEVATIONS
UNIT
AVG. ORIG
DESIGN FF
FINISHED
ELEV.
-
.
GRD. ELEV.
GRADE
DiffERENCE
101/102
378.2'
376.0'
-2.2'
103/104
378.0'
375.8'
-2.2'
105/106
377.6'
375.5'
-2.1'
107/108
376.4'
375.2'
-1.2'
109
3762
375.1'
-1.11
1 1101
37621
375.5'
-0.7
FIRE LANE NOTES
-SIGNS $HALL 5E A MINIMUM sizE or- 18 INCHES TALL 5Y 12 INCHES WIDE
THE 50TTOM OF THE SIGNS SHALL 5E MOUNTED 45 TO 60 INCHES A50VE GRADE
-SIGNS SHALL 5E TO INDUSTRY STANDARDS (VULCAN R71-63, RAINE30W el-B,21,
EMED TC 18816, OR EQUIVALENT)
SIGNS SHALL 5E RED LETTERING ON A WHITE 15ACKGROUND
-SIGNS SHALL 5E SPACED 5e FEET APART OR AS DIRECTED 5Y THE FIRE
MARSHAL
praximme . I � 1- 1
tur,its IM ......
2-Al* BY 14 G& WRE OR
EWVALENT. LF Fr ARD
$TRENGTH FAQR;C,��.
Finished Grade
2 X Z WOW POST.
2
STE19-:POST. OR
4" Perf-Irated r, MOW"
Ofainage Tk- U atAVED.
NO FAL MIN
DISWRBED s%LoPKE.
4 Ft OF FENCE,
Note: urireinfbrCed Cor"00
When site conditions reqgre, wrap chainage or Crushed Stone
tile it) V4" aggregate and Pilot W,^ with Leveling Ped
drainage rAmposile or iaggregate bpckcM�n 24-
systern. as directed by goolechnicel engineer, GURY 130MM OF MTERFAMC
MATERLAL BACKFILL TRENCH VATH NAME 6*
SIN't. OR 3/4*,_1.5' WA&HED GRAVEL
1,21CAL CROSS: =TION
Typical Reinforced Mill Section NT% �
StanderclUna- I" Selhack SILT FENCE:
Tf3M "A'or-r-
PAGE,
ELEVATION: 311.5e. -
SEE -1.1-
FOR MORE DETAIL
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3410 ALDERGROVE
ROAD
FERNDALE,
WA 98248
(360) 527-2840
WWW.HAVEN-DW.COM
@ COPYRIGHT 2014
U.
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LL
DROVp BY PLANI G
D &
REMOVE EXISTING
RETAINING WALL U
AS PER CIVIL 0 Z
jqo2_,� _0
LU
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S; d A16
.. 3 LU
45.49'
FACE OF CURB
LAND USE INFORMATION
5UILDING JURISDICTION:
ITY OF EDMONDS
ADDRESS:
PARCEL NUM5ER:
2�3���DY
e05553-*eI-*e5-e2
ZONING:
MULTI FAMILY RESIDENTIAL
T SIZE:
15(35615 SOFT
IMPERVIOUS SURFACE:
PROPOSED
I) ROOF AREA:
I c3e'b SOFT
2) FOOTPRINT-
1513 SOFT
3) COV. PATIO/DECK
e SOFT
4) IMP. PATIO/DECK
80 SOFT
5) DRIVEWAY f SIDEWALKS:
&e&2 SQFT
(o) imp. SURFACE COVERAGE (2-5>
1653 SOFT
1) LOT COVERAGE:
roro.1%
5UILDING SET5ACK5
G DIVISION
FRONT 15'e"
REAR -
ENGINEERI NOTIEX
A
41
Date. .42
SIDES - le'e
R EE"Ok U B
UREET FILE 80k,DING DEPAMTMENT
CITY OF EDMONDS
Z
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PROJECT
13-024
DRAWN BY
S. Clayton
DATE
6.4.14
SCALE
As Noted
CHECKED
Sean Hegstad
7RAEROC'M Il TIRRER'
LM' "e 5'3"'
STATEOFW HQgNGJTON
L..
C1
U I
46T
101
411 x 4" PT post
2"x 2" Cedar trim- top and bottom Thomas Lighting 3-Light Post
3" X 4-1" Cedar hand rail w/ 1 " '1�
2 Lantern centered on column
radius chamfer on top edge, typ. Kichler pier mount base
Varies W-6, typ. 1 " X 6" Cedar fencing, 3/4" spacing,typ.
I, See P I an varies 1 " X 4" Cedar fencing 2" X 1 8" Clear cedar cap w/
1 2-1/4 chamfer along edge.
1 " X 3" Cedar mid -rail (backside
Provide metal )71
angle bracing,typ. 1-1/2" X 3" (actual dim.) Clear
ce ar rim
211 x 4" Cedar MOLLY MA4;UlRr LARPt<APF_ ARCATLCTURE
2" X 2" Clear cedar'lattice'
3" X 3" (actual dim.) Clear cedar 119 NORTH COMMERCIAL STREET
corner posts 11-611
3" X 3" (actual dim.,4 total) clear
SUITE 1340
3" X 4" Cedar bottom rail cedar corner posts
BELLINGHAM, WA 98225
2" X 2" Clear cedar trim w/ 2-1/4" charnfer 2" X 8" (4 total) clear cedar wrap P 360 542 4052
2" X 6" Clear cedar boot wrap 11-611 11-111 2" X 2" (4 total) clear cedar lattice F 36o 543 5681
MMAGUIRE@MOLLYMAGUIRELA.COM
IIIIIII III IHIIIIIIIIIII IIIIIIIIIIIII H11111 III IIIIIIIINIIIIIIIII 111111111111111 11" Finish grade 4" X 4" (4 total) p.t. posts CCEP
Varies, verify 1-1/211 X to
3" (actual dim.) clear cedar trim
I I=_I I IHEI EI I I I Ei
d/ typ.
IEEI 1 2" X 18" Clear cedar cap w/ 2-1/4"
Juty post brace (4). chamfer along edge.
108
Shown with out cap. Cap details to be
I IEEI I 17i_ EJ I I Within 4" x 4", typ. xl�
-h I__I _jlw� ! �
e fo
reviewed by Landscape Architect 40
oting on 95% compacted R
:11 1=1 I G I
Eil EIIE11 III= E&I rEl.1=1 I IEEI I IEI I IEI I IE�I I EE] I I t�—=,, LI F� —�JLI F -
I I I I I _--s o i 1. Slope top of footing to drain, typ.
=1 110
=1 I 1�_! I !�P I I I=, SECTION THROUGH FENCE COLUMN
E TRY 06-&- AW&EDAR FENCE & PEDE'
IL .0
SCALE: 1/2"=V-0" SCALE: 3/4"=V-011 STATE OF
FfR WASHINGTON
REGISTERED
All LANDSCAPE ARCHITECT
F1
7hujo plicota\f- //42
EXISTING 5-6' TALL Cornelia sasonquo 'Yuletide'- TYPEI LANDSCAPE Viburnum corlesii mpo 0�,- xcelsol - SS
SOLID V400D FENCE ON Yuletide Comelio IN NORTH SIDE Dwarf Korean Spice us Excelso elestern' Red Cedar FIR X Mdty Magi re
ADJACENT PROPERTY Leucothoe fontonesiono 'Nano'- YARD SETBACK/ TYP Ficeo omoriko- rYPE 3 LANDSC E I N FRONT 711 CERTIFICATE NO. 1294
DOGH F1
Euonymus f. 'Nolong Ghost- Dwarf Fetter Bush Sibernion Spruce PD SETBACK, Typ
Nintercreeper G d .,over . - 1\�:_ - - 102 101 PROJECT:
\ 105 104 105
Arctostophylos u tursi
BRACKETT COURT
4rinikinnick Grour over
1�1 APARTMENTS
5'-6' TALL SOLID N DD FENCE, SE DETAIL I THIS SHEET IQ Dogwood to\
----------
V400D FENCE
be relocated onsite EDMONDS WAY
Thujo plicoto 'Excelso'-
,g
Excelso Nestern Red Cedar Li li Hydror 2
Prunus luscitanico- EXISTING SIGNIFCANT VEGETATION PLAN
xi inq Dogwood located
e- CLIENT:
SCALE: 1" 30'-C"
Portuguese Laurel
05manthus delovoyi- CA
Lu.. --_j
-S1
Delovoy Osmanthus KAUTZ ROUTE, LLC
Chomoecyporis obtuso 'Grocilis'-
Ul PO BOX 31097
Slender Hinoki Cypress
108 SEATTLE, WA 98103
Hydrorqeo quercifolio
1�. Lol UJJ�.-
'Sykes Dwarf' -
Dwarf Ookleof Hydrangea
Trochelospermum josminoides- Ncindir-)1\04d. 'Nano Purpureol
Star -Jasmine Vine Dwarf He-ovenly Bamboo
SHEET TITLE:
Euonymus japonicus
110
'Green Spire'- LANDSCAPE SITE PLAN
D,
Green Spire Euorymus
Ib 4 Amir Awsl'
107 A40 AND PLANTING PLAN
Azaro microphyllo- 0
Box Leaf Azora M 019 -1* A60
Choisyo terrate 'Aztec Pearl'- ... b 144tj &AM
I'-lexiccin I'lock Orange Oj 6"S
Cryptomerio japonica NOO ENTRY COLUMN, SEE
'Sekkan Sugi- DETAILL\� I AND 2 THIS SHEET
Pro 0 -M W
W
Sekkan Suqi Japanese Cedar W- W_ W
I uster I ca on N— 30" HIGH X 4' NIDE
Folystichum munitum- ENTRY
Nestern Sword Fern 4, PAVED �ep, 1P [-1T 19 2014
TYPE I LANDSCAPE IN DRIVENAY SS____2
"MILDING
SS_ _SS SS Prunus ser%rjoto 'Shogetsu':
REAR YARD SETBACK,TYP.-
L-.q .. w. n SS--. SS Shoqetsu Flo erinq Cherry'.,
SS e
Polystichum polyblephorum-
Calluno vu%1qor.,is 'Spring Torch -
Tassel Fern
106 Spring Torc eother
Sarcococa ruscifolia-
Jo,
Sweet Box Magnolia q. Teddy Bear'-
0--w PLANNIN13
Teddy 5 PLANNING
ear agnoiia PAI D 9,'
Carex morroLuii lice Doncel-
V t ISSUE: DATE:
Piqls SoLpeok Acer rub m
4 1�1.
Bo Lu ho I I M le
Bergeria cordifolio- op
Pre -Application Submittal July 5 2013
Street T
r e e\
Pig s Squeak
4.. 102 101 ADB Review 9.13.2013
5'-6' TALL NOOD
O-W W r) Building Permit 2.20.14
SCREEN/ TYP. 105 Liriope musca'rij 'Big 51ue,-
104
Phygelius rectus 'Cherry 105 Big Blue Lil/ Tu" f
10' X 12'
Cherry Ripe Cope Fuschia GARBAGE NA V400D FENCE E DETAIL I
ENCLOSURE V41
THIS SHEET
Lou- )illeo
6' TALL SOLID Lonicera pilleat
Privet Honeysuck'l'
4'
FENCE
Edmonds Way
TYPE 4 LAND APE 23230 (101/102) BLD2014-0240
23228 (103/104) BLD2014-0241
TNEEN EDMO�DS NAY 23226 (105/106) BLD2014-0242
D INTERSECT�PN SIGHT 23224 (107/108) BLD2014-0243
23222 (109/110 BLD2014-0244
�7 5TANCE LINE,1�7_
78
T-A I-L-90L+D- SHEET NO.
-Buxus -Cornus kou5o
NOOD FENCE Acer palm tum Is- H."Gos i —TYPE 2 LANDSCAPE
eiryu'- _�lonrue Boxwood Korean Dogwood hujo plicoto 'Excelso'-
Seiryu Japanese 1"lople Holly Leafed OsmontIc4ys_- SOUTH SIDE YARD Hamomelis x interme6ic Excelso Nestern Red Ced�r
Pieris japonico 'Covotine'- Rhododendron 'Percy Nisemon'- Moqnolio q. 'Teddy Bear' SETBACK, TYP. Primavera'- Nandino d. 'Harbour Dwarf'-
Ccivatine Dwarf Pieris Percy Nisemon Rhododendron Teddy Bear Magnolia Stewortio pseudocamelia Primavera Nitch Hazel Dwarf Heavenly Bamboo
Arctostophylos uvo-ursi -Japanese Stewartia Soxifrogo umbroso Arcto5taphylos uvo-ursi
Kinnikirrick Groun6cover
'Primuloides' Kinnikinnick Groundcover
1--)Lucirf London Pride PROJECT NO. 01/11/12
LANDSCAPE SITE PLAN/PLANTING PLAN
CALE: 1/8"=V-0" 1
0 5 101 20
I wl� X I stt�
SCALE: I`= 10'-011 NORTH
STREE-77 FILE
PLANT LEGEND
+ i
0
Vag
EJ
(D i
01?
k4,11%
Plant so that the root
boll is I` above finishec
grade. Insure that
crown is not buried after
settling and mulchirc
Backfill Luith Specifiec
planting soil and Luoter
immediately. B5% max
compaction typ
Existing soil or specified
planting soil
Scarify edge of plonting pil
In areas of constructior
impacts, backfill Luit�
specified planting soil in 51
max. lifts/ typ. Compact
to 85%. Noter immediately
Botanical!Name:
Acer-palmatum. 'Seit'yu
Acerrubrum.'Bowhall'STREET- TREE
AzaraLMI'lcrophylla
Chamaecyparis obtusa 'Gracilis'
Comus kousa:
C tomeriajaponica Sekkan S
131P L qgl
mame Is x inteme jL Prinjavef cr
Ma
gno I.Apandiflora Teddy:Bear'
Picea omorika
... ... . ..
PrunusJuscitanica
Prunus serrulataL I 'Shirofugen'
steWatpa
Thqjaplicata rxcelsus,
Botanic 'ILLNarn,ja.
a
BUXUS sampervirens monrue
Suxus sempeWirens :Suffruiticosa,
y
Ulei�or 'L
Cal-nelia: sasanqua e
ChojSyaLteMat
a AZteC Pearl.,
&6nymus , j - apon , , cus L 'Green.$)&hvs.'
Hydrange4:paniculata �imjq#,Ohr
H olia SL vkes�.Dwatf
ydrangea. q�M
Leuccthoe:fbntaheslana: Al,�zna'
Lonicena.offleata
Nan.dina-domes&ca .1-hffrbo,u.r,Dwa1r
osmanthus�dej�avqyi:
0smanthus.heWqvtW#q 'Goshiki'
'Mt. Fire
Pielisjaponlca
Wiseman'
Sar . cocdcca hooderiana: Var hUmilis
Sarcococca ruscifolia
'CdMPaCfaL"
Viburnum:t-arlesii
1,��S;es GroUndcovers candMines,
Botanical :Name:
Aconts gramitieus 10.goW
A'rCtcstqphy1os:uva-U1rS1': A4qssachusetts
80� niavoralifolia
pip
:CallUnaL VU1ga#§..3P/jng �7_6f&h:
carexmorrowli 'Ice- Dance:'
.................. ... L
,E�upnyrn,V,-,..fo,rtu.n.ei:"��..6h.ost'
Helleborus:XL allardiae "Pink. Frost'
4ir0Pe:mUscar(:'B1'gL �B I lue:'
Alandina -.Nana
Ophlopogonplanicarous: Aff-01-6-scens.
Phygelius ChOMI-Ripe:
Polys6 . chummuni tum
Polys6chum polyblepharum:
Saxifraga: umbrosa Ptimuloides,
Trachelo,5petmum. I Jasminoides
'WiSt "C'
enasinensis _ooke.:�5,�,�:':
Common Name
Seiry.Q jap-an.ese: Maple
Bowhall: Red.:Maple, (6. branding. height)
Box Leaf . Azara:
...... ... ......
SI
ende'r.Hinoki:C.yPress
Korean Dogwood
Sekkan SUCjj:L Japanese Cedar
imavera Witch Hazel
olialeddy Bear'
Magn
sibeianSpruce
n
.. ......... .. ..............
PQrtuaeuese Lauret
S,h.i.rofugen..Flo,werinq.�C.hLeL.r.ry
Japanese StewarfiL a
r
=XCeISUS:
Western Red: Cedar
CommomName
Monrue Dwarf.Boxwood..
DwarfEu.opean. oxwood
ide
Yulbt nZarriefia'
Aztec:Pearl Mock Orange
:Dark Pu n Lilac
cornmo
...... .........
1jmeIig*htDw.arf Panic 6. Hvdrangea
Sykes.T)vvarf.OakIa f Hydrange,
a.
DwAT.Fetter.Bush
6YL$U
Privet Hon GkIe
our WaffHeavent Bamboo
....... y
Delavay0smanthus
G hi:ki..H ofWLeafe &Os rn anth us
.. . ... ...
cavatine Dwaff'Pieris
M t..Fire J apanese: Pieris.
P-r ''"'W'S
e.cy ....I eman::Rhododendron:
........ ..... L .
SweetBox
Sweet:Box
Dwarf Korean Vi burnijML
Commoft Name.
Ogon:Sw.ee I.. a . g:.
MassaChusetts Kihh[Lkin*nibk
Pigs S ueak
qL
Spring.Torch::Heather
icebance:japanese: Sedge
W.b.l.ong �Ghost WiPtercrePioer
DwarfHelleborus
Bi , :g.:::Bl ue Lily Turf
. .... .... .
NanaPurpure H O.OL
o, eavenly Bamb
8 . I . ack:Mo . ndo-trass,
C. herryRiPeC.ape:.Fusohja
: W . esterh::Sword::Fdrn,
Tassel FernLL
DVvarf.Ldnddn Pride
Star Jasmine:Vine
Cooke:'s Purole Chinese Wisteha:Vine
spacing
Size
asshown
11'.-. 1-4/2" c al.
asshoWn
Z, 0. al.
asshown
10'mIn:ht
......
.8': �10'o C
10V�miL n:ht
121: �181 o,G
1" -: 1-4/2`: 0 al...
10'--12':o.c
10':rnin ht.
8'].-� 101� 6, C,
:6*: i n., ht,
M
8' 1V o.c.-
6 min,. ht
12'L -j8:'o;c
IOL,:mi,n �::ht
. ....
8'.n.c..
...
10'.minht
as:showri
1-1/2" 2" c4L
asshown
r'- 1�!/Z'-cal.
O'C
6.* 10' mi nL ht
SLP.aCIL ng
Size:
30"o-c-
3'6" min.,ht
3. 011 O.C",
as §hown
3'13"rn In ht
4'-. 5.'. O"c.
3"6":min. ht
as shown
5. al:.
9
:3'&'LM n. ht
4� So'c..
376" min..ht
3.6.c.
.... ..
X6":min..ht
3" 4� O.c.
.1. gal.
:0.c,
1, gal.
... ..
3' - 4'. o.c..
.. ....
:T6":mjn.:ht
3'_A..:o..c..
TO." miln.,.ht
1. gal.
- - -------
4'" 5�olcl..
3.'6" min.: ht
:3.'16" mi n.... ht
80": o.c'..
1: gal.
3: owc�,
376" m i n.ht
3' -
3'6" -mi n.: ht
S ci . ng
Size
:12� 18" 0
....
.1* gal,
247 30'i 0L.Cl-
.4". Pots
3:.o.c.
1:gal.
ga I .
3.0":.o.cl.
4" pots
1:gal,
24." 7�3w..o-.c..:
al,
.12.': 18" OL.C..
47. P OtL.
.24.��* 04.,
al,_
...........
:3'::.b.c.*
�jj gal
30" o.c:.
1 gal:.
:12": - .18" o.c
4'�:-pots�
asshown
Vine:
asshown'
.5L:g W. Vi ne.
Stake trees per
specification
T Lu a 0 x B'h
minimum treated
lodgepole pine stakes.
Drive to refusal
outside rootball
Scarify rootball
per specifications
Apply 2" depth
specifed bark mulch
Finish grade
Refer to planting specifications
for fertilizer application
Planting hole shall be 2X
05 Luide as rootboll.
6" Soil rnound. Firmly
tamp prepared soil to B5%
compaction rate, typ.
rootball diameter
TYPICAL TREE PLANTING AND STAKING
Planting hole shall be
2X as Luide as rootball
Plant so that top of
croLun is I` above finished
grade. Insure that croLun
in not buried after
settling and rnulchinq
See planting
Specifications for
fertilizer application
Backfill Luith Specified
plonting soil and Luater
*immediately. 85% max.
compaction typ. Drive —
to refusal
3' min.
In areas of construction
impacts, backfitl Luith
specified soil a" max. lifts,
typ. Compact to 55%.
Noter immediately, typ.
TYPICAL CONIFER PLANTING
C
C
Y_
Plant higher than
2
grown in rursey. Insur,
the crown is not buried oftei
settling and mulchini
Topsoil or specified
backfill/ B5% max.
compaction/ typ.
Scarify edge of
planting pit
Stake trees per
specification
Tuuo (2), B"(P x B'h
minimum treated lodgepole
pine stakes. Drive to
refusal outside rootball.
Apply 21' depth
specified bark mulch
Fi.nish grade
Scarify edge of
planting pit, typ.
— Existing soil or
specified planting soil.
— 611 Soil mound.
Firmly tomp
perpored soil to B5%
compaction, typ.
I LONEST BRANCHING HEIG14T SHALL
BE G' A50VE TOP
OF ROOT CROV4N.
2. HANDLE TREES
BY ROOT5ALL.
B. STAKES SHALL
NOT PENETRATE
ROOT BALL.
OID DAMAGE
TO ROOTBALL.
5. NIRE GUYING 15
NOT ALLONED.
3" Diameter pressure
led poles - typ.
?bbing or other flexible
ig material (no wire).
er tree in pit
rete curb
crown I" above finish grade.
iove soil from top of root ball to
se top of root crown as necessary.
mulch 4" away from main stem
x 3' Deep Root k4atering System.
Sheet L-3 Irrigation Plan.
�epth specified mulch 1/2" below
:)f paving
Concrete sidewalk
15" Depth copper mesh or bio
er typical all sides of pit. Extend
barrier B' both sides of tree as
cable.
ove all wire cages, twine and burlap
fill per specification or other -soil
irected by engineer.
el cut and scarify
ides of pit
__pact prepared soil under tree to 155%
TYPICAL TREE PLANTING AND STAKING AT PARKWAY STRIP
SCALE: NTS
rootloall diameter
CAL SHRUB PLANTING
SCALE: NTS
Set groundcover 11 from 0dicicent
pavement edge, space as per
triangular spacing diagram
PLAN VIEN -TRIANGULAR SPACING
NOT TO SCALE
Scorify rootball per
specif ications
Apply 2" depth
specified bark mulch
Finish grade
Refer to planting specifications
for fertilizer applications
Existing soil or specified
planting soil
In areas of construction
impacts, backfill with
specified planting soil in B"
lifts max. typ. Compact
prepared soil to 85%,
V4citer immediately/ typ.
pply
" layer specifiel
bark mulch loyer
Plant so that croLun of
plant is 1/2" above
finished grade
Finish grade
Topsoil or specified
bockfill/ B5% max.
compaction,
�011 Per
TYP. specif icc
NOTE- In constructic
backfill ujith specified planting soil
B1, max. lifts/ compact to 55%
max. Noter immediately, typ.
TYPICAL GROUNDCOVER PLANTING
MOLLY MAqUIRP LANP6CAPE ARCOITECTURL
119 NORTH COMMERCIAL STREET
SUITE 1340
BELLINGHAM, WA 98225
P 360 542 4052
F 36o 543 5681
MMAGUIRE@MOLLYMAGUIRELA. COM
STATE OF
WASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
M ly Ma ire
CERTIFICATE NO. 1294
PROJECT:
BRACKETT COURT
APARTMENTS
EDMONDS WAY
CLIENT:
KAUTZ ROUTE, LLC
PO BOX 31097
SEATTLE, WA 98103
SHEETTITLE:
PLANTING SCHEDULE
AND DETAILS
E "we
U I L D I N
ISSUE: DATE:
Pre -Application Submittal July 5 2013
ADB Review 9.13.2013
Building Permit 2.20.14
SHEET NO.
L-2
SCALE: NTS
SCALE: NTS
SCALE: NTS
PROJECT NO. 01/11/12
IRRIGATION LEGEND
SYMBOL
TYPE
MANUFACTURER
DESCRIPTION
lh . a 19 0
0 T H TO F
Spray
RD1 800 series - RD1 804 for for turf areas, RD1 812 for shrub
pOp_'p
Rainbird
beds. 8', 10', 12', 15'radius HE -VAN series nozzles (radius and
E�T Sk C'ST
lawn and shrub
pattern adjusted per each head). SST, CST, ES nozzle as
Eli 6:1
LISS RCS
needed to provide head to head coverage or approved equal.
63 � RF
Q
Spray
RD1812 series with SO series square patten nozzles
POP-UP
Rainbird
throw distance adjusted per each head
shrub
XS-090 XS-180
XS-090 and XS-1 80 Xeri-Spray emission devices.
Drip spray
Rainbird
Used with 12" Poly Flex Risers w/ stakes shortened as
XS-360TS
necessary.
Tree root
RWS-BC- 1402. 4" X 36" root watering tube with
watering bubbler
Rainbird
check valve and .50 gpm bubbler.
Zone Type
Automatic
Rainbird
DVF series - with valve size, gpm, and hydrozone type
control valve
,a *
Size GPM
Valve box
Amtek
Standard or jumbo as needed - or approved equal.
Drip zone
Pressure
Rainbird
PRF-100-BFF. 1" Pressure regulating flush filter.
regulating Y filter
FIFE SIZES
GPM
PIPE SIZE
0-8
% 11
9-15
ill
16-22
1 Y4"
23-35
1 YY
36-55
211
382
SYMBOL
TYPE
MANUFACTURER
DESCRIPTION
Double Check
Valve Assembly
Wilkins
350 Series with 'Fast-Test'test cocks
Water Meter
3/4" Installed per local code
Quick coupler
Buckner
QB55LRC - or approved equal,
Gate valve
Hammond
150#WOG w/ Cross handle
Ball valve
Spears
�" Spears Utility BV
4
Controller
Rainbird
ESP -Me. 4 Station outdoor modular series w/ 2 extra
6 station modules and (1) 3 statio-I module.
POC
Point of connection.
Mainline
3/4" Sch 40 PVC
Lateral line
Schedule 40 PVC - see below for 3chedule of pipe sizes.
Drip main line w/
low flow
Xeri-Sprays
installed directly
into line
Rainbird
2 Polyethylene tubing. Drip line installed below mulch and
secure w/ 6" or 9" metal staples.
Sleeving
Schedule 40 PVC sized per plan
2&U
GENERAL IRRIGA71ON N07ES
The irrigation system is designed to 5 qpm each zone/ maximum. Contractor to
size end laterals to calculate loss for pipe sizing.
The irrigation system is to be installed in conformance with all local codes
This irrigation plan is diaqromatic, standard trade practices to be employed to
insure economy of trenching and sleeving. Exact location of lines and heads may
be altered by the installation contractor to provide best water coverage.
Manufacturer's recommended head spacing shall be exceeded only with permission
of Landscape Architect.
Remote control valves shall be installed flush with finish grade and should be
installed in planting areas only. Valve boxes to be set square to adjacent
buildings/ u-jolksl or parking.
Nhere pipe posses under driving surfaces/ provide BCH 40 f1VC sleeves per plan.
Field verify exact location of controller with Owner.
Leave a minimum of B' of additional control wire looped at each volve box,
Attach control wires to the adjacent piping with electrical tape, at least every
10'. Run B spore wires along entire length of mainline, loop through
each valve box to farthest valve box each direction.
Contractor to confirm the location of all existing utilities and underground
structures prior to excavation of trenches. Contractor to repair any damages
caused byl or during the performance of his work at no extra cost to the owner.
The
installation
contractor
is responsible for one year warranty of the system.
The
installation
contractor
is responsible for first winterization and first season
start
up on the
irrigation
system.
The irrigation contractor is responsible to educate the owners and mointenoce
contractor on the programming and adjustments to the automatic timer.
The 'irrigation contractor is responsible to provide on os-built set of plans upon
completion of the installation of the system to the Owner and the Landscape
Architect.
;�remote control volve,typ.
tc,"waterinq bubbler, typ.
BCH 40 PVC sleeves
I\i-,�riqation meter installed
)c&L codes
314" '1�1011 valve
314" D�wble Check Assembly
per local co e
I
Quick coup r Volvo for winterization
314" SCH 40 PVC Irrigation
%n l.'i \7
inline/ typ.
40 PVC Irr ation,
I �t 7 1 1 ine
9 /typ.
pler valve, typ
�H,_ 40 PVC sleeves
MOLLY MA(;W1lZL-LANP6CAPF_ ARCOITECTURF
119 NORTH COMMERCIAL STREET
SUITE 1340
BELLINGHAM, WA 98225
P 360 542 4052
F 36o 543 5681
MMAGUIRE@MOLLYMAGUIRELA. COM
STATE OF
WASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
.46 Y* -
MJty Magi re
CERTIFICATE NO. 1294
PROJECT:
BRACKETT COURT
APARTMENTS
EDMONDS WAY
CLIENT:
KAUTZ ROUTE, LLC
PO BOX 31097
SEATTLE, WA 98103
SHEET TITLE:
IRRIGATION PLAN
19 19i]P
0, U I LD i 1\1 C��
ISSUE: DATE:
Pre -Application Submittal July 5 2013
ADB Review 9.13.2013
Building Permit 2.20.14
SHEET NO.
L-3
&-" IF' " r I I �-T v - =VT u)F i tl)F V -
0 15' 10, 201
5CALE: I"= 10'-011
NORTH
PROJECT NO. 01/11/12
VALVES
HYBRID CONTROLER
SCALE: NTS
18"
MAIN
SUPPL
SCH 40 SLEEVE 2 X'S SIZE OF MAIN
TRENCHING DETAIL
'L
\5 scALE: NTS
HYBRID, MODULAR CONTROLLER:
OUTDOOR WALL MOUNT. INSTALL
PER LOCAL CODES AND
MANUFACTURER INSTRUCTIONS.
-JUNCTION BOX
1 - INCH PVC SHC 40 CONDUIT AND
FITTINGS TO POWER SUPPLY
1-1/2- INCH PVC SCH 40 CONDUIT
AND FITTINGS
LATERAL PIPE —
I
L'IMI-117 1211 1
111-11—i
1811
8),
70
24 V WIRING- TAPE g 10'
PAVING
TRENCHES UNDER PAVING TO BE
BACKFILLED WITH SAND. COMPACT
IN 4" LAYERS TO 90% COMP.
SCH 80 PVC SLEEVE FOR WIRE
AUTOMATIC REMOTE CONTROL VALVE
SCALE: NTS
GATE VALVE
6/ SCALE: NTS
30" LINEAR LENGTH OF WIRE, COILED
WATER PROOF CONNECTION (1 OF 2)
I. D. TAG
VALVE BOX WITH COVER
FINISH GRADE/ TOP OF MULCH
REMOTE CONTROL VALVE
PVC SCH 80 NIPPLE (CLOSE)
GATE VALVE MANIFOLD
PVC SCH 40 ELL
PVC SCH 80 NIPPLE
LENGTH AS REQUIRED
BRICK, ONE OF FOUR
SCH 80 NIPPLE (2" LENGTH)
AND SCH 40 ELL
PVC MAINLINE PIPE
PVC SCH 40 TEE OR ELL
PVC SCH 40 MALE ADAPTER
PVC LATERAL PIPE
3" MINIUM DEPTH OF Y4" WASHED GRAVEL
FILTER FABRIC
Round adjustable valve box
flace g main depth
)ox for mainline clearance
PVC Mainline
laptor
ea gravel
211
POP-UP SPRINKLER
SCALE: NTS
FROM CURB OR HEADER
INSTALL AT TEMPORARY HEIGHT.
SET SO TOP OF SOIL IS Y2" ABOVE
FINISH GRADE TO ALLOW FOR
SOD ROOT ZONE. COMPACT FILL
TO SAME DENSITY AS
'JRROUNDING SOIL.
41SH GRADE/ TOP OF MULCH
)P-UP SPRAY SPRINKLER
VING ASSEMBLY: RAINBIRD OR
:'PROVED EQUAL
IC SCH 40 TEE OR ELL
ijVC LATERAL PIPE
QUICK COUPLER VALVE
SCALE: NTS
DRIP SPRAY
SCALE: NTS
FINISH GRADE/ TOP OF MULCH
QUICK COUPLING VALVE
6" VALVE BOX WITH COVER
3" MINIMUM DEPTH OF %11
WASHED GRAVEL
BRICK (1 OF 2)
PVC SCH 80 NIPPLE
(LENGTH AS REQUIRED)
PVC SCH 40 STREET ELL
PVC SCH 40 TEE OR ELL
PVC MAINLINE PIPE
PVC SCH 40 ELL
STEEL STAKE W/
STAINLESS STEEL GEAR
CLAMPS FOR EQUIVALENT
SUPPORT SYSTEM
Xeri spray
Threaded adapter
Xeri stake
Top of mulch
1" Polyethylene pipe
2
Compression TEE
Finish grade
Metal tie down stake
MOLLY MAqUIRE LANPtCAPr- AWCOITECTUim
119 NORTH COMMERCIAL STREET
SUITE 1340
BELLINGHAM, WA 98225
P 360 542 4052
F 36o 543 5681
MMAGUIRE@MOLLYMAGUIRELA. COM
//, K;9
STATE OF
WASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
-.4
MJ1y Magire
CERTIFICATE NO. 1294
PROJECT:
BRACKETT COURT
APARTMENTS
EDMONDS WAY
CLIENT:
KAUTZ ROUTE, LLC
PO BOX 31097
SEATTLE, WA 98103
SHEETTITLE:
IRRIGATION DETAILS
ISSUE: DATE:
Pre -Application Submittal July 5 2013
ADB Review 9.13.2013
Building Permit 2.20.14
SHEET NO.
L-4
PROJECT NO. 01/11/12
I
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SL91047
Mission I -light Outdoor
Wall Lantern in Black
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MISSION OUTDOOR WALL LANTERN
SCALE: NTS
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Holbrook Collection
Length/Extension: 30"
Width: 8"
Height: 99"
Material: Aluminum
Shade: Glass
Bulbs: 2 10OW Medium
Certification: C-UL-US
Application: Dry
UPC: 685659024067
2 LIGHT EXTERIOR POST LANTERN (OPT. 1
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MOLLY MAqUIRL LANP45CAPE ARGOITFICTURE
119 NORTH COMMERCIAL STREET
� SUITE 1340
BELLINGHAM, WA 98225
P 360 542 4052
F 360 543 5681
STATE OF
WASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
-A 4A^11�91�
. MjLy Magire
CERTIFICATE NO. 1294
PROJECT:
BRACKETT COURT
EDMONDS WAY
CLIENT:
KAUTZ ROUTE, LLC
PO BOX 31097
SEATTLE, WA 98103
SHEET TITLE:
EXTERIOR LIGHTING
ILLUMINATION PLAN
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,
_.� . �_
�lil-i�E�IC"-4��*�,�-1v��l.'�1-1- "Ill
[,:)1"',R .1 9 2014
0# U I L D I 1\1 C,
ISSUE: DATE:
Pre -Application Submittal July 5 2013
ADB Review 9.13.2013
Building Permit 2.20.14
SHEET NO.
PROJECT NO. 01/11/12
OA
A,
AJ
XL
7
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of 7F
A,
111� 1�
lei
KAUTZ ROUTE, LLC
LOT 9, BLOCK 1, RIDGE ACRES, ACCORDING TO THE PLAT THEREOF
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL
PO BOX 31097
RECORDED IN VOLUME 9 OF PLATS, PAGE 97, RECORDS OF SNOHOMISH
CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND
SEATTLE, WA 98103
COUNTY, WASHINGTON;
DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL
CONTACT: STEVE PRICE
OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES,
PH: (206) 213-0810
EXCEPT THE WEST 177 FEET THEREOR
RULES AND REGULA11ONS:
EMAIL- sp(Ice0reresources.com
.
- CURRENT INTERNATIONAL BUILDING CODE (IBC)
AND EXCEPT THAT PORTI ON, IF ANY, IN STATE HIGHWAY 1-W,
- 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD,
ENGNEER
BRIDGE AND MUNICIPAL CONSTRUCTION
AND ALSO EXCEPT THAT PORTION DEEDED TO STATE OF WASHINGTON
- WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWA1`ER
WEB ENGINEERING LM
BY DED RECORDED UNDER RECORDING NO. 2193205.
MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT
125 WEST KELLOGG ROAD
EDITION).
BELLINGHAM, WA 98226
SUBJECT TO EASEMENTS, RESTRICTION AND RESERVATIONS OF RECORD.
CONTACT. NEIL LATTA, PE
2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE
PH: (360) 671-7002
DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS
EMAL NLATTAGWEBENGINEERING.US
SLBJECT WFORMAIM SUMMMY
NOTED OTHERWISE.
ARCHMPT
SUBJECT PROPERTY-
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE
TAX PARCEL No.: 005553-001-009-02
WHENEVER CONSTRUCTION IS IN PROGRESS.
HAVEN DESIGN WORKSHOP
3410 ALDERGROVE ROAD
ZONING: MULTI FAMILY RESIDENTIAL (RM 1.5)
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE
FERNDALE, WA 98248
ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY,
CONTACT: SEAN HEGSTAD, LEED AP
PH: (360) 527-2840
SWRM OF WATO SUMY
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM
EMAIL- sean@haven-dw.com
PUBLIC WATER MAIN LOCATED IN EDMONDS WAY
THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL
(OLYMPIC VIEW WATER AND SEWER DISTRICT)
SUMMARIZE ALL, ASBUILT CONDITIONS ON ONE SET OF
SURVEYOR
REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR
METHM OF SMAGE DISMAL
PROJECT COMPLETION AND ACCEPTANCE. A SET OF ASBUILT
LOVELL-SAUERLAND & ASSOC INC
DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR
19217 36 AVE WEST, STE 106
PUBLIC SEWER MAIN LOCATED IN EDMONDS WAY
TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT
LYNNWOOD, WA 98036
(OLYMPIC VIEW WATER AND SEWER DISTRICT)
APPROVAL
CONTACT. JEFF TREIBER, PILS
PH: (425) 775-1591
BENCH MAW
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK
INFORMATION.
Nr r'AgNrP nr qTrrI PI ATr AT AA(Zr* nr TpAmr qir.NAi Pru :!im -(�W
MJEC�MAL QUADRANT OF INTERSEC11ON OF 232ND STREET AND EDMOND5'NAY.
7. THE LOCATIONS OF EXISTING U11LITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE
GEOTEST SERVICES INC ELEVATION : 372.16
CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO
20611 67 AVE NE
FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THISTLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND
ARLINGTON, WA 98223 DATUM : ASSUMED
CONDITION OF EXISTING U11LITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY,OF THE EXISTING
CONTACT. TIM CHYLLA, LEG
UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE N011FIED IMMEDIATELY OF CONFLICTS THAT ARISE.
PH: (360) 733-7318 TBM "Am
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTIUTIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO
LANIMMIE AMHrMIOT MAG NAIL IN PARKING LOT FOR NMIKE'S DELI MART* AS SHOWN ON MAP
CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL N01IFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES.
MOLLY MAGUIRE LANDSCAPE ARCHITECTURE ELEVATION 377.50
119 NORTH COMMERCIAL ST, STE 1340
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS.
BELLINGHAM, WA 98225
CONTACT. MOLLY MAGUIRE
PH: (360) 542-4052
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN
EMAL mmaguire0mollymaguirelo.com
STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT.
12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT.
OONSTRUOTM SEOJENCE NOTES
13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC
1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. TWO DAY
MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT.
(48 HR) NOTICE IS REQUIRED.
14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES.
2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES.
15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE
3. CALL FOR U11UTY LOCATES.
INDICATED ON THE PLANS.
4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF
16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO'INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER.
VEGETATIONOUTSIDE THE CONSTRUCTION ZONE.
17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE.
5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL TEMPORARY
SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR
18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS.
SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL
PERMANENT VEGETATION IS ESTABLISHED.
19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND
STANDARDS.
6. DEMOLISH EXISTING STRUCTURES.
20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL
7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES.
PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS.
8. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE
21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL
DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE
STABILIZED PER EROSION CONTROL NOTES BELOW).
9. INSTALL UTILITIES AND OTHER SITE MPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS.
13. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETAIION OF EN11RE SITE.
14. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE
REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR.
I
Al
ISSUED FOR CITY ADB REVIEW
NIL
09/30/13
EXUrM UTLHM NOM
L
THE LOCATIONS OF E)OST. UNDERGROUND UTILITIES ARE
SHOWN IN AN APPRO)OMA7E WAY ONLY AND HAVE NOT BEEN
A2
REVISED PER CITY REVIEW COMMENTS
NIL
.
12/14/13
INDEPENDENTLY VERIFIED BY THE OWNER OR ITS
REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE
-
A3
REVISED PER ADA REVIEW
NIL
02/12/14
EXACT LOCATION OF ALL DaSTING UTILITIES BEFORE
COMMENCING WORK. AND AGREES TO BE FULLY RESPONSIBLE
FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED
BY THE CONTRACTOR'S FAILURE TO D(ACTLY LOCATE AND
PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
A4
REVISED PER CITY REVIEW
NL
05/27/14
CALL 48 FKXW BUOM YOU DIG
NO.
0-ko-
REMSION
It A a a ��V.
BY
DATE I
1-800-424-5=
05/27/2014
PyV67y'VRPRJj'V6! LTD
consulting civil engineers
125 WEST KELLOGG ROAD, BELLINGHAM, WA 98226
Ph: (360) 671-7002
Fax: (380) 671-7081
2013 (C) WEB ENGINEERING LM (ALL RIGHTS RESERVED)
JOB ND.:
C09188
CITY FILE NUM.
T.B.D.
DESIGNED BY.
NL
BKS
CHECKED BY-
NL
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SYMBOLS
MISC SYMBOLS:
EASTING
PROPOSED
WATER S)NBOLS:-
00s'm PROPOSED
-0-
UTIUTY POLE
E
CAP/PLUG
E-
UTILITY' POLE ANCHOR
IN
REDUCER
EEI
POWER VAULT
THRUST BLOCK
Ell
70. 1 EPHONE VAULT
03 a
WATER METER
STREET LIGHT
-6-
FIRE HYDRANT
TREE
19,
AIR REUEF
SOL LOG
BLOW -OFF
SEWER AND
STORM
DRAIN SYMBOLS:
VALVE
ENSTING
PROPOSED
# #
COUIRJNG
0
0
CLEAN OUT
E E
MPANICAL JOINT
0
0
SAN. SEWER MANHOLE
C C
PUSH-ONMUB
C1
0
STORM DRAIN CATCH BASIN
I
RANGE
r===
STORM DRAIN CULVERT
-K
WATER TIE-IN
@
STORM DRAIN MANHOLE
Um Tyms
-GAs-
EASING GAS
NEW ASPHALT
-TEL-
EXISTING TELEPHONE
----OHP-
EMSTING OVERHEAD POWER
-UGP
EASTING UNDERGROUND POWER
- SS
EASTING SEWER LINE
NEW CONCRETE
-SS-
PROPOSED SEWER UNE
si)
EASING STORM UNE
-->
DITCH OR STREAM
-SD-
PROPOSED STORM LINE
PROPOSED DITCH
EASING WATER LINE
PROPOSED WATER LINE
CENTERIINE
SECTION LINE
EASEMENT
SUMCT PROPERTY BOUNDARY
FENCE
GUARD RAIL
RCL
CROWN OF ROAD
-CDCCDCx=CK:>-
ROCKERY RETAINING WALL
_200-
EASING CONTOUR
200
PROPOSED CONTOUR
KAUTZ ROUTE, LLC
SEATTLE, w,,,A 98103
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C - 1 COVER SHEET
C - 2
EXISTING CONDITIONS
C - 3
HORIZONTAL CONTROL
C - 4
GRADING AND TESC
C - 5
ROAD AND DRAINAGE
C - 6
ROAD AND DRAINAGE
C - 7
STORM DRAINAGE
C - 8
WATER AND SEWER
C - 9
STANDARD NOTES AND DETAILS
C - 10
STANDARD DETAILS
C - 11
STANDARD DETAILS
C - 12
STANDARD DETAILS
-STAMAM ABBFEMTKM
AC
ASPHALTIC CONCRETE
MIN
MINIMUM
AASHTO
AMERICAN ASSOCIATION OF STATE
MIN
MINIMUM
HIGHWAY AND TRANSPORTATION OFFICIALS
MUTCD
MANUAL ON UNIFORM
AD
ALGEBRAIC GRADE DIFFERENCE
TRAFFIC CONTROL DEVICES
AF
AUDITOR'S FILE
NRCS
NATURAL RESOURCES CONSERVATION SERVICE
APWA
AMERICAN PUBLIC WORKS ASSOCIATION
OC
ON CENTER
ASTMI
AMERICAN SOCIETY FOR TESTING
OHP
OVERHEAD POWER
AND MATERIALS
OSS
ON -SITE SEP11C
BMP
BEST MANAGEMENT PRAC110E
PC
POINT OF CURVE
BVCE
BEGIN VERTICAL CURVE ELEVATION
PI
POINT OF INTERSEC11ON
BVCS
BEGIN VERTICAL CURVE STATION
PL
PROPERTY LINE
BW
BOTTOM OF WALL
PRC
POINT OF REVERSE CURVE
CI3
CATCHBASIN
PT
POINT OF TANGENT
CDS
CUL-DE-SAC
PVCE
POINT OF VER11CAL CURVE ELEVATION
CL
CENTERLINE
PVCS
POINT OF VERTICAL CURVE STATION
CPEP
CORRUGATED POLYETHYLENE PIPE
PIA
POINT OF VERTICAL INTERSECTION
CMP
CORRUGATED METAL PIPE
RCL
ROAD CENTER LINE
CSTC
CRUSHED SURFACING TOP COURSE
ROW
RIGHT OF WAY
CY
CUBIC YARD(S)
R/RT
RIGHT
DI
DUCTILE IRON
SBSP
SPECIFIC BINDING SITE PLAN
ELEV
ELEVATION
SD
STORM DRAIN
ESC
EROSION AND SEDIMENT CONTROL
SL
SOIL LOG
EVCE
END VERTICAL CURVE ELEVATION
SS
SANITARY SEWER
EVCS
END VER11CAL CURVE STAT10N
STA
STATION
EX
EXISTING
Svc
SERVICE
FEMA
FEDERAL EMERGENCY MANAGEMENT AGENCY
STEP
SEPTIC TANK EFFLUENT PUMP
FF
FINISHED FLOOR
TA
TOP OF ASPHALT
FG
FINISHED GROUND
TC
TOP OF CONCRETE
FIL
FLOWLINE
TEMP
TEMPORARY
FT
FOOT/FEET
TESC
TEMPORARY EROSION AND SEDIMENT CONTROL
GBSP
GENERAL BINDING SITE PLAN
TW
TOP OF WALL
GIRD
GROUND
TYP
TYPICAL
HP
HIGH POINT
LINO
UNLESS NOTED OTHERWISE
IE
INVERT ELEVATION
VC
VERTICAL CURVE
K
LENGTH OF VERTICAL CURVE
WA
WATER
PER PERCENT GRADE DIFFERENCE
WDFW
WASHINGTON DEPT OF FISH AND WILDLIFE
LF
LINEAR FOOT/FEET
WSDOE
WASHINGTON STATE DEPT. OF ECOLOGY
LAT
LEFT
WSDOT
WASHINGTON STATE DEPT. OF TRANSPORTATION
Lp
LOW POINT
MID/MP
MIDPOINT
SPEO& NOTES
1. STAKING SHALL BE PROVIDED PRIOR TO ANY CONSTRUC11ON SUFFICIENT FOR CONSTRUCTION AND
INSPECTION TOGETHER WITH CUT/FILL SHEETS PROVIDED TO CITY FOR USE DURING INSPECTION.
2. LIGHTING AND PRIVATE UTILITY DESIGNS BY OTHERS.
1 -1
I, ePF1OVED FOR CONSTRUCTIOK
DATE DS
BY. I
CITY ENGINEERING DIVISIOU
OV vi 5 b - vq knng K
COVER SHEET
EDMONDS WAY MUL11-FAMILY DEVELOPMENT
23220 EDMONDS WAY, EDMONDS, WA
PORTION OF THE SW 1/49 NW 1/4 OF 8EC 3� TIN 27N, RM
DATE: SCALE:
JUNE 2013 H: AS SHOWN V: N /A
DRAWING:
C - 1
SHEET-
W.M. 1 . OF 12
2 L11,21 at U [9,
JUN 2 0 2014
BUILDING DEPAR71VIENT
CIT'l OF ED�AONDS
mt=o i nw, i ei�_- min, 18 mmitapaQ RE4,mixti Ktailanti;
a 11 fil- a- ': I I � w-A!
'F-> L.�:) 2-0 � LA - 0Z"ic)
4.0! CHAIN LINK FENCE
(0.25!W, 0.89-S OF
CORNER)
bi
Q)
X\
A
232nd PL. S.W.
'pe
EX BU S.
6.0' WOOD FENCE
(0.11'N, 01W OF CORNER)
6.0' WOOD FENCE 76
(0.25'S OF CORNER) 107.90 .61
N 8800,3'4099 E 1.90
J1j
375 e4;
14\
375 7__
(FENCE ON LINE) 3— 38'FIR
8*CEDA GRAPHIC SCALE
0 5 10 20
pla
N �8'03'20' W -" - 4". , �� I
6.66'
1p
IN FEET
1 inch 10 ft.
376 - — — — — — — — — —
IN
o/ EX
59 RIM= ' .04
r, IE(SE)= �kO.83
IE(NW)= 370\22
SS UTILITY POWER POLE 0,
TBM "App
376
,7HIDDEN ..... .
DAVEWAY" SIGN
36 FIR
*F R
CA (A 40
--J -, / / / / '�? 2eFIR
SC,
BENCH MARK\
--j n
NE CORNER OF STEEL PLATE AT BASE OF TRAFFIC SIGNAL POLE IN SW
QUADRANT OF INTERSECT17232ND STREET AND EDMONDS WAY.
� A10,
SUBJECT- PROPERTY
ELEVA*nON : 372.16
19 958 SF
"C:e. I . DATUM : ASSUMED
Ar - - ��
TBM "Am
19'FIR IN, MAG NAIL IN PARKING LOT FOR OMIKE' MART" AS SHOWN ON MAP
WFIR S 1) F\L I
\ p
1p. ELEVATION : 377.50
A<o'
PIP LEGAL DESCFUPTK)N
42*FIR 4.0
LOT 9, BLOCK 1, RIDGE ACRES, ACCORDING TO THEXLAT THEREOF RECORDED
378 IN VOLUME 9 OF PLATS, PAGE 97, RECORDS OF SNOHOMISH COUNTY,
0,,
1p
WASHINGTON;
En
. . . . . Ln
. I . . / 38-FIR EXCEPT THE WEST 177 FEET THEREOR,
.. ...............
............. EXISTING GARAGE
FF= 377.80 AND EXCEPT THAT PORTION, IF ANY, IN STATE HIGHWAY 1—R,
. . . . . . . . (n EXISTING HOUSE
(TO BE DEMOLISHED) 35*FIR
'PAN.
4.0' CHAIN LINK FENCE FF= 379.94 coNc, N
STEPS - AND ALSO EXCEPT THAT PORTION DEEDED TO STATE OF WASHING BY DEED
(0.16-W OF PROP. LINE) (TO BE DEMOLISHED) WATER METER . . .
RECORDED UNDER RECORDING NO. 2193205.
ASPHALT DRIVEWAY, 7'DOGWOOD WFIF'
SUBJECT TO EASEMENTS, RESTRICTION AND RESERVATIONS OF RECORD.\
AE IP&
ROCKERY
6:�
CONCRJT� PATCH A
. . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . SS
. . . . . . . . . . . . . . . . . . 16
A . . . . . . . . . . . . . . . .
...... ..... .. EX S H
. . . . . . . . . . . . . . . . A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
...... ............... ........... ......... RIM= 6.23
F . . . . . . . . . . . . . . . . . . . . . . . . . .
........ ........ I'- ........... ........... ............. ........... IE(NW)= D
-4 .......... .......... ...... I .... I ..........
............... .......... ...... .......... .......... ............ ........... ........ .. _ .... V
............... ................. ... ... ... .......... ......... ....... � . . I ... .......... .............. A ... MAIL -BOX .......
....... ............... ASPHALT. DRIVEWAY ...... .................. ................ ...... ....... I ...... .......... .. \
........... ........... — — — — — — — — — — — - 379 - — — — — — — — — ---
......................... .......
k, 378 ........ 45.49'
— — — — — - 37
12"FIR
379 lb 903P4019 E 199.39'
380 — N 88
381 (1.15'N OF PROP. LINE) 5.0' CHAIN LINK FENCE
382 — — — — — — — — — — — — (0.4!N OF PROP. LINE) -\ . . . . . . .. .
5.0' CHAIN LINK FENCE
(0.02!N OF PROP. LINE)
dk�
4.
FOUND,5/8' REBAR WITH CAP STAMPED: 'R.M.A. LS4561' FIRE HYDRANT
(WO.03, SO.2' OF CALCD POSITION) I . . . . . . . . .
WATER METER
El 11
RIM= 375.60
. . . . .. .. . . . IE(NW)= 371.97
TOPOGRAPW AND BOUNDARY SURVEY NOTE:
THIS EXISTING CONDITIONS EXHIBIT HAS BEEN PREPARED BASED ON BOUNDARY AND
TOPOGRAPHIC SURVEYS PROVIDED BY OTHERS (BY LOVELL—SAUERLAND & ASSOCIATES INC,
L JEFFERY T TREIBER, PLS# 22969 DATED JAN 22, 2013).
30"FIR 38 FIR
SDkER CLEAN -OUT
A
I ISSUED FOR CITY REVIEW
NL
06/07/13
EXEM UnILITIM N07B
THE LOCATIONS OF EXIST. UNDERGROUND UTILITIES ARE
A
ISSUED FOR CITY ADB REVIEW
NL
09/30/13
SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN
INDEPENDENTLY VERIFIED BY THE OWNER OR ITS
REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE
A2
REVISED PER CITY REVIEW COMMENTS
NL
12/14/13
EXACT LOCATION OF ALL EXISTING UTIU71ES BEFORE
COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE
I
FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED
BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND
A31
REVISED PER ADA REVIEW
NL
02/12/14
PRESERVE ANY AND ALL UNDERGROUND nuilEs.
48 HOM BERNE YOU DO
NO.
REMSION
BY
DATE
1400-424-5=
Q1
, 1A ', �
"w
k All
EX ASPHA\�T. -DRIVEW . AY,
0
EYV67y'VETRIWO LED
consulting civil engineers
125 WEST RELLOGG ROAD, BELLINGHAM, WA 98226
Ph: (360) 671-7002
Fax: (360) 671-7081
2013 (C) WEB ENGINEEMNG LM (ALL IaGHTS RESERVED)
JOB NO.:
C09188
CITY FILE NUN.
T.B.D.
DESIGNED BY:
NL
BKS
CHECKED BY-
NL
E GIN ERINGIDIVISION,
S NOT -0
Ix ate: t5j-\\�k
V
KAUTZ ROUTE, LLC I , EXISTING CONDTION
PO BOX 31097 EDMONDS WAY MUL11-FAMILY DEVELOPMENT
23220 EDMONDS WAY, EDMONDS, WA
Im 9 PORTION OF THE SIN 1/4j W 1/4 OF SEC M, TWP 27N, RCE 4E, W.M.
SEATTLE, w w A 8$103 DATE: SCALE:
JUNE 2013 H: 1" = 10' V. N /A
DRAWING:
CP% - 2
SHEET:
2 OF 12
I R E_ 3, U B
— JUN 2 0 2014
BUILDING DEPAFAMENT
CIT`� OF EDMONDS
FIRE LANE ACCESS NOTE
PROPOSED ACCESS DRIVEWAY AND TIJRNAROUND SHALL HAVE
CLEAR SIGNAGE AND PAVEMENT MARKINGS THAT INDICATE "NO
PARKING - FIRE LANE' PER CITY DEVELOPMENT AND FIRE
DEPT. REQUIREMENTS. SIGNAGE AND PAVEMENT MARKINGS
PROPOSED SHALL BE REVIEWED AND APPROVED BY CITY PRIOR
TO CONSTRUCTION.
FIRE LANE DELINEATION LEGEND
NO PARKING - FIRE LANE SIGN
(SEE DETAIL)
NO PARKING - CURB MARKING
(PAINT CURB RED PER FIRE DEPT STANDARD)
NORTH LIMIT OF -
LANDSCAPE WALL
ROAD B STA: 1+15.4/58.0 L
3.0!
Al
M"WAY,
tog
(optaoral)
AMWTO DESIGNATE LEFT. RIGM
OR WTH
N 88*03'40" E
Llfkn'nA nnrknr*nTV I Mr
ROAD B STA: 0+00.00
232'hnd PL Sw_
SIDEWALK AS SHOWN
TO EXISTING
AT POINT WHERE ki�
I T17ONS A�LLOW,
61.90,
T yp)
NEED
To BE
(SEE L\AN\IDSCAPE PLANS, TYP)
EX CURB GUTTER MAY NEED TO BE
C
)EPENDING 0 OND11ION PER CITY
SITE INSPECTI (PER S3TD PLAN E 2.10)
R E�
C I �VE E) GsTING CONC SIDEWALK & RAACE WITH NEW 4 FT LANDSCAPE
STRI D 5 FT CONC SIDEWALK AS SHO (NOTE: EASEMENT DEDICA11ON
REQUIR FOR SIDEWALK ENCROACMENT INTO UBJECT PROPERTY)
To
REMOVE EXISTING UTILITY Pt\
'OLE
(ELECTRICAL SIGN BY OTHERS) ?r)o eL I-C) 90- "J%p(LL,6fb 0 MbIe-Qcr
PAD MOU TRANSFORMER (APPROX LOCATIO'�\
ONLY). E C ICAL DESIGN BY OTHERS.
<1
'R
9
TRENCH TILITY REPAIR
(PER STD N E 2.3)
PT/PC C & GUTTER
STA 0+3 10 6.80 R
PROPOSED TER UTILITY ESMIT
(AFj
DF IVEWAY ENTRANCE
MULTIFAMI%
P
(PI P E 2.27.2)
SAWCUT EX ASPHALT 2' BEyoNb NEW CURB & GUTTER
ND REINSTATE PAVEMENT PER REQUIRMENTS
TR CH U11UTY REPAIR
(PER TD PLAN E 2.3)
<1
$9
TREE (SEE LANDSCAPE PLA , TYP)
E CURB & GUTTER MAY NEE TO BE
PE ING ON CONDITION PER CI
SITE IPECTION (PER STD PLAN , 2.10)
CONC SIDEWALK AS SHI
r5\1TION TO EXISTING
MA�E AT POINT WHERE
C
ONQITIONS ALLOW)
rTBM "A of
( IN FEET )
1 Inch = 10 ft.
G DIVISION
AS NOT D
Date:
Al ISSUED FOR CITY ADB RE\i1EW NL 1 09/30/13 9081M UILMES MM JOB NO.: C09188 HORIZONTAL CONTROL DRAWING:
THE LOCATIONS OF EXIST. UNDERGROUND UTILITIES ARE KAUTZ ROUTE LLC
IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN 7 C 3
A2 REVISED PER CITY REVIEW COMMENTS NL 12/14/13 SHOO, P)V6ZJVEERJj'V6! LED CITY FILE NUM.
INDEPENDENTLY VERIFIED BY THE OWNER OR ITS T.B.D.
REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE -FAMILY DEVELOPMENT
EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE consulting civil engineers DESIGNED BY. EDMONDS WAY MUL11
REVISED PER ADA REVIEW NL 02/12/14 COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE NL PO BOX 31097
FOR MY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED 23220 EDMONDS WAY, EDMONDS, WA SHEET -
BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND 125 WEST KELLOGG ROAD, BELLINGHAM, WA 98228 DRAWN BY-
A4 REVISED PER CITY REVIEW COMMENTS NL 05/27/14 PRESERVE MY AND ALL UNDERGROUND UTUTIES. Ph: (360) 671-7002 BKS POITIM OF THE 8W 1/4, NW 1/4 OF SEC 31, Tff 27N, RGE 4E, W.M.
I _... . 3 OF 12
I %.iA" FKXM BERM YOU DIG Fax: (360) 671-7081 CHECKED BY- SEATTLE, WA 98103 DATE: SCALE:
NO. REMSION BY DATE' 1 1-800-424—SM 05/27/2014 =3 (C) WEB ENGINMaNG LM (ALL FdGHTS RMMVM) NL JUNE 2013 H: 1 10' V: N /A
E 81 U B,
JN 20 20141
BUILDING DEPAF�MENT
DESTROY ALL F`RINTS BEARING PREVIOUS REVISION NUMBERS Clr� OF EDMONDS
N 88-03'40" E
375
376
2.0%
UNIT 108
(FF= 375.20)
R,
,2.2
g
UNIT 107
(FF= 375.20)
4011
Z
(A
CF) 38"FIR
0
'N,
C�
Ln
2.0%
UNIT 106
(FF= 375.50)
co 7 _:%;1
.8
lo
UNIT 105
(FF= 375.50)
2.0%
Cb
Cb
378
wm=
8 .....
- - - - - - - - ---
- N
382
ME
iidmffit
00, --ep 31�_-
7
71JI
UNIT 104
(FF= 375.80)
a
UNIT 103
(F= 375.80)
�=-MA,
N 88003'40" E
199.39'
I
9 0
TEMPORARY SED%NT TRAP
PER STD DETAIL E 630
BOTTOM AREAV4OtF\\
BASE EL537TO
r\1
'to 10L.
Is kh*ua
d t�l
T CONSMC11ON SrOFUWAMR POLLUTION PREVENTION PLAN
N8 NlENT 0 MAW CLEARING LIM"
The project will not require significant clearing. beyond removal of isolated on site trees and
vegetation. A qualified land surveyor will physically mark the property clearing limits on the site.
ELEMENT ft ESTABLISH CONSTRUCTION ACCESS
GRAPHIC SCALE A construction entrance / exit is proposed to be constructed to Edmonds Way in general accordance
0 5 10 20 with WSDOE BMP C105 (modified due to small property area). Any soil tracked onto paved areas shall
be swept up and disposed of on a regular basis.
IN FEET ELBAEff G& CONTROL FLOW RATM
1 inch = 10 ft. A temporary sediment trap (cleared area less than 3 acres) per BIVIP C240 in the SWMIVI has been
sized to prevent soil laden waters from exiting the site. The developed condition 2 year runoff event
(ie 2 year flow frequency)was used to size sediment retention for the project. The equations and
design criterion for the sediment trap is as follows:
Surface Area (SA) = Q2 x 2080
SA = 0.068 x 2080 = 141 sf (Note: Q2 per project WWHM model)
The temporary trap will discharge to the project POC (EX -CB).
ELEMENT ft STABILRE SOILS
All exposed and un-worked soils shall be stabilized and will not remain exposed and un-worked for
more than seven days (two days if construction takes place between October 1 through April 30th).
E3 WENT ft PROTECT SLOPES
Temporary cut slopes shall be protected with plastic covering per BMP C123.
- PROTECT DRAIN N_ETS
E3 #7-
A =374-69 Below grate basin filter inserts per BMP 220 shall be installed in catch basins prior to completion of
the project. The barriers shall be removed upon completion of construction.
38"AR
ELEMENT 40 STABILVE CHANNELS AND OUTLETS
_W Interceptor swales will be positively graded and seeded (BIVIP C120) or lined (BMP C202).
yy
ELEMENT ft CONTROL POLLUTANTS
3 A
All pollutants including waste materials and construction debris, that occur on -site shall be handled
.4 A T A -C
UNIT 102 UNIT 101
(ff= 376.00) (ff= 376.00)
1P a manner Lhat does nOL cause conLaminaition OT siormwater.
ELEMENT OD CONTROL. DEWATEFMO
D -watering shall be routed to the on -site temporary sediment trap.
e
ELEMENT 00 MAINTAN BMPS
All temporary and permanent erosion and sediment control BMPs shall be maintained by and repaired
IZI
00 as needed to assure %-Iontinued performance of their intended function. Sediment control BMPs shall be
-producing storm event during the dry season (daily if construction
inspected weekly or after a runoff
takes place during the wet season).
ELEM84T M. MANAGE THE PROJECT
All BMPs shall be inspected and maintained by the Contractor's Certified Erosion and Sediment Control
Lead.
SITE GRADING AND T.E.S.C. NOTES
WET SEASON GRADING NOTES
1. ALL GRADING SHALL COMPLY NTH CITY OF EDMONDS CODE AND CHAPTER 18 OF THE
11. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL TEMPORARY DRAINAGE FACIL111ES AND STRUCTURES UPON
(OCTOBM I THROUGH MARCH 31)
INTERNATIONAL BUILDING CODE.
REACHING A DEPTH OF 6 INCHES.
1. THE CONSTRUCTION SEQUENCE SHALL BE MODIFIED TO MINIMIZE THE AREA OF UNSTABILIZED SOIL A MAXIMUM OF 1,000 SQUARE FEET OF DIRT WILL BE EXPOSED AT
ANY TIME.
2. A CERTIFIED TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESC) SPECIALIST SHALL
12. SUFFICIENT TESC BMP MATERIALS AND SUPPLIES TO PROTECT THE ENTIRE SITE SHALL BE STOCKPILED ONSITE.
OVERSEE ALL TESC MEASURES AND THESE SHALL BE INSTALLED PRIOR TO MY SITE WORK PER
2. EARTHEN AREAS THAT ARE SUBJECT TO CONTRIBUTING SEDIMENTS DURING STORM EVENTS AND WHERE EARTH MOVEMENT IS NOT ANTICIPATED FOR 48-HOURS SHALL
TESC PLANS HERON.
13. INLETS OF THE PERMANENT DRAINAGE SYSTEM SHALL BE PROTECTED FROM SEDIMENT INFLUX BY USE OF FILTER BE STABILIZED USING TEMPORARY SOIL STABILIZATION MEASURES.
FABRIC, MICROPORE BAGS, AND SIMILAR FILTERING MATERIALS AND METHODS.
3. ALL PERSONS ENGAGING IN DEVELOPMENT ACTIVITIES SHALL PREVENT OR MINIMIZE EROSION
3. WET SEASON TESC MEASURES SHALL BE EXPANDED TO INCLUDE THE FOLLOWING:
AND SEDIMENTATION ON -SITE, AND SHALL PROTECT PROPERTIES AND WATER COURSES
14. CONSTRUCTION ACCEPTANCE WILL BE SUBJECT TO A WELL ESTABLISHED GROUND COVER THAT FULFILLS THE
REQUIREMENT OF THE APPROVED CONSTRUCTION PLANS AND CITY OF EDMONDS EROSION CONTROL AND
A. INSTALL A SECOND SILT FENCE, 10 FEET INSIDE THAT SHOWN ON PLAN
DOWNSTREAM FROM THE SITE.
SEDIMENTATION STANDARDS.
4. ALL STREETS ARE TO BE KEPT CLEAR OF DIRT AND DEBRIS. STREETS SHALL BE SWEPT AT
B. INSTALL A SEDIMENT POND DESIGNED TO ACCOMMODATE A 25-YR 24-HOUR STORM EVENT.
THE END OF THE WORK DAY IF DIRT HAS BEEN TRACKED ONTO THE PAVED SURFACES.
15. ALL DISTURBED AREAS SUCH AS RETEN11ON FACILITIES, ROADWAY BACK -SLOPES, ETC. SHALL BE SEEDED WITH
A PERENNIAL GROUND COVER GRASS TO MINIMIZE EROSION. GRASS SEEDING WILL BE DONE USING AN APPROVED
C. ANY PUMPED WATER SHALL BE DISCHARGED TO VEGETATED AREAS OUTSIDE OF NGPAS.
5. DELETED
HYDROSEEDER OR AS OTHERWISE APPROVED BY THE CITY.
D. BUILDING MATERIALS SHALL BE STOCKPILED ON PAVED SURFACES WfHENEVER POSSIBLE.
6. IF APPROVED, FROM OCTOBER 1 TO MARCH 31, GRADING SHALL BE CONSTRUCTED IN
16. ALL LANDSCAPE AREAS SHALL BE COMPOST AMIMENDED IN COMPLIANCE WITH WSDOE BMP T5.13 (POST
4. SOILS SHALL NOT BE DISTURBED EXCEPTS FOR ACTUAL CONSTRUCTION ACTIVITIES. PARKING IS ALLOWED ONLY ON PAVED AND/OR GRAVEL SURFACES.
ACCORDANCE TO 'WET SEASON GRADING NOTES* ON THIS PAGE.
CONSTRUCTION SOIL QUALITY AND DEPTH) TO THE SATISFACTION OF THE CITY INSPECTOR.
I
5. SLOPES 8% AND GREATER WITHOUT ESTABUSHED GROUND COVER WILL BE STABILIZED WITH PLASTIC SHEETING, 6-MIL (MINIMUM). THE SHEETING SHALL BE ANCHORED
7. FROM MAY 1 TO SEPTEMBER 30, SOIL SHALL BE EXPOSED FOR A MAXIMUM OF 7 DAYS.
17. IMMEDIATELY FOLLOWING FINISH GRADING, PERMANENT VEGETATION (CONSISTING OF RAPID, PERSISTENT AN D
WITH SAND BAGS LOCATED 5-FEET APART ON THE PERIMETER AND 10-FEET ON CENTER ON THE REMAINDER OF THE SHEETING. A MINIMUM OF 2-FEET OVERLAP IS
GROUND COVER BMPS SHALL BE USED TO STABILIZE THE SOIL
LEGUME) WILL BE APPLIED AT A MINIMUM 80# PER ACRE. THIS IS TO INCLUDE THE FOLLOWING: 20% ANNUAL,
REQUIRED FOR OVERLAPPING SHEETS.
PERENNIAL OR HYBRID RYE GRASS, 40% CREEPING RED FESCUE, 40% WHITE CLOVER, OR AS OTHERWISE APPROVED
8. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. W!HEN ACTIVELY WORKING WITH THE
BY THE CITY. HYDROSEED REQUIRED.
6. WATER DISCHARGED FROM THE SITE WILL BE MONITORED FOR TURBIDITY. MAXIMUM ALLOWABLE TURBIDITY OF DISCHARGED WATER WILL BE 5 NTU OVER BACKGROUND.
SOIL STOCKPILE, STABILIZATION SHALL OCCUR AT THE END OF EACH WORK DAY.
.
18. FER11LIZER SHALL BE APPLIED AT 400# PER ACRE OF 10-20-20 (10 POUNDS PER 1,100 SQUARE FEE� OR
7. WHEN RAINFALL IS HEAVY (DEFINED AS RAINFALL HARD ENOUGH TO PRODUCE SEDIMENT RUN-OFF FROM EXPOSED DIRT), ALL EXPOSED EARTHWORK SHALL BE COVERED.
9. SILTATION BARRIERS AND ALL OTHER TESC MEASURES SHALL BE INSPECTED IMMEDIATELY AFTER
EQUIVALENT. DEVELOPMENTS ADJACENT TO WATER BODIES SHALL USE NON -PHOSPHORUS FER-nLJZER.
NO OTHER CONSTRUCTION ACTIVITY SHALL OCCUR ON PERVIOUS SURFACES DURING THESE PERIODS OF HEAVY RAIN.
EACH RAINFALL EVENT GREATER THAN 0.1' RAINFALL, AND AT LEAST DAILY DURING PROLONGED
RAINFALL EVENTS.
19. EXCESS EXCAVATION SHALL BE DISPOSED OF AT A PERMITTED SITE OR COMMERCIAL TOPSOIL COMPANY.
8. ALL DRAINAGE SHALL BE FULLY VEGETATED. SWALES SHALL BE SODDED IF THE VEGETATION GROWING IN THE SWALE IS INSUFFICIENT TO PROVIDE WATER QUALITY AND
TO PREVENT EROSION OF THE SWALE.
10. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED
20. GRADING AND CONSTRUCTION SHALL BE TIMED AND CONSTRUCTED IN STAGES TO MINIMIZE SOIL EXPOSURE.
IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR WHEN THE TESC MEASURES BECOME
9. FILTER FABRIC (GEOTEXTILE FABRIC) SHALL BE INSTALLED BENEATH THE ENTIRE CONSTRUCTION ENTRANCE.
DAMAGED.
ISSUED FOR CITY ADB REMEW
NL
09/30/13
E=TM UMMM NOTR
THE LOCATIONS OF E)aST. UNDERGROUND U11UTIES ARE
LTD
JOB NO.: C09188
KAUTZ ROUTE, LLC
REVISED PER CITY REVIEW COMMENTS
NL
12/14/13
SHO" IN AN APPRO)(IMATE WAY ONLY AND HAVE NOT BEEN
FJVo9JJ'VEMqJ7V6!
CITY FILE NUM.
INDEPENDENTLY VERIFIED BY THE OVMER
OR ITS
T.B.D.
REVISED PER ADA REVIEW
NL
02/12/14
REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE
EXACT LOCATION OF ALL D(ISTING UTILITIES BEFORE
consulffi�g civil
engineers
DESIGNED BY -
PO BOX 31097
COMMENCING WORK, AND AGREES TO
BE FULLY RESPONSIBLE
NL
FOR ANY AND ALL DAMAGES VMICH MIGHT BE OCCASIONED
BY THE CONTRACTOR'S FAILURE TO EXAC7LY LOCATE AND
PRESERVE ANY AND ALL UNDERGROUND UTILITIE&
125 WEST KELLOGG ROAD, BELIMGHM,
WA 98226
REVISED PER CITY REVIEW
NL
05/27/14
DRAWN BY:
-
Ph: (360) 671-7002
BKS
SEATTLE,
"NA 98103
CALL 48 HOURS BEFOFE YOU DIG
Fax: (360) 671-7081
HECKED BY-
NO.
REMSION 1BY1
DATE]
1-800-424-5=
05/27/2014
2013 (C) V- -'-'-'EEPJNG LrD (ALL
RIGHTS RESERVED)
NL
I
TESC LEGEND
;11ML LINETYPE OR HATCH DESCRIPTION
ak011mam r1_1 WIMIMM CLEARING UK-P
SF'
SILT FENCE
F
SILT FENCE AT CLEARING LIMITS
->
TEMP. INTERCEPTOR SWALE
-220--- -
EXISTING GROUND CONTOURS
PROPOSED GROUND CONTOURS
T)
STORM DRAIN INLET FILTER
(St
TEMPORARY SEDIMENT TRAP
4)
STABILIZED CONSTRUCTION ENTRANCE
HATCH LEGEND
NEW ASPHALT PAVEMENT
WADING QUANIMES
METHOD:
COMPOSITE VOLUMES, LAND DESKTOP 2000
CUT - 1,105 CY
FILL - 90 CY
NET - 1,015 CY CUT
NOTES:
1. RAW VOLUMES HAVE NOT BEEN ADJUSTED TO
REFLECT SHRINK OR SWELL FOR COMPACTION AND
EXPANSION AND ARE VOLLIMETRIC AREAS ONLY.
2. QUAN1111ES SHOWN REPRESENT CUT AND FILL
VOLUMES COMPARING EXISTING TO PROPOSED
FINISHED GROUND SURFACES. PAVEMENT
STRUCTURE AND BUILDING FOUNDATION
EXCAVATION AND FILL ARE NOT INCLUDED.
3. THE ABOVE QUANTITIES ARE ESTIMATES ONLY
AND ARE LISTED SOLELY FOR PERMITTING
PURPOSES. THEY ARE NOT TO BE USED FOR
BIDDING PURPOSES.
NEW CONCRETE SIDEWALK NOTES
1. SEE SHEET C-9 FOR EROSION CONTROL DETAILS.
2. SEE SHEET C-1 FOR GENERAL NOTES.
ON 3. ALL LANDSCAPE AREAS S"ALL BE IN COMPLIANCE WW
ENOINEERING 01\11SI BMP T5.13 - POST CONSTRUCTION SOIL QUALITY AND
APPRBVAS NOT
E? 10 DEPTH (COMPOST AMMENDED).
GRADING AND TESC
EDMONDS WAY MULM-FAMILY DEVELOPMENT
23220 EDMONDS WAY, EDMONDS, WA
PORTION OF THE SW 1/4, NW 1/4 OF SEC 31, TWP 27N, RIGE 4E, W.M.
DATE: SCALE:
JUNE 2013 H: 1" = 10' V: N /A
DRAWING:
C - 4
SHEET-
4 OF 12
F III E"! B U BI
JUN 20 2014
r
,UJILDING DEPAR,7,MENT
CITY OF EDMONDS
1 390
im
1 380
1 370
360
VNIT 107'
(FF= 375.20)
5%
S
AAal
2
`4'
qgv
\ P.
N
S
GRAPHIC SCALE
5 10 % 201
UNIT 102 UNIT'll .... /
01
UNIT 104 UNIT,103
(FF= 375.80) (FF= 375.80) (FF= 376.00) (FF= 376.00)
IN FEET
1 Inch = 10 ft.
I'V
................
C4
MMONDS WAY (SR. 'f 04)
LO
ct
Ui
+
Ck::
cc
t1c;
EX GROUND
I Am
]SCARE WAI I
C
- —
—
(H T-
2.4 FT±)
Cn
-FINISH GROUND CL
C) 11
cn
CL CL
7u
Cn Cf)
FF=
75.50
X
>\
\,\7
(f
F= 37L5L_
STA 04
30.1i
G
NEW Ir CPP SI)
IE= 37.16±
(APPR(
X ONLY)
STA G+n58
IE= V2.98
LSDCB-11 (TYPE 1)
STA 1+45.55 (CL INTERSECTION)
RIM= 374.85
IE(N)= 371.95 (12- CPP)
ACCESS DRINEWAY
PROFILE (ROAD A)
SCALE: 1"=10' HORIZONTAL
11*4 VERTICAL
00
'd
U!
Ui
CR
C4
Ld
Ui
Ui
2+00 1+50
ISSUED FOR CITY ADB REVIEW
NL
09/30/13
EMEM LMOM NOTP
THE LOCATIONS OF DaST. UNDERGROUND UTILITIES ARE
SHOWN IN AN APPRO)OMATE WAY ONLY AND HAVE NOT BEEN
REVISED PER
12/14/13
CITY REVIEW COMMENTS
NL
INDEPENDENTLY VERIFIED BY THE OWNER OR ITS
REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE
REVISED PER ADA REVIEW
NL
02/12/14
DCACT LOCATION OF ALL E)aSTING U71UTIES BEFORE
COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE
FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED
By TH E CONTRACTOR'S FAILURE M D(ACTLY LOCATE AND
A4
REVISED PER CITY REVIEW COMMENTS
NL
05/27/14
PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
CALL 48 FDJFB BEFOM YOtJ EXII
NO.
REVISION
BY
DATE
1-800-424,5M
1+00
UT RIJ V6! L. M
EJV67)
consulting civil engineers
125 WEST KELLOGG ROAD, BELUNGHAM, WA 98226
Ph: (360) 671-7002
Fax: (360) 671-7081
05/27/2014 2013 (C) WE13 ENGINEERING LM (ALL MGH75 RESERVED)
0+50
JOB NO.:
C09188
CITY FILE NUM.
T.B.D.
DESIGNED BY-
NL
DRAWN BY-
BKS
CHECKED BY-
NL
390
380
370
360
Ameff
KAUTZ ROUTE, LLC
SEATTLE, w. A 98103
NOTE:
TYPE 2 CATCH BASIN AND FLOW
CONTROL STUCTURE SHALL COMPLY g
ZE
WITH CITY STANDARD PLANS E5.3 34
,e,
AND E5.4 (SEE SHEET C-11) I —L
POLYPROPYLENE
LADDER STEPS & HAND
HOLDS PER CITY OF
EDMONDS REQUIRMENTS
FLOW CONTROL RISER PER
CITY STANDARD.PLAN E5.4
10 CPP INLET
IE= 370.57
10*0 FLOW RESTRICTOR RISER
PIPE SUPPORT. Yx .090 -
GAUGE BOLTED OR IMBEDDED 48*0
2*INTO WALL
SECMN VIEW
37. �—
'�7
- 2.5w HMA PAVEMENT
- 2.0' CRUSHED SURFACE TOP COARSE
(WSDOT STD SPEC 9-03.9(3))
- 4.0" BALLAST BASE COARSE
(WSDOT STD SPEC 9-03.9(2))
NON WOVEN GEOTEX�LE
(SEPARATION FABRIC)
APPROVED NON -YIELDING
SUBGRADE
PAVEMENT SEC'nON
TYMAL SEOMOIN
NOT TO SCALE
ROUND SOLID COVER MARKED
'DRAIN* WITH LOCKING BOLTS
RIM EL= 374.90
OVERFLOW RISER (10-0)
EL= 373.07
NOTCH RECTANGULAR WEIR:
WIDTH= 0.08', HEIGHT= 1.00'
1Ox1Ox1O TEE
PVC ADAPTOR PER CITY STANDARD
PLAN E5.4
10" CPP OUTLET
ELEV= 370.57
1.25*0 ORIFICE HOLE DRILLED INTO
RESTRICTOR PLATE, EL= 368.57
TYPE 2 48' CATCH BASIN PER CITY
STANDARD PLAN E5.3
WET WELL BOTTOM
ELEV= 366.57
11063alo-zop
*0 RISER W/ NOTCHED
IR (SEE SECTION)
MH ACCESS W/
DDER & HANDHOLDS
R CITY OF EDMONDS
QUIREMENTS
F`LAN VI
CB-5- FLOW CONTROL CATCHBASIN DETAIL
(STRUCTURE PER CrTY SM PLAN E5.4)
NOT TO SCALE
e SCH 40 PVC RISER W/ RING
AND COVER (OBSERVATION PORT)
CONCRETE COLLAR
(12'xlfx6*)
FINISH GROUND C-4
X
TnP4ZAII RArk'FIH m7p nrTrumm Tprmr%i4
/x\
FREE DRAINING ANGULAR WASHED ROCK
(31e - 2' PARTICLE SIZE)
IMPERMEABLE LINER AROUND ENTIRE GRAVEL
BED PERIMETER (LINER PRODUCT SUBMITTAL -CHAMBER BASE EL= 370.57
REQUIRED PRIOR TO CONSTRUCTION) GRAVEL BASE EL= 370.07
CONTECH 'CHAMBERMAW (CORREGATED >/\N 86
12m 51
HDPE OPEN BOTTOM CHAMBER UNIT)
STORMWATER DETEN"nON CHAMBER
TYMAL SECTlION
NOT TO SCALE
FINISH GROUND
12' CPP SD CPP SD
96' CHAMBER LENGTH_ 256' CHAMBER LENGTHI 96' CHAMBER LENGTH
CATCH BASIN 41 (SINGLE START UNIT) (3 MID CHAMBER UNITS)' - (SINGLE END UNIT)
(TYPE 1) 37.3 FT DETENTION CHAMBER LENGTH
(370 CF LIVE STORAGE VOLUME) CATCH BASIN 5 1
FLOW CONTROL SDMH
STORMWA"MR DETE�MON CHAMBERS (SEE DETAIL)
ENGINEERING DIVISION
ELEVATION VIEW APP% TPD (V:5
NOT TO SCALE N/-).. At k Date-n\ t(A
.. 9V�D AS NO
ak I'm I
ROAD AND DRAINAGE
ACCESS DRIVEWAY (ROAD A)
EDMONDS WAY MUL11-FAMILY DEVELOPMENT
23220 EDMONDS WAY, EDMONDS, WA
PORTM OF-- THE GV 1/4, NW 1/4 OF-- 8EC 31, Tff 27N, RM 4E, W.M.
DATE: SCALE:
JUNE 2013 H: 1" = 10' V: 1 5'
DRAWING:
C — 5
SHEET:
5 OF 12
4 Esue
N 2 0 2014
BUILDING DEPA137MENT
CIr/ OF ED&PONDS
I 91;"l 1m-L9jff-11mmwkitl�1t�-
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7
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390
380
370
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03 Tz
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4,q
Z
000
L4
0
OU
ir3
r LO
8
LO
ct
Uj
(D
Ui
+
ct 11
't
=3
Cn
=3
tn r/
w
FY GROUND
'n
381
FINISH GROUND
T 105 &
(FF= 375.50)
UNIT 107 & 108
.00%
(FF= 375.20)
<7=
7LZ
TRASH ENLOSURE
RETAINING WALL
508 LP
(HT= 3.6 FT±)
37,
L
MCB-1 (TYPE 1P)
SDCB-11 (TYPE 1)
(PER WSDOT SM PLAN B-5.60-01)
STA 0+56.02 (CL INTERSECTION)
STA 1+1&00
R1M= 374.51
RIM= 374.85
E(N)-- 371.95 (12" CPP)
IE(S)-- 371.51 (it CPP)
IE(N)-- 373.18 (6- PVC W/ DOWN TURNED
Al 1W PRF W wprn
(ZAMM
V? -f rdft (yb DOSERSION
I N'10411
PIPE)
@=
WATER QUALJTY SAND FIL10 FACILITY (SEE DETAIL)
ACCESS DRIVEWAY
PROFILE
(ROAD B)
Q=
RIP RAP LINED OVERFLOW SWALE TO SAND RLTER
W/ 2'x2' RIP RAP PAD IN SAND RLTER AREA
SCALE: 1*=10' HORIZONTAL
1`4 VERTICAL
@D
r CPP SD CROSSING
36
C6
C>
Ui
co
IR
cc
rn
0+00
0+50
1+00
�7_
�77777/
Elm
MISS
MON
UNIT 108
(FF= 375.20)
UNIT 107'
(FF= 375.20)
uNir 106
(FF= 375.50)
UNIT 105
380
370
360
C%1
Lr.
81 SF SAND FILTER VAULT
_TjSEE DETAIL) .3
27.0' ------- Ire
12
n-
B-4
2-3
ROOF DRAIN STUq
x
Ad,
(TYP)
W
11, AOPOWSTo4k( u-n
(AFj
(FF= 3 �.10)
y
x
R6Drcg
(TYP)
"p R
n
UNIT 110
(FF= 375.50)
3
r
UNIT 104 UNIT 103
(FF= 375.80) (FF= 375.80)
GRA�H\IC SCALE
IN FEET
1 inch = 10 ft.\
S
To B
;S
R
UNIT 102
(FF= 376.00)
-w
UNIT 101
(FF= 376.00)
[.*To=
70
AT$=
DIVISION
AS Nu I
ISSUED FOR CITY ADB REVIEW NL 09/30/13; ENSIM UTLEES NOTP — A I--- JOB NO.: C09188 ROAD AND DRAINAGE DRAWING:
THE LOCA71ONS OF E)GST. UNDERGROUND UTILITIES ARE T/r_z4F_,& PyV6Z)VFM?ZyV6! LTD CITY FILE NUM. KAUTZ ROUTE, LLC C - 6
REVISED PER CITY REVIEW COMMENTS NL 12/14/13 SHOWN IN AN APPRO)(IMATE WAY ONLY AND HAVE NOT BEEN ROADI3 AND SAND FILTER OUTLET PROFILE
INDEPENDENTLY VERIFIED BY THE OWNER OR ITS T.B.D.
REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE consulting civil engineers DESIGNED BY- EDMONDS WAY MUL71-FAMILY DEVELOPMENT
EXACT LOCATION OF ALL D(ISTING UTILITIES BEFORE
A31 REVISED PER ADA REVIEW NL 1 02/12/14 COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE NL PO BOX 31097 SHEET:
FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED 23220 EDMONDS WAY, EDMONDS, WA
BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND 125 WEST RELLOGG ROAD, BELLINGHAM, WA 98226, DRAWN BY: PORTM OF THE SW 1/4, NW 1/4 OF SEC 31, TWP 27N, RGE 4E, W.M.
REVISED PER CITY REVIEW COMMENTS NL 05/27/14 PRESERVE ANY AND ALL UNDERGROUND UTILITIES. Ph: (360) 671-7002 BKS 6 OF 12
48 HOURS BEF<*E YOU M Fax: (360) 671-7081 CHECKED BY- SEATTLE, w,,,,A 98103 SCALE:
NO. RE%ASION BY DAM 1-800-424-MM 1 05/27/2014 2013 (C) WEB ENGIN101ING LM (AM FUGHTS RIMMED) NLI E! JUNE 2013 H: 1" = 10' V. 1 5'
R E S U R-1
J U N 2 0
BUILDING DEPARi.-MENT
CITY OF EDMONDS
I 61=1:1 100W.'! I q �;] I Z I Z lel- �;l =ITA - 9
606
D -S -4 GRAPHIC SCALE
12
CPP SD �A*
0 5 10 20
D S S
:p \
T, MEMO
IN FEET
R1
ROOF DRAIN STUB/i
1 1 h 10 ft.
TO
916 (TYP)
SC-
CL
Gs
04
uNir ioa
,f gg�
�3
x
0_2
OOF DRAIN STUB
/jTYP) p Q\
Ong .5
Rd6r DRAINSM7Z,
X
(TYP) 1D5
vNir 107--
uNir iio
, 41
s", WMI*
CL
7777777, 7 7
g�� zry
g'4
SENSE,
A
�3 V
'511 x
050
�g'p �?Vmpjx 'Ra
N,
uNtr 106
gig
M m g
00
mam-N M
M' a
C3
OOF DRAIN STUB
G-L _W
TYP)
1711' 0 KRIM
a
eg
25
V
0125
uNir io4 uNir 103 uNir io2 uNir 101
g
uNir io5
I/
ROOF DRAIN STUB
ROOF DRAIN STUB TYP)
/X,
5_ N
�7
4 cb
S
S
378 - - .9
- - - - - - - - - - - - 379 - - - - - -
"I E�, xzDCDCDCX
i Of H X if if _x �.ii X is
if of Of H if of I if 06 H if Of
020,
m; -a
380 17J
381 - - - - - - - - - - - - - - -
12m WIDE NOTCH IN WEST VAULT WALL 0 EL 374.38
(OVERFLOW SPILLWAY TO SAND FILTER)
RIP RAP LINED SWALE TO SAND FILTER
FINISH PAVEMENT FLOWLINE
ROUTES TO SAND FILTER)
6* PVC SD FROM CB-1
(DRAINAGE INFLOW)
4' PERFORATED PVC SD 0 0.00% (IE=373.13) IN
WASHED ROCK TRENCH (ACROSS FULL LENGTH OF
FILTER BED TO DISPERSE FLOW)
6' PERF PVC SD 0 0.00% ([E=371.04) IN WASHED
ROCK TRENCH (UNDERDRAIN COLLECTION PIPE)
1 .4 3.0
WA"MR OUALITY SAND FILTER BASIN
TYMAL SE011ON
NOT TO SCALE
TOP OF VAULT WALL (LEVEL)
EL= 374.88
FINISH GROUND
TOPSOIL EL= 373.88
1 1/0 TO 31e WASHED ROCK
FILTER FABRIC (MIRAFI 14ON)
IMPERMEABLE HDPE LINER (WRAPPED AROUND
BOTTOM AND SIDEWALLS AS SHOWN
(SUBMITTAL REQUIRED)
CAST IN PLACE PERIMETER RETAINING WALL
(SEE STRUCTURAL)
RETAINING WALL FOOTING BASE EL=370.96
9m ENGINEERED SOIL MIX (SEE SPEC)
FILTER FABRIC (MIRAF1 14ON)
18' DEPTH SAND (C-33)
FILTER FABRIC (MIRAFI 140N)
r DEPTH WASHED ROCK (1 1/2' TO 31e DRAIN ROCK)
IMPERMEABLE HDPE LINER (WRAPPED AROUND BOTTOM
AND SIDEWALLS AS SHOWN (SUBMITTAL REQUIRED)
UNDERLYING NA71VE SUBGRADE
ENGINEERED SOIL MIX:
1. SOIL MIX SHALL BE 65-70% GRAVELLY SAND AND 30-35%
COMPOST.
2. GRAVELLY SAND SPECIFICATION PER ASTM D422:
SIEVE SIZE
PERCENT PASSING
2 INCH
100
3/4 INCH
70-100
1/4 INCH
50-80
US No. 40
15-40
US No. 200
0-3
3. THE SOIL MIXTURE SHALL BE UNIFORM AND FREE OF STONES,
STUMPS, ROOTS AND SIMILAR OBJECTS LARGER THAN 2 INCHES.
4. ON -SITE SOIL MIXING AND PLACEMENT NOT PERMITTED IF SOIL IS
SATURATED OR SUBJECT TO WATER WITHIN 48 HOURS.
5. COVER AND STORE TO PREVENT WETTING OR SATURATION.
6. TEST SOIL FOR FERTILITY AND MICRO -NUTRIENTS AND, IF
NECESSARY, AMEND MIXTURE TO OBTAIN OPTIMUM CONDITIONS FOR
PLANT ESTABLISHMENT AND EARLY GROWTH AT RATES RECOMMENDED
BY AN INDEPENDENT LABORATORY SOIL TEST.
7. PLACE SOIL IN LIFTS NOT EXCEEDING 6 INCHES.
�:r
CL
LkNDSCAPE WALL
380
Ct
(I iT= 3.9 FT±)
EX GROUND
FINISH GROUND
A
J
--0-7
4
1.00x',�,'
. .... . .. ............
....
........... . .
370
SDCB-9 (CONC INLET)
M-10
(TYPE-1)
A-1
STA 0+00.00 / 0.00 RT
STA 0+41.00
/ 0.00 RT
RIM- 375.10
RIM=
375.81
U
IE(W)= 373.43 (6- PVC)
E(S)m:
373.02 (80 Cpp)
E(E)= 37&43 (V PVC)
IE(N).-t
373.02 (8r CPP)
NEW r PVC SS
E(N)-- 373.43 (Ir CPP)
STA 0+45.15
E= 36&97
TSDCB-5
(TYPE
2 00)
FLOW
MW
CUNTROI.
STA 0+81.49
Mli (SEE
STORM DRAINAGE
PROFILE
(CB-9 TO C113-5)
RIM= 374.90
I W)--.vo.
7 (it Cpp)
SCALE. 1*=10' HORIZONTAL
I W)= 371.00
I S)= 371.00
(V PVC)
(Ir CPP)
360
1*=5' VERTICAL
I NE)- 370.5F
(10- CPP)
n
00
r-
00
00
r_�
r�
ro
0+00
cn
380
LANDSCAPE WALL
(HT= 3.9 FT±)
EX GROUND
FINISH GROUND
7-
. ....
6 PVC SO CROSSING
/71
X
27.
0
SO 0 Q60Z
0
Wit SD,,*L am
370
SDCB-6 (CONC INLET)
STA 0+,U21 / 0.00 RT
SDCB-7 (CONIC IW
STA 0+90.26 /
100 RT
L SDCB-8 (TYPE
STA 1+1&05
1)
/ 0.00 RT
SDCB-4 (TYPE 1)
RIM= 374.80
IE(E)-- 373.13 (6- PVC ROOF)
RIM= 374.50
IE(E)= 372.79 (f
- PVC ROOF)
RIM= 374..'
E(S)-- 372
0
62 (8- CPP)
STA 2+11.64
RIM= 374.60
IE(N)-- 373.13 (W CPP)
IE(N)=,372.79 ff
CPP)
IE(E)= 37262
(Ir CPP)
IE(NW)= 370.94 (12- CPP)
IE(S)= 372.79 0
CPP)
jl(*- 37ZO6 (87 Wj
IE(SE)= 370.57 (12! CPP)
IE(S)- 372.00 (r PVC)
STORM
DRAINAGE FROFILE
(CB-6 TO C13-4)
SCALE 1*=10'
HORIZONTAL
360
11*4
VERTICAL
r_*�
CD
00
n
I-
r-
CR
co
r-
C�
Co
r-
u")
rl-
LO
rl-
U-)
r-
C�
U-)
r-
LO
r-
tn
0+00 0+50
A
ISSUED FOR CITY ADB REVIEW
NL
09/30/13
EWTM U11141111M NOTP
THE LOCA11ONS OF EXIST. UNDERGROUND UTILITIES ARE
A2
REVISED PER CITY REVIEW COMMENTS
NIL
12/14/13
SHO*11 IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN
INDEPENDENTLY VERIFIED BY THE OMER OR ITS
REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE
-
ZL
REVISED PER ADA REVIEW
NIL
02/12/14
EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE
COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE
FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED
BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND
A4
REVISED PER CITY REVIEW COMMENTS
NL
05/27/14
PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
CALL 48 HOM BEFOM YOU DG
_,
NO.
REMSION
BY
DATE
1-800-424-5=
R
1+00
TV, 67, & EJ V677 UERT VO L . r, 0
consulting civil engineers
125 WEST KELLOGG ROAD, BELLINGHAM, WA 98226
Ph: (360) 671-7002
Fax: (360) 671-7081
2CP13 (C) V- -'-'-'EErdN(; LTD,(ALL RIGHTS RESERVED)
1+50
JOB NO.:
C091 88
CITY FILE NUN.
T.B.D.
DESIGNED BY:
NL
DRAWN BY-
BKS
CHECKED BY -
NIL
2+00
KAUTZ ROUTE, LLC
b m-f
370
360
0+50
1+00
wil
370
360
NG DIVISION
)MS NOTED
ate:tUL4�,
�_j I --- AV-,/
NOTE:
SEE SHEET C-5 FOR STORMWATER DETEN11ON
CHAMBER AND FLOW CONTROL DETAILS
EDMONDS WAY MUL11-FAMILY DEVELOPMENT
23220 EDMONDS WAY, EDMONDS, WA
PORTION OF THE SW 1/4v NW 1/4 OF SIEC 31, rWP 27N, RGE 4E, W.M.
DATE: SCALE:
'JUNE 2013 H: 1 10' V: 1" = 51
DRAWING:
C - 7
SHEET:
7 OF 12
R EF S, u r1a
JUN 2 0 2014
BUILDING DEPARUMENT
CITY OF EDMONDS
390
0
380
370
360
UNIT 108
SIDE SEWER BLDG
CLEAN -OUT (TYP)
VNir 107--
uNir 106 (1-2
SIDE SEWER BLDG
CLEAN -OUT (TYP)
uNtr io5
?NDERIND POWE4RA)RY
TI
Lj R*& KOX
_A
n4i Y/ nkzi AY
UNIT 0
SIDE SEWER BLDG
CLEAN -OUT (TYP)
10
771JIll
/ uNtr io4
SIDE SEWER BLDG
CLEAN -OUT (TYP)
uNir 103
GRAPHIC SCALE
0 5 10 20
0
%AD M DITRANSFORMER
V
7b
0
SEWER
LINE C
SIDE SEWER BLDG
CLEAN -OUT (TYP)
uNtr 102
R.O.W. PROPERTY
FS (TYP)
SEWER SERVICE
I
(�ONNECTIONS
NOTE)
d'*
390
lull
370
360
cm
CL
FS
8
Cn
I.-
-
R
a. C:1
C..) � on L 0
C;
Lo
+
C>
+
8 u
r- EX GROUND
x,
FINISH GROUND
"UNIT
105 49 1
(FF= 375.50)
UNIT 107 &
108
-2.00%
4 ASP
\111: M
x �>N
(FF= 375.20)
SH ENLOSURE
RETAINING WALL
(HT= 3.6 FT±)
44.23 LF V
PVC SS 0 1,00%
--t& LF 6* PVC SS 0 1.00X
"� �,' � " "", __ �" , _':�: %e''. 7
SERVICE LATERAL. 12
CLEANOUT
LATERAL #2
SIDE SEWER WYE (UNIT 107) J
(SERVICE LATERAL j2)
L SERVICE
LATERA J2 CLEANOUT
W/ LAMPHOLE COVEF
OLYMPIC SM DETAIL
PER
DWG S-3
SIDE SEWER WYE (UNIT 106)
(SERVICE LATERAL 12)
SIDE SEWER DOUBLE WYE
(UNITS 105-108)
SEE TABLE
W/ LAMI'HOLE
OLYMPIC
COVER PER
STD DETAIL DWG S-3
STA 0+31.85/5.00 L
SEE TAKE
STA 0+50.67/5.00 L
SIDE SEW WYE (UNIT 108) -J
(SERVICE LATERAL #2)
STA 0+114.90/5.00
RIM= 37
L
4.9±
RIM= 375.3±
L SIDE SEWER WYE (UNIT 105)
(ROAD A STA 1+50.39/5.50 Q
SEE TABLE
IE= 37D
54 (6! PW
iE- M.2 (6' Plyt')-
(SERVICE LATERAL 12)
It-370JO-
SEE TAM
BENVER PROFILE (R(
SCALE 1"=10' HORIZONTAL
1*=5' VERTICAL
Go
cc Cm
Co
Co
.(o
Lo
CN
r-
po
0+00 0+50 1+00
SIDE SEWER SERVICE SUMMARY TABLES WATER CONSTRUC71ON NOTES
SEFNIM LATEFAL I SaWCE LATEFLAL 2 SERVICE LATERAL 3 Aft-,
NIT 109 (FF-375.10)
STA 1+1&96/4.00 L (6'x4! SEWER WYE)
LATERAL MAIN IE= 369.50
STA 1+1196/11.00 R (BU)G CLEANDUT)
IE= 370.60 (4! PVC)
UNIT 110 (FF= 37&50)
STA 1+09.96/5.50 L (rxC SEWER WYE)
LATERAL MAIN IE= 369.43
STA 1+09.96/11.00 R (BLDG CLEANOU�
IE- 371.00 (e PVC)
'7r
F=
Lo Lo
00
,
C-4
Go
LQ
Z
I.-FDMONDS
WAY (SR- 104)
Cn
U-)
cc
+
Lo
P-
CL
;m
+
SMC E
W/ LAMPtH
I' CLEANOUT
Co ER PER
!nt
SM CONNEC11ON NOTE:
PROR M CONSTRUCTION THE CONTRACTOR MUST
FIEID VERIFY THE ACTUAL
:t: I ANI
)SCARE WAI I
OLYMPIC S
IL
DETA DWG S-3
EX GROUND P
U-S
C=;
LOCATION, ALIGNMENT
AND DM OF 7HF DOSTING SAN TARY SM
- -
(HT
44 (HT-:
2.4 FT±)
Lu STA 1+14.
5: RIM=
.00 L
FINISH GROUND 5;
ct 11 C
t
MAIN AT THE PROPOSED SEWER CONNECTION,
AND MUST PROVIDE THIS INFORMA71ON M
13V75.
a- CL IE- 369.51
(Ir PVC)
THE
CIVIL, ENGINEER FOR REVIEW.
7
-7
717, �'F�= 02
FF= 01
.7
�751�
17\;. 7
7<x
375.5)
A
%
.20
A
SIDE SEWEF
(SERVICE L
WYE (UNIT 110)
TERAL,
/T/ \,\
Lur__
SEE TABLE
0 SIDE SEWEP
WYE (UNIT 109)
THREE PARALLEL r# SID'
STA
SEWER LATMU NE= 37.16±
30.1±
NE W 8. Cpp
(SERVICE L�TERAL,
#11)
ST A 0+82.581
W/ 1.5 FT HORIZ SEPAR)
TION (PIPE CENIERLINES) 0 (APPRCX
ONLY)
L F 6* PVC SS 0 1.67% = TABLE
IE= V2.98
SEE PLAN VIEW
6, PVC SS
SERVICE LAMM #2 CLEANOUT -
SERVICE LATERAL #2 SERVICE
#3 CLEANOUT
7-1
27.0 LF 6' PVC SS 11
1.67%±
W/ LAMPHOLE COVER PER
OLYMPIC S7D DETAIL DWG S-3
SIDE SEWER DOUBLE WYE W1 LAMPH
(UNITS 105-108) OLYMPIC
COVER PER
DETAIL DWG S-3
SERVICE LATERAL #2 CLEANOUT
W`1 LAMPHOLE COVER PER
SIDE SEWER VrYE
(UNIT 101)
THREE SEPARATE SEWER LA
STA 1+51.39/5.50 L
STA 1+50.39/5.50 L STA 1+1Z
RIM= 37541:
.00 L
OLYMPIC STD DETAIL DWG S-3
(SERVICE LA7
SEE TABLE
RAL #3) PROPERTY LINE CLEANDUIS
W/ LAMPHOLE COVER
(THREE) CONNECTIONS TO E)aST e PVC
Pm OLYMPIC
RIM- 375.3±
E=370.10 -
P
STA 1+00.00/5.50 L
L_�DE
W/ 0 TAPPING TE
IE= 370.12 (6 PVQ
1uE.- woer,
SWE
ne)
%V t-v%oj
SEWER WYE (UNIT 104)
RIM= 375.5±
IE= 369.26 (6- PVC)
SEWER WYE (UNI
(SERVICE LATERAL.
SYD ffNt DWG 33
102) SERVICE 1: STA 0+36,99/10.00
L C SM DETAIL DWG S-2
SERVICE 1: STA 0+16.54/20.15
SEWER PROR
(SERVICE
SEE
LATERAL #3)
TABLE
SEE TABLE
SERVICE 2: STA 0+37
SERVICE 3: STA 0+37
28/&26 L
SERVICE 1 STA 0+16.47/21.98
60/6.52 L
SIDE SEWER WYE (UNIT 103)
(SERVICE LATERAL #3)
RIM= 375.2±
IE= 368.17 (V PVC)
SERVICE 3- STA 0+16.40/23.82
MAIN IE- 367.5± (Ir PVC)
*SEE
SCALE: 1*=10' HORIZONTAL
lw=5' VER11CAL
SEE TABLE
SEWER CONNEC11ON N07E
IR
r-
Co
Co U,
Co
tp
U.) r-
C-4
ui
L
2+00 1+50
A
ISSUED FOR CITY ADB REVIEW
NL
09/30/13
---
EWTM UILMES NOM
THE LOCATIONS OF E)aST. UNDERGROUND U7IU'nES ARE
A
REVISED PER CITY REVIEW COMMENTS
NL
12/14/13
SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN
INDEPENDENTLY VERIFIED BY THE OWNER OR ITS
REPRESENTATIVE. THE CONTRACTOR SHAM DETERMINE THE
-
A3
REVISED PER ADA REVIEW
NL
02/12/14
EXACT LOCATION OF AM EXISTING UTIUTIES BEFORE
COMMENCING WORK. AND AGREES TO BE FULLY RESPONSIBLE
FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED
BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND
-
A4
REVISED PER CITY REVIEW COMMENTS
NL
05/27/14
PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
I
1
CALL 48 HOLM BB=ORE YCXJ DIG
1
NO. I
REMSION I
BY I
DATE I
1-WO-424-MM
3
05/27/2014
1+00
A f '-, 67, & EJ V677 UERTV0 L T, 0
con,sulting civil engineers
125 WEST KELLOGG ROAD, BELLINGHAM, WA 98226
Ph: (360) 671-7002
Fax: (360) 671-7081
2013 (C) VEB MIGINEERING LM (ALL RIGHTS RESERVED)
0+50
JOB NO.:
C09188
CITY FILE NUM.
T.B.D.
DESIGNED BY:
NL
DRAWN BY:
BKS
CHECKED BY-
NL
UNIT 105 (FF=375.50)
STA 0+32.85/5.00 L (exe SEWER WYE)
LATERAL MAIN IE= 370.28
STA 0+32.85/10.00 L (BLDG CLEANOUT)
IE= 371.00 (4! PVC)
UNIT 106 (FF-375.50)
STA 0+36.85/5.00 L (6'xr SEWER WYE)
LATERAL MAIN IE= 370.24
STA 0+36.85/10.00 L (BLDG CLEANIOU7)
IE= 371.00 (r PVC)
UNIT 107 (FF=375.20)
STA 0+89.90/5.00 L (Vx4! SEWER WYE)
LATERAL MAIN IE= 370.49
STA 0+89.90/10.00 L (BLDG CLEANOU�
_IE= 370.70 (4! PVC)
UNIT 108 (FF-375.20)
STA 0+93.90/5.00 L (Vx4! SEWER WYE)
LATERAL MAIN IE= 370.53
STA 0+9&90/10.00 L (BLDG CLEANOUT)
LIE= 370.70 (r PVC)
UNIT 101 (FF=376.00)
STA 0+57.70/7.00 L (6'xr SEWER WYE)
LATERAL MAIN IE= 368.56
STA 0+57.70/10.00 L (MM CLEMOU7)
IE= 371.50 (e PVC)
UNIT 102 (FF=376.00)
STA 0+61.70/7.00 L (6-0! SEWER WYE)
LATERAL MAIN E= 368.62
STA 0+61.70/10.00 L (BLDG CLEANOUT)
E= 371.50 (4! PVC)
UNIT 103 (FF=375.80)
STA 1+07.70/7.00 L (6'x4! SEWER WYE)
LATERAL MAIN IE= 369.39
STA 1+07.70/10.00 L (BLDG CLEANOUT)
IE= 371.30 (r PVC)
UNIT 104 (FF-37&50)
STA 1+11.70/7.00 L (6-xC SEMM WYE)
LATERAL MAIN IE= 369.46
STA 1+11.70/10.00 L (BLDG CLEMOU7)
IE= 371.30 (4! PVC)
Fl-
m
370
K.&I
IN51ALL 6- 1APPING TEE W/ 6- GATE VALVE (FLxMJ) AND THRUST BLOCK ON EXISTING 8- DI MAIN AT
STA 0+36.5±/22.4± R PER OLYMPIC MEW WATER & SEWER DISTRICT STANDARD DETAIL DWG W-7.
CONTRACTOR To FIELD LOCATE DEPTH, LOCATION, ALIGNMENT AND SIZE THE EXISTING WATER MAIN TO
FACILITATE THE WET TAP CONNECTION.
INSTALL NEW FIRE HYDRANT ASSEMBLY W/ THRUST BLOCK AT STA 0+52.69/18.81 R PER OLYMPIC
MEW WATER & SEWER DISTRICT STANDARD DETAIL DWG W-3.
DOMESM SEFARCr= CONNECTX)M (9 IINIENIVIDUAL 814GLE SEF&ICES)
INSTALL NINE (9) INDIVIDUAL WATER SERVICES: INSTALL 1' CORP STOPS, SADDLES AND METER BOXES
PER OLYMPIC VIEW WATER & SEWER DISTRICT (OVW&SD) STANDARD DETAIL DWG W-1. PROMDE TYPE
'Km COPPER SERVICE LINE BETWEEN MAIN AND EACH METER BOX. METER BOXES SHALL BE CLUSTERED
AS SHOWN AND ADJACENT TO R.O.W. PROPERTY LINE AS SHOWN (LOCATIONS TO BE VERIFIED BY THE
CONTRACTOR AND COORDINATED WITH OVW&SD). CORPORA71ON STOP CONNEC11ONS CENTERED AT STA
0+51.3±/31.2± R. METER BOX CLUSTER CENTERED AT STA 0+57.7±/24.8± R.
LANDSCAJr= F&VQATM SE3WICE 00*41EC7M
DEDICATED LANDSCAPE IRRIGATION SERVICE: INSTALL 1* CORP STOP, SADDLE AND METER BOX PER
OLYMPIC VIEW WATER & SEWER DISTRICT (OVW&SD) STANDARD DETAIi nwr. w-i Ppnmnr rpr y
COPPER SERVICE LINE BETWEEN MAIN AND METER BOX. METER BOXES SHALL BE LOCATED ADJACENT
TO R.O.W. PROPERTY LINE AS SHOWN (LOCATION TO BE VERIFIED BY THE CONTRACTOR AND
COORDINATED WITH OVW&SD). CORPORATION STOP CONNEC11ON AT STA 0+55.0±/34.7± R. METER BOX
WATER CONSTRUCTION NOTES (CON17D)
CENTERED AT STA 0+61.07±/28.3± R.
LANEX30AM FfdQA110N POW OF 0��� CIDEUBM 13Y OTIHIERS)
390
LANDSCAPE IRRIGA11ON SYSTEM TO BE DESIGNED BY OTHERS AND MUST INCLUDE ISOLATION GATE VALVE AND DOUBLE CHECK VALVE BACK FLOW PREVENTION. POINT OF
CONNEC11ON LOCATION AT APPROX STA 0+63.0±/26.0± R.
DOMEEM SEROCE CONNECTM (UTLMr= EXOTM SE3WIOE)
EXISTING WATER SERVICE METER BOX AT STA 0+36.56/24.58 L REMOVE EXISTING SERVICE (SERVICE LINE TO EXISTING SINGLE FAMILY HOME TO BE DEMOLISHED) AND
INSTALL NEW 10 HDPE WATER SERVICE BLDG UNIT 101 AS SHOWN.
BUILDING UNIT 101 DOMESTIC SERVICE INSTALL 1" WATER SERVICE TO BUILDING AT STA 0+46.6/20.6 L CONTRACTOR TO COORDINATE SERVICE CONNECTION WITH
ARCHITECT AND OWNER PRIOR TO CONSTRUCTION.
BUILDING UNIT 102 DOMESTIC SERVICE INSTALL 1.5" WATER SERVICE TO BUILDING AT STA 0+78.7/10.0 L CONTRACTOR TO COORDINATE SERVICE CONNECTION WITH
380
ARCHITECT AND OWNER PRIOR TO CONSTRUCTION.
BUILDING UNIT 103 DOMESTIC SERVICE INSTALL 1.5' WATER SERVICE TO BUILDING AT STA 0+90.7/10.0 L CONTRACTOR TO COORDINATE SERVICE CONNECTION WITH
ARCHITECT AND OWNER PRIOR TO CONSTRUCTION.
BUILDING UNIT 104 DOMESTIC SERVICE INSTALL 1.5" WATER SERVICE TO BUILDING AT STA 1+21.7/16.0 L CONTRACTOR TO COORDINATE SERVICE CONNECTION WITH
ARCHITECT AND OWNER PRIOR TO CONSTRUCTION.
BUILDING UNIT 105 DOMESTIC SERVICE INSTALL 1.5m WATER SERVICE TO BUILDING AT STA 1+54.7/28.5 L CONTRACTOR TO COORDINATE SERVICE CONNECTION WITH
ARCHITECT AND OWNER PRIOR TO CONSTRUCTION.
@
BUILDING UNIT 106 DOMESTIC SERVICE INSTALL 1.5" WATER SERVICE TO BUILDING AT STA 1+55.1/14.5 L CONTRACTOR TO COORDINATE SERVICE CONNECTION WITH
ARCHITECT AND OWNER PRIOR TO CONSTRUCTION.
370
@
BUILDING UNIT 107 DOMESTIC SERVICE INSTALL 1.5" WATER SERVICE TO BUILDING AT STA 1+56.4/28.6 R. CONTRACTOR TO COORDINATE SERMCE CONNECTION WITH
ARCHITECT AND OMER PRIOR TO CONSTRUCTION.
SERVICE 0
BUILDING UNIT 108 DOMESTIC SERVICE INSTALL 1.5m WATER SERVICE TO BUILDING AT STA 1+56.8/42.6 R. CONTRACTOR TO COORDINATE SERVICE CONNEC11ON WITH
MAIN
ARCHITECT AND OWNER PRIOR TO CONSTRUCTION.
PER
@
BUILDING UNIT 109 DOMESTIC SERVICE INSTALL 1.5' WATER SERVICE TO BUILDING AT STA 1+24.0/16.0 R. CONTRACTOR TO COORDINATE SERVICE CONNECTION WITH
ARCHITECT AND OWNER PRIOR TO CONSTRUCTION.
BUILDING UNIT 110 DOMESTIC SERVICE INSTALL 1.5' WATER SERVICE TO BUILDING AT STA 0+84.0/11.0 R. CONTRACTOR TO COORDINATE SERVICE CONNECTION NTH
WOVE*
ARCHITECT AND OWNER PRIOR TO CONSTRUCTION.
360
GENERAL NOTES-
1. ALL STA11ON AND OFFSET LABELS ARE BASED OFF OF THE " ROAD An BASELINE ALIGNMENT AS SHOWN ON SHEET C-3.
2. ALL PROPOSED WATER AND SEWER UTIL111ES SHOWN ON -SITE ARE TO BE PRIVATELY OWNED AND MAINTAINED.
3. ALL WATER AND SEWER WORK SHALL BE COMPLETED IN ACCORDANCE WITH OLYMPIC MEW WATER & SEWER DISTRICT DEVELOPMENT STANDARDS AND MUST BE APPROVED BY THE
0+00 DISTRICT.
DRAWING:
KAUTZ ROUTE, LLC VV/_x I [-.n M11L.4 o1_.VVr-_n
r;� I A I C - 8
V --/ 1,
PO BOX 31097 EDMONDS WAY MUL11-FAMILY DEVELOPMENT
23220 EDMONDS WAY, EDMONDS, WA SHEET:
PORTM Or- THE SW 1/49 W 1/4 Or- 8EC M, TWP 27N, RGE AE, W.M. 8 OF 12
SEATTLE, WA 98MO3 SCALE:
JUNE 2013 H: 1 10' V: 1" = 5'
R E.- U MB
JUN 2 0 2011,
BUILDING DEPAR7MENT
CITY OF EDNiONDS
pl:��] 11; 7WO-11 0 q �;l I z I &-I:] =F-11 i =V1 rL011-14 w i m w L' 111, Lei 'T' I : 12
FILTER FABRIC _'4
SECURED TO 21 x 21
' , 21
14 GA, WIRE FABRIC
EQUAL
2' X 2' WOOD OR
EQUIVALENT
CU
U
PLACE 3/4'-1.5' WASHED GRAVEL IN
THE TRENCH AND ON BOTH SIDES OF
FILTER FABRIC FENCE ON THE SURFACE.
FILTER FABRIC MATERIAL IN
CONTINOUS ROLLS. USE STAPLES
OR WIRE RINGS TO ATTACH
FABRIC TO WIRE.
Ij:jt WIRE MESH SUPPORT FENCE
'= TO SUPPORT FILTER FApjIC.
�u , 1!1--. _'-1
-1 T - - - - - - - - - - -
BURY BOTTOM OF FILTER
CU MATERIAL 8' TO 12'
6' MAX.
2' X 2' WOOD POSTS OR
EQUIVALENT
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL.
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
S
.0 ..'D
REVISIONS STANDARD DETAIL
APMVED by mire
FLIMFMFM FL7MINSMIEW
_RT-E DWO NO. Ei
1890-1990 7/24/01 =NTS
/GRATE
CB
FILTER SOCK WITH
OVER FLOW HOLES
CATCH BASIN
4
A.'
STRAW BALES MAY BE USED IN
CERTAIN CIRCUMSTANCES (SEE
4.
DETAIL E111). THIS APPLICAITON
SHALL BE MAINTAINED AT ALL
TIMES DURING CONSTRUCITON
PERIOD.
CITY INSPECTION REQUIRED ON ALL EROSION CONTROL
MEASURES BEFORE WORK CAN BEGIN.
JTY*'..:-0-F.-_ '-EID, NA -0 7�-
:,C
REVISIONS I STANDARD DETAIL
APPROVED BY DATE I
D. GEBERT 10/06/03
D. GEBERT 05/19/05
1890-1(390 0. GEBERT 05/05/06 DATE 7/24/01 1 SCAM NTS lOwe No' E1.3
MIN, RADIUS
QUARRY SPALLS
2-4' MIN DIA
8'-12' MIN, DEPTH
PROVIDE FULL WIDTH OF INGRESS/
EGRESS AREA
F*AD NOTES
1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH CITY OF EDMONDS DEVELOPMENT STANDARDS AND
THE MOST CURRENT COPY OF THE STATE OF WASHINGTON/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND
MUNICIPAL CONSTRUCTION.
Jej I I R I f&i0_1 z �4 I � Li IL" A I
1. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING NTH THE ENGINEER TO ASSURE ACCURATE AND TIMELY
COLLECTION OF ALL REQUIRED AS -BUILT DATA. THIS DATA MUST ACCURATELY REFLECT THE EXACT LOCATION OF ALL
UNDERGROUND UTILITIES, BOTTOM OF PIPE El EVATIONS, INVERT ELEVATIONS, MANHOLE LOCATIONS, BLOW -OFF LOCATIONS
AND INVERTS OF SERVICE CONNEC11ON (BOTH AT PIPE AND AT PROPERTY LINE), VERTICAL AND HORIZONTAL BENDS,
SERVICE BOXES AND METERS, VALVES AND HYDRANTS. CALL AT LEAST 48-HOURS BEFORE BURYING UNDERGROUND PIPE
TO ASSURE AND FACILITATE REQUIRED AS -BUILT SURVEY. THE ENGINEER WILL PROVIDE CER11FIED AS -BUILT MYLARS To
PUBLIC WORKS UPON PROVISIONAL ACCEPTANCE OF ROAD AND UTILITY IMPROVEMENTS.
2. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL BE SUBJECT TO THE FOLLOWING CRITERIA:
A. NO MORE THAN 400 FEET OF TRENCH SHALL BE OPENED AT ONE TIME.
B. WERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL SHALL BE
PLACED ON THE UPHILL SIDE OF DITCHES.
C. TRENCH DEWATERING DEVICES SHALL DISCHARGE INTO SEDIMENT TRAPS OR ONTO VEGETATED
GROUND.
D. WHERE PRACTICAL, INSTALL GRAVITY PIPE U11LI71ES PRIOR TO INSTALLATION OF OTHER UTILITIES.
3. U11LITY CONSTRUC11ON SHALL BE DONE IN ACCORDANCE TO THE CITY OF EDMONDS AND OLYMPIC VIEW WATER &
SEWER DISTRICT DEVELOPMENT STANDARDS.
4. TESTING OF NEW WATER LINES, SANITARY SEWER LINES, AND STORM SEWER SYSTEMS SHALL NOT BE PERFORMED
UN11L ALL OTHER ADJACENT U11LIlIES HAVE BEEN INSTALI ED.
5. STREET LIGHTING SYSTEM DESIGN SHALL BE PREPARED BY OTHERS AND IS NOT INCLUDED NTH THIS PLAN SET.
6. COMMON UTILITIES (POWER, GAS, PHONE, CABLE) SHALL BE DESIGNED BY OTHERS.
CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE
DURING THE CONSTRUCTION PERIOD,
STORM DRAINAGE NOTES
CITY INSPECTION REQUIRED ON ALL EROSION CONTROL 1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE NTH CITY OF EDMONDS DEVELOPMENT STANDARDS AND
MEASURES BEFORE WORK CAN BEGIN, THE MOST CURRENT COPY OF THE STATE OF WASHINGTON/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND
MUNICIPAL CONSTRUCTION.
REVISIONS STANDARD DETAIL
APPROVED BY DATE
D, GEBERT 10/6/03
- i- - DATE SCALE DWO
1.396-100 1 7/24/01 1 NTS I NO' E11.2
PERFORATED RISER
VAT14 PUMP
MAXIMUM WATER
LEVEL DURING
�A&l ,mml
3:1 MAX
SLOPE
WASHED W TO 11"
GRAVIEL FILTER
STRAW BALES
STAKED IN PLACE
TWO (2) HIGH MAX
OR BERM
NOM:
1. SEDIMENT SHALL BE REMOVED MEN IT FILLS HALF THE POND,
2. POND I ENGTH SHALL BE 3 TIMES GREATER THAN THE MOTH.
3. TO BE USED FOR PONDS ON SITES LESS THAN ONE ACRE.
Ar DRAWING
CITY OF BEWNGHAM
A/A 1/4y TEMPORARY SEDIMENTATION EC-630
City tngimer Date POND (B)
ISSUED FOR CITY ADB REVIEW
REVISED PER CITY REVIEW COMMENTS
NL
NL
09/30/13
12/14/13
EXOTM UTLIITEB NOM
THE LOCA11ONS OF DOST. UNDERGROUND UTILITIES ARE
sHO" IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN
INDEPENDENTLY VERIFIED BY THE OMER OR ITS
REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE
EXACT LOCA71ON OF ALL EMSTING UTILITIES BEFORE
COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE
REVISED PER ADA REVIEW
NL
-
02/12/14
FOR ANY AND ALL DAMAGES VMICH MIGHT BE OCCASIONED
BY THE CONTRACTOIR'S FAILURE TO EXACTLY LOCATE AND
A4
REVISED PER CITY REVIEW COMMENTS
NL
05/27/14
PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
CALL 48 HOLM BEMM YOU DIG
I
NO.
RE\ASION
BY
DATE
1-800-424-5M
05/27/2014
EJV6ZJUTRZV6! L.TP
consulting civil engineers
125 WEST KELLOGG ROAD, ]BELLINGHAM, WA 98226
Ph: (360) 671-7002
Fax: (360) 671-7081
2013 (C) VM RIGINEERING LM (ALL RIGHTS RESERVED)
JOB NO.:
C09188
CITY FILE NUM.
T.B.D.
DESIGNED BY-
NL
DRAWN BY-
BKS
CHECKEDBY:
NL
SEWER MAIN INSTALLATION REOUIREMENTS
1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE NTH OLYMPIC VIEW WATER & SEWER DISTRICT STANDARDS AND THE MOST CURRENT
COPY OF THE STATE OF WASHINGTON/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION.
2. ALL APPROVALS AND PERMITS REQUIRED SHALL BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.
3. IF CONSTRUCTION IS TO TAKE PLACE IN THE CITY RIGHT-OF-WAY, THE CONTRACTOR SHALL CONTACT THE CITY PUBLIC WORKS DEPARTMENT TO
OBTAIN ALL REQUIRED APPROVALS AND PERMITS.
4. A PRECONSTRUCTION MEETING SHALL BE HELD PRIOR TO THE START OF CONSTRUCTION.
5. OLYMPIC VIEW WATER & SEWER DISTRICT SHALL BE NOTIFIED A MINIMUM OF 48 HOURS IN ADVANCE OF A TAP OR CONNEC11ON TO AN EXISTING
SANITARY SEWER MAIN. THE INSPECTOR SHALL BE PRESENT AT THE TIME OF THE TAP OR CONNECTION.
6. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTIUTIES. THE CONTRACTOR SHALL VERIFY
ALL U11LITY LOCA11ONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND UTILMES LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48
HOURS PRIOR TO ANY EXCAVATION.
7. GRAVITY SEWER MAIN NTH LESS OR EQUAL 4! OF COVER SHALL BE D.I. CLASS 52; 4' TO 18' OF COVER SHALL BE PVC, ASTM D3034 SDR 35, OR
ASTM F789 WITH JOINTS AND RUBBER GASKETS CONFORMING TO ASTM D3212 AND ASTM F477; GREATER THAN 18' COVER SHALL BE D.I. CLASS 52,
OR C-900.
8. PRECAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C478. MANHOLES SHALL BE TYPE 1 (48-) UNLESS OTHERWISE SPECIFIED ON THE
PLANS. JOINTS SHALL BE RUBBER GASKETED CONFORMING TO ASTM C443 AND SHALL BE GROUTED FROM THE INSIDE. LIFT HOLES SHALL BE GROUTED
FROM THE OUTSIDE AND INSIDE OF THE MANHOLE.
9. SIDE SEWER SERVICES SHALL BE PVC, ASTM D3034 SDR 35 NTH FLEXIBI F GA SKETED JOINTS. SIDE SEWER CONNECTIONS SHALL BE MADE BY A TAP
TO AN EXISTING MAIN OR TEE FROM A NEW MAIN CONNECTED ABOUT THE SPRINGLINE OF THE PIPE.
10. ALL SEWER MAINS SHALL BE FIELD STAKED FOR GRADES AND ALIGNMENT PRIOR TO CONSTRUC11ON BY A LICENSED ENGINEER OR SURVEYING FIRM
QUALIFIED TO PERFORM SUCH WORK. PRIOR TO CONSTRUCTING ANY SEWER, THE SEWER LINE LOCATION SHALL BY ESTABLISHED BY SURVEYOR.
11. ALL PLAS11C PIPE SHALL BE INSTALLED WITH CON11NUOUS TRACER TAPE INSTALLED 12" TO 18" UNDER THE PROPOSED FINISHED SUBGRADE. THE
MARKER SHALL BE PLASTIC NON BIODEGRADABLE, METAL CORE, OR BACKING MARKED SEWER WHICH CAN BE DETECTED BY A STANDARD METAL
DETECTOR.
12. EACH SIDE SEWER LATERAL SHALL HAVE A 2X4 WOOD MARKER AT THE TERMINATION OF THE STUB. THE MARKER SHALL EXTEND FROM THE TRENCH
TO ABOVE FINISHED GRADE. ABOVE THE GROUND SURFACE, IT SHALL BE PAINTED GREEN WITH "SEWER- AND THE DEPTH, IN FEET, STENCILED IN WHITE
LETTERS, 2" HIGH.
13. SIDE SEWERS SHALL BE COORDINATED FOR CLEARANCE WITH POWER, TELEPHONE AND OTHER UTILITIES.
14. PIPE BEDDING SHALL BE IN ACCORDANCE WITH WSDOT STANDARD PLAN B-18C CLASS F. PEA GRAVEL IS AN ACCEPTABLE BEDDING MATERIAL. ALL
PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO STANDARD SPECIFICA11ON 7-02.3(l). THIS SHALL INCLUDE NECESSARY
LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDA11ON MATERIALS AS WELL AS PLACEMENT AND COMPAC11ON OF REQUIRED BEDDING
MATERIAL TO UNIFORM GRADE SO THAT THE EN11RE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING BASE.
15. A 6' SQx4" THINK CONCRETE PAD SHALL BE INSTALLED AROUND ALL SSMHs AND A 3' SQX4" THICK CONCRETE PAD SHALL BE INSTALLED AROUND
ALL CLEANOUTS THAT ARE NOT IN A PAVEMENT AREA.
16. TEMPORARY PAVEMENT PATCHING SHALL BE ALLOWED FOR AS APPROVED. TEMPORARY PAVEMENT PATCHING SHALL BE PROVIDED BY PLACEMENT
AND COMPAC11ON OF 1" MAXIMUM ASPHALT CONCRETE COLD MIX. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE AS REQUIRED.
OL MEASU
17. EROSION CONTROL MEASURES SHALL BE TAKEN BY THE CONTRACTOR DURING CONSTRUCTION TO PREVENT INFILTRA11ON AND INFLOW INTO EXISTING
AND PROPOSED SANITARY SEWER FACILITIES.
18. PROVIDE TRAFFIC CONTROL IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AS REQUIRED.
19. THE CONTRACTOR SHALL HAVE A COPY OF THESE APPROVED PLANS ON THE CONSTRUCTION SITE AT ALL TIMES.
20. ANY CHANGES TO THE DESIGN SHALL FIRST BE REVIEWED BY THE PROJECT ENGINEER.
21. ALL LINES SHALL BE CLEANED AND PRESSURE TESTED PRIOR TO PA)ANG IN CONFORMANCE WITH THE SPECIFICA11ONS REFERENCED IN NOTE 1.
TESTING OF THE SANITARY SEWER MAIN SHALL INCLUDE TV-ING OF THE MAIN BY THE CONTRACTOR. IMMEDIATELY PRIOR TO THE TV-ING, ENOUGH
WATER SHALL BE RUN DOWN THE LINE SO IT COMES OUT THE LOWER MANHOLE. A WATER TEST OF ALL MANHOLES MAY ALSO BE REQUIRED. TES11NG
SHALL TAKE PLACE AFTER ALL UNDERGROUND U11LI11ES ARE INSTALLED AND COMPACTION OF THE ROADWAY SUBGRADE IS COMPLETED.
22. PRIOR TO BACKFILL, ALL MAINS AND APPURTENANCES SHALL BE INSPECTED AND APPROVED. APPROVAL DOES NOT RELIEVE THE CONTRACTOR FOR
CORRECTION OF ANY DEFICIENCIES AND/OR FAILURES AS DETERMINED BY SUBSEQUENT TESTING AND INSPECTIONS.
LIMIN
1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE IN ACCORDANCE NTH OLYMPIC VIEW WATER & SEWER DISTRICT STANDARDS AND/OR
THE MOST CURRENT COPY OF THE STATE OF WASHINGTON/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION.
OLYMPIC VIEW WATER & SEWER DISTRICT STANDARDS SHALL TAKE PRECEDENCE IF THE STANDARDS DIFFER.
2. A PRECONSTRUCTION MEETING SHALL BE HELD PRIOR TO CONSTRUCTION.
3. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE OR HAVE LOCATED BY THE APPROPRIATE COMPANIES ALL UTILITIES PRIOR TO
BEGINNING CONSTRUCTION. CALL UNDERGROUND LOCATE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATIONS.
4. WATER PIPE SHALL BE DUCTILE IRON PIPE STANDARD THICKNESS CLASS 52 CEMENT -LINED UNLESS OTHERWISE SPECIFIED AND SHALL CONFORM TO
ANSI/AWWA C151/A21.51.
5. GATE VALVES SHALL BE RESILIENT WEDGE, NRS (NON -RISING STEM) NTH O-RINGS SEALS. VALVE ENDS SHALL BE MECHANICAL JOINT OR ANSI
FLANGES. VALVES SHALL CONFORM TO AWWA 509-80. VALVES SHALL BE MUELLER, M & H, CLOW R/W OR WATEROUS SERIES 500.
6. FITTINGS SHALL BE DUCTILE IRON SHORT BODY COMPACT CONFORMING TO AWWA C110, C11 AND C153 AND SHALL BE CEMENT MORTAR LINED
CONFORMING TO AWWA C104. THE OLYMPIC VIEW WATER & SEWER DISTRICT WILL BE GIVEN 72 HOURS NOTICE PRIOR TO SCHEDULING A SHUTDOWN.
WERE CONNECTIONS REQUIRE "FIELD VERIFICATION% CONNECTION POINTS WILL BE EXPOSED BY THE CONTRACTOR AND FITTINGS VERIFIED 48 HOURS
PRIOR TO DISTRIBU11ON SHUTDOWN NOTICES.
7. FIRE HYDRANTS SHALL CONFORM TO AWWA C501 AND SHALL BE OF STANDARD MANUFACTURE AND OF AN APPROVED PATTERN NTH STORTZ 40
QUARTER TURN FITTING. HYDRANTS SHALL BE M & H RELIANT STYLE 929 OR MUELLER A-423 (MJ). HYDRANTS SHALL BE BAGGED UNTIL SYSTEM IS
APPROVED.
8. ALL LINES SHALL BE DISINFECTED, FLUSHED AND PRESSURE -TESTED IN CONFORMANCE NTH WSDOT/APWA STANDARDS AND SPECIFICATIONS. ALL
PIPE SHALL BE TESTED AT 240 PSI. THE CONTRACTOR SHALL FURNISH TEMPORARY PWGS, TESTING DEVICES, ETC. PURITY TESTS SHALL BE
CONDUCTED, AND CONNECTION WILL BE AUTHORIZED FOLLOWING PASSING THE TESTS. THE CONTRACTOR SHALL NOT OPERATE ANY VALVE OR PART OF
THE WATER SYSTEM WITHOUT N011FICATION AND SPECIFIC SUPERVISION OF THE DISTRICT UTILITY SUPERINTENDENT. THE CONTRACTOR SHALL MAKE ALL
CONNEC11ONS TO THE SYSTEM REQUIRED AFTER MAKING ARRANGEMENTS NTH THE DISTRICT IN ADVANCE. WORK AND PROCEDURES SHALL CONFORM TO
APWA SEC 7-11.3(g).
9. INSTALLATION OF PIPE, FITTINGS AND VALVES, HYDRANTS AND APPURTENANCES SHALL CONFORM TO WSDOT/APWA STANDARD SPECIFICATIONS.
COVER SHALL BE 36 INCHES OVER THE TOP OF PIPE UNLESS OTHERWISE NOTED ON PLANS. IN THE EVENT GRADE REVISION FOLLOWING WATER MAIN
CONSTRUCTION RESULTS IN COVER OVER WATER MAIN OF LESS THAN THREE FEET OR MORE THAN FIVE FEET, THE WATER MAIN SHALL BE
RECONSTRUCTED BY THE OWNER TO CONFORM TO THE SPECIFICATIONS UNLESS DEPTH HAS BEEN PRE -APPROVED ALL ADDED COSTS OF INSPEC71NG
SUCH WATER MAIN RECONSTRUCTION SHALL BE CHARGED TO THE DEVELOPER.
10. PRIOR TO THE CONSTRUCTION OF ANY WATER MAINS, THE LOT CORNERS SHALL BE STAKED AND WATER MAIN LOCA11ONS ESTABLISHED BY SURVEY,
COST OF MICH IS TO BE BORNE BY THE DEVELOPER.
11. TO MAINTAIN THE REQUIRED ALIGNMENT, USE SHORT LENGTHS AND DEFLECT THE JOINTS OR USE NECESSARY BENDS.
12. BEDDING MATERIAL MEETING THE REQUIREMENTS FOR RIGID PIPE SHALL BE PLACED TO A DEPTH OF 6" UNDER AND AROUND THE PIPE AND TO A
DEPTH OF AT LEAST 12 INCHES OVER THE TOP OF THE PIPE. THE BEDDING MATERIALS SHALL BE RAMMED AND TAMPED AROUND THE USE OF SHOVELS
OR OTHER APPROVED HAND-HELD TOOLS SO AS TO PROVIDE FIRM AND UNIFORM SUPPORT OVER THE FULL LENGTH OF ALL PIPE, VALVES AND
FITTINGS. CARE SHALL BE TAKEN TO PREVENT ANY DAMAGE TO THE PIPE OR ITS PROTEC"VE, CO&Ilt4G.
13. SEPARATION OF WATER MAINS SHALL CONFORM TO WDOE STANDARDS OR SPECIAL CONSTRUCTION REQUIREMENTS.
KAUTZ ROUTE, LLC
A �W&_01
IAI
SEATTLE, vwA 98103
STANDARD NOTES AND DETAILS
EDMONDS WAY MULM-FAMILY DEVELOPMENT
23220 EDMONDS WAY, EDMONDS, WA
PORTION OF THE SW 1/4, NW 1/4 OF SEC 31, Tff 27N, RGE 4E, W.M.
DATE: SCALE:
JUNE 2013 H: 1" = 10' V. N /A
DRAWING:
C - 9
SHEET:
9 OF 12
R E"S3 U B
JUN 20 2014
BUILDING DEPAR_,TMENT
crry OF EDMONDS
� pl::�� I
FINAL JOINT SHALL BE A NEAT HMA CLASS 1/2'
/-STRAIGHT LINE AND ALL EXPOSED PG 58-22
EDGES SHALL BE TACKED NEATLY (SEE NOTE 5)
WITH WSDOT STANDARD
SPECIFICATIONS 5-04.3(5)A 114
APPROVED TACK OR APPROVED
EQUAL. SLOPE EXCAVATION TO
AVOID UNDERMINING EXISTING
EXISTING HMA-1
EX19TING
MATERIAL <4
4:
4
1-1/4' MINUS J TRENCH WIDT
CSBC PER WSDOT
9-03 ' 9(3) IMPORT OR NATIVE MATERIAL
(SEE NOTES 3&4) BACKFILL SHALL BE COMPACTED TO
95% MAXIMUM DENSITY (SEE NOTE 2)
NOTESi
1, SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT WSDOT STANDARD
SPECIFICATIONS FOR BACKFILLING REQUIREMENTS,
2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANIES DOCUMENTING THAT
THE BACKFILL MEETS A MINIMUM OF 95% DENSITY PER ASTM D 1557.,
3, CSBC DEPTH SHALL BE A MINIMUM 6' OR MATCH EXISTING WHICHEVER IS GREATER. WHEN
MATCHING EXISTING CSBC DEPTH GREATER THEN 6', THEN CSBC SHALL BE INSTALLED IN
MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 6'.
4, IF TRENCH WIDTH EXCEEDS 6 FEET IN WIDTH, THE TOP 2' OF CSBC SHALL BE REPLACED
WITH A SEPARATE 2' LIFT OF 5/8' MINUS CSTC PER WSDOT 9-03.90).
5. HMA DEPTH SHALL BE A MINIMUM OF 4' THICK. UNLESS APPROVED BY THE ENGINEER, ANY
DEPTH GREATER THAN 4' SHALL MATCH EXISTING. UNLESS APPROVED BY THE ENGINEER, THE
HMA SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 2',
6. FINAL, PAVEMENT JOINTS SHALL BE NEATLY AND UNIFORMILY SEALED WITH WISDOT STANDARD
SPECIFICATIONS APPROVED JOINT SEALANT OR APPROVED EQUAL.
MT - - . L.. . � .. I
RFVISIONS STANDARD DETAIL
APrwUVrm BY I MATE
D. GEBERT 7 29/05 TMAL HMA MD LMLIITY PATCH
D. GEBERT 04/2/07 DATE SCALE DWO NO.
R. ENGLISH 10/04/11 7/e4/01 1 NTS I EU
CLEAR SPACE BETWEEN END OF DOME &
TRANSITION POINT FROM SLOPE TO
LANDING
Y�WSMN J13ENT
FURR AT 1,12
B-1
41
;0 0
�O_O
0 0a0al
_L_
_LL
_LL
LL
DCTECTAM-C WAIRNING
�0�0 0
PATTER" (TRUNCATED
0 000-0 01
1!?0?43?0
LL
SEE DETAIL B
000000
0 000 0 0
000000
0
AT 1,12
_L
L
EXISTING C3
SIDEWALX
0 0 0
/-RAMP
VARNING� SAW CUT AS REQUIRED
L3 LANDING LTP:�TILE STRIP SEE METAIL. A
T PICAL ON V VIDE (TYPICAL)
CURB RN4-, ALL RAMPS TYP.
25, LOW
\\il REFER TO DETAIL B
DETECTABLE WARNING PATTERN AREA
,SHALL BE YELLOW.
A
RAMP
A B
1 .. ..... . .
MIK MAX,
A PLA14 N13MINAL DIMENSIONS
B 5/w 1 Val tD
C
C TRACTION GRID PATTERN
D TACTILE WARNING TEXTURING
ELEVATION DETAIL A
DETAIL B
NOTO
1. AT LOCATIONS WHERE NEW RAMPS ABUT EXISTING CURB, GUTTERS, PLANTER STRIPS, AND SIDEWALKS,
CONSTRUCT NEW RAMPS TO MATCH ADJACENT SURFACES.
2. ALL CONCRETE SURFACES SHALL HAVE A LIGHT BROOM FINISHi
3. CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMP13UND OR SHALL BE COVERED AND KEPT MOIST
F13R 72. HOURS.
4, DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) SHALL BE REQUIRED ON ALL PUBLIC STREETS WITH A
CURB RETURN AND PRIVATE STREETS SERVING FIVE OR MORE LOTS. TRACTION GRID (DIAMONDS) TO BE USED
AS INDICATED.
5. F13R NON -INTERSECTION CURB RAMPS ON PRIVATE PROPERTY, THE STANDARD DIAMOND PATTERN MAY BE
USED AS INDICATED IN DETAIL A.
CITY IN&PECTrON REQUIRED ON FORM V17RK PRrQR TO PLIUR.
ACCESSIBLE RAMP SHALL BE P17URED SEPARATELY
FROM CURB AND GUTTER,
C---4TY,.
REVISIONS
Appown By DATE STANDARD DETAIL
D. GEBERT 03/24/05 CURB RMP rM 2
1890-1990 1), GEBERT 06/27/05 DATE 7/24/01 SCALE NTS 1" NO. ELIO
I GEDERT 04/2/07
10,
-1/2' R
PLACE SCORE MARKS EVERY 10'
V MAX.
A
SL
DRIVEWAY WING OR CURB RAMP SLOPE
CONCRETE CURB SHALL BE NO LESS THAN 3' IN HEIGHT
CONSTRUCT OUT OF ACP PAVEMENT
M NOTE, NOT TO BE USED IN
U R.O.W� EXCEPT TO REPAIR
EXISTING EXTRUDED
w CURBING,
U
U_
EXTEND PAVEMENT 1.3' FROM THE FACE
CURB IF NECESSARY TO SUPPORT
ACP PAVEMENT T\ EXTRUDED CURB
Mm____�PLACE 6' COMPACTED
5/8' CSTC BELOW ACP
EXTENSION
.-D M.-ON' -D S.
REVISIONS STANDARD DETAIL
APPROVED ily I mm
C*NC. EXMDEDI CURB
DATE IywG NO.
7/24/01 ... LE NITS IRLT
VARIES
LIP FINISHED
TO I' RADIUS
SEE DETAIL
ABOVE
ADD 2' CSTC
BELOW CONCRETE
SECTION A�A
0 SLOPE MAY BE REVERSED TO IMPROVE ACCESS TO GRADE TO
SITE,
NOTE: I
1, IF DRIVEWAY WIDTH EXCEEDES 15', INSTALL A FULL -DEPTH EXPANSION JOINT,
2, THE ACCESS APRON SHALL BE A MINIMUM OF 6' THICK AND SHALL BE PLACED ON 2'
OF %' CSTC AND COMPACTED GRADE.
3, MATERIALS- CONCRETE SHALL BE CLASS 3- 3000 PSI,
4, CITY ENGINEER SHALL DETERMINE APPLICABLE COMMERCIAL TYPE ENTRANCE BASED ON
LOCATION AND OTHER SITE CONDITIONS.
...E.0-NAC-N.
ONS
APPROVED BY DATE STANDARD DETAIL
MULTIfAIMLY/ COMMERCIAL ENTRANCE
Est. IB90 DATE 8/17/06 SCALE NTS DWG NO, E 227.2
A
I ISSUED FOR CITY ADB RE\AEW
NL
09/30/13
EWTM UILMES NOM
THE LOCATIONS OF EAST. UNDERGROUND UTIU11ES ARE
SHOM IN AN APPROMMATE WAY ONLY AND HAVE NOT BEEN
L d,
A
REVISED PER CITY REVIEW COMMENTS
NL
.
12/14/13
INDEPENDENTLY VERIFIED BY THE OYMER OR ITS
REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE
A
REVISED PER ADA REVIEW
NL
02/12/14
EXACT LOCATION OF AM DaSTING UTILITIES BEFORE
COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE
FOR ANY AND ALL DAMAGES VMICH MIGHT BE OCCASIONED
BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND
PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
A4
REVISED PER CITY REVIEW COMMENTS
NL
05/27/14
CALL 48 HOLM E18=0W YOU DIG
I
NO.
RE\VISION
BY
DATE
1-800-424-5=
05/27/2014
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR
V R
I' BATTER
1'R
A U05 FT/FT
.4
4- A
4
.4 4'
4, 6'
4
Id 4
4'
4
- - - - - - - - - - - - - - -
19' STANDARD
24' ARTERIAL
5/8' MINUS CSTC
NOTES,
1. FORMS SHALL BE TRUE T13 LINE AND GRADE
AND SECURELY STAKED.
2, EXPANSION JOINTS SHALL BE PLACED ADJACENT
TO CATCH BASINS,
3. EXPANSION JOINTS SHALL BE EVERY 10 FEET
AND DUMMY (CONSTRUCTION) JOINTS EVERY 5 FEET.
4. EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8' WIDE
PREMOLDED JOINT FILLER.
5. C13NCRETE SHALL BE CLASS 3- 3OOOPSI,
6. FINISH SHALL BE LIGHT BROOM.
7 CURB SHALL BE SPRAYED WITH CLEAR CURING
CbMPOUND OR SHALL BE COVERED AND KEPT MOIST
FOR 72 HOURS.
%ALL SIDEWALKS POURED BEHIND CURB IN
D IVEWAY AREAS SHALL BE 6' THICK OVER 2' OF
CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM
DENSITY,
C7'-.fTY
REVISIONS
APPROVED By DATE STANDARD DETAIL
D. GESERT 4/27/05 $TAW= TM "jV CURBIUM DUAIL
A GEBERT 4/2/07 DATE SCALE DWO NO.
40CA 1 7/24/01 1 NTS I WA
-MAXIMUM T RENCH----I
PAY WID1 H
(SEE TABLE BELOW)
N-SEE STANDARD DETAIL E2.3
0
BANK RUN GRAVEL FOR
0,
TRENCH BACKFILL
0
I.- z
(1 -1/4" MINUS) CSBC
w
PER COE MOD
9-03.19 OR SUITABLE
EXCAVATED MATERIAL
AS APPROVED BY CITY
0 <
ENGINEER (SEE NOTE
0 m 1
2 BELOW)
6' MIN
Ld
z
0
—BEDDING MATERIAL
N
(5/8- MINUS)
LIJ
CRUSHED PER
COEMOD
9-03.16.A.2
6' MIN
(SEE NOTE 2
BELOW)
8' MIN
8' MIN
SEE NOTE I
TABLE 1: MAX. TRENCH PATCH PAY WIDTH
NOTE:
1. MAXIMUM WIDTH OF TRENCH AT TOP PIPE
TRENCH DEPTH
MAX PAY WIDTH
0 36" FOR PIPE UP TO AND INCLUDING
1' - 4'
40"
12" NOMINAL DIAMETER
4' - 10'
60"
0 I.D. PLUS 18" FOR PIPE LARGER THAN 12"
10' - 20'
72"
NOMINAL DIAMETER
2. REFER TO CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF WSDOT STANDARD
SPECIFICATIONS. FOR MATERIAL. GRADATION AND ADDITIONAL INFORMATION.
3. TRENCH BACKFILL SHALL MEET A MINIMUM COMPAC70N OF 95% DENSITY PER ASTM D 15517.
C: -�TY
0.
3 M. -.0 N -S
REVISIONS
STANDARD DETAIL
APPROYM IN
am
D. GEBERT
07/28/05
TYPICAL TRENCH SECTION
Est. 1890
RGEDERT
R, ENGLISH
04/02/07
10/04/11
DATE 7/24/01
SCALE NTS
1
DWG NO. E4.2
1
T�V'
EJV6!ZVEFR1JV6! LTD
consulting civil engineers
125 WEST KELLOGG ROAD, BELLINGHAM, WA 98228
Ph: (360) 671-7002
Fax: (360) 671-7081
2013 (C) VEB RIGIIIEEMNG LID (ALL IRIGHTS RESERVED)
JOB NO.:
C09188
CITY FILE NUN.
T.B.D.
DESIGNED BY-
NL
DRAWN BY:
BKS
CHECKED BY-
NL
#(,,,IIP-' X 4' EXPANSION JOINT MATERIAL
10,
NOTES,
1, FORMS SHALL BE TRUE TO LINE AND GRADE
AND SECURELY STAKED.
2. EXPANSION JOINTS SHALL BE PLACED ADJACENT
TO CATCH BASINS.
3. EXPANSION JOINTS SHALL BE EVERY 10 FEET
AND DUMMY JOINTS EVERY 5 FEET,
4. EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8' WIDE
PREMOLDED JOINT FILLER.
S. CONCRETE SHALL BE CLASS 3- 300OPSI.
6. FINISH SHALL BE LIGHT BROOM.
7, CURB SHALL BE SPRAYED WITH CLEAR CURING
COMPOUND OR SHALL BE COVERED AND KEPT MOIST
FOR 72 HOURS.
8. ALL SIDEWALKS POURED BEHIND CURB IN
DRIVEWAY AREAS SHALL BE 6' THICK OVER 2� OF
CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM
DENSITY
I
THIS TYPE OF CURB SHALL ONLY BE USED TO
REPLACE EXISTING VERTICAL CURBING
F.-
REVISIONS
APPMfo BY MTE STANDARD DETAIL
D. GEBERT 4/27/05 CM, VEff= CM
D, GEBERT 5/18/06
DATE 7/24/01 1 SCALE NTS IDWO NO. ELIO
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CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR
EXPANSION JOINT
10, DUMMY JOINT
['4 .4 A'
A
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4
:4.7
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7-,
4 2' MIN.
101 O.C. 5' O.0
SAW CUT ACP A MIN.
OF 2' FROM EDGE OF
PLAN GUTTER,
FULL, DEPTH 1/2' EXPANSION
JOINT MATERIAL
5' TO 10'
F 27
4�1
Al FVW
4 1 m 4 'A. ',d
UNDISTURBED EARTH OR
SECTION \COMPACTED NATIVE MATERIAL
2' MIN, UNLESS OTHERWISE SPECIFIE1
SAW CUT BY ENGINEER
2'- 5/8' MINUS CSTC
N 0 T Ei
1. CONCRETE SHALL BE CLASS 3- 300OPSI
2. CONCRETE SHALL BE BROOM FINISHED
3. SIDEWALK THICKNESS SHALL BE 5-1/2'.
4. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6' THICK,
5. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK
6. CONCRETE SHALL BE SPRAYED WITH CLEAR CURING COMPOUND
OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS,
7i SAW CUT AND REMOVE ACP PAVEMENT A MIN. OF 2' FROM GUTTER
FACE TO INSURE ADEQUATE COMPACTION OF ACP AND GUTTER SUBGRADE
E M&ND S..''
.-E. -, D
REVISIONS
APPROM By PAIT STANDARD DETAIL
I A GEBERT 4/27/05 WNCRIETENEWM
D, GEBERT 04/2/07 DATE 7/24/01 NO.
I . - SCALE IOWG
Est 01890 1 1 NTS IRL13
20" X 24" METAL FRAME AND GRATE
FOR CATCH BASIN,
24" ROUND METAL FRAME AND GRATE (W/ "DRAIN" ON IT)
SHALL BE USED WITHIN THE TRAVEL LANE
TMENT RISERS AND SHALL BE OUTSIDE THE WHEEL PATH
FINISHED GRADE EAST JORDAN IRON WORKS
MODEL # 00775001
N
oo 7-77. 7
U)
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POLYPROPYLENE SAFETY STEP
O.C. (TYP)
Lj
z
0
Ld
LADDER SHAH BE SECURED TO WALL
OF CATCH BASIN
C4
N 0 T E:
ALL CATCH BASIN LIDS SHALL BE LOCKING
-TY M.,
M-1. -N - D
REVISIONS STANDARD DETAIL
APPROM BY I DATE
D. GEBERT 10/6/03 CATCH BAN TYPE 11 (4n
D, GEBERT 4/2/07 DATE 7/24/01 1 SCALE NTS r" No, EU
STANDARD DETAILS
EDMONDS WAY MULn-FAMILY DEVELOPMENT
23220 EDMONDS WAY, EDMONDS, WA
PORTION OF- THE SW 1/4, NW 1/4 OF SEC 31, Tff 27N, RM 4E, W.M.
DATE: SCALE:
JUNE 2013 H: 1" = 10' V: N /A
DRAWING:
C — 10
SHEET:
10 OF 12
RE- U P-3
JUN 20 2OVir
BUILDING DEPAR�71VIENT
CITY OF EDMONDS
irla�i .... . ........ ...
W
Ns
16 1 M , - 4) :3A
31 gig
25 13
log 2 19 8
IL 20" X 24" METAL FRAME AND GRATE
All
12 1 15
C V FOR CATCH BASIN.
3 - gig .24�ROUND METAL FRAME AND GRATE (W/ -DRAIN- ON IT)
IL g
Z. jail 2 *1
all is y H E USED WITHIN THE TRAVEL LANE
(a .
d jE ADJUSTMENT RISERS AND SHALL BE OUTSIDE THE WHEEL PATH
UH t
.0 'a E
A FINISHED GRADE
A EAST JORDAN IRON WORKS
e ge - E 13; MODEL # 00775001
.30 E
Erg rM
-bo 7
X
Z
au
_@
7
Is 1 -0 1 1 E
5Ej .92A
0 a I i
6 4 td (d
Z
u LAJ -POLYPROPYLENE SAFETY STEP 0
12" O.C. (TYP)
W
0
FL
h
LIS '7 Z
W ! . L . . ! 0
LLI
0
AY As r-
LADDER SHALL BE SECURED TO WALL
7 tcu 0
OF CATCH BASIN
-A 04
>
N 0 T E:
ALL CATCH BASIN LIDS SHALL BE LOCKING
\)y
(70)
o! Y,
N
REVISIONS
STANDARD DETAIL
APPRII D BY DATE
D. GEBERT 10/6/03
CATCH BASIN TYPE N (481
D. GERERT 4/2/07
2 DATE NTS OWS NO. EU
18,90-19so 7/24/01
amoiw venm w"m VXMS)I" 'AS WVW A = - I - -
12" CATCH BASIN SERIES
FLOW CONTROL fi:3C313Q TECHIMICAL momm�
STRUCTURE NDS
NON —SHRINK GROUT PVC PIPE- FL- k4 Wt. Ea.
8 LEVELING PADS 0M=WMMWV50MWM PaidNo. Description Cour (IbL) Class 11padfloations
COUPLING V�O' MAX CONTROL DEVICE 2" x IX" K y8* SPECIVICATIONS 1280 2! x 2AtriuM Grate Green 8 2.00 OND NDS#1280.#1290,12'
(optional) ASSEMBLY To BE I L� x 11 1
PVC PIPE STUB" RE OVABLE FROM 1290 1 0 Atrium Grate Black 8 2.0 IOND Structural Foam Pofyoleffn
41 j , -0 1 — — — — U L X:
INSIDE THE FCS (71N OD Dome Atrium Grate with
Use with 12"x 12"Catch Basin Series. UV Inhibitor. Open surlace
—SET SCREW TO 0 0 area 50.60 square inches,
PREVENT ROTATION y I NDS 911 1211 1811 24" Catch Basins
—M PIPE, L� j ID 66.29 GPM.
0
TEE*
'Dimension Key
A. Top Width
GASKET (TYP) PVC PIPE CROSS* SPOOL* N' Grate Opening Pk9. M. to. Product
LLJ
Z
. .... B Top Length Parl No. Description Color Qfy� (Iles.)
sow. Class "I'kaflors,
PVC AftWrER* W/ ORIFICE MIN C: Bottom Width
DOUBLE GASKET 1210 1Z x 1Z"Square Grate Gray 8 2.00 IOND NOS #1210,91211, #1212,
AND ADHESIVE DIAMETER V-16" MAX D Bottom Length or #1212S, 12"Squars
DRILLED ORIFICE 0 _j .: 1211 12' x 12' Square Grate Black 8 ZOD IOND
FINISH k B _*�� 1212 12'x 12"Square Grata Green 8 2.00 IOND
IN PVC I IDE E Height Strucluml Foam Polyolofln
1212S 121 x 12"Square Grate
0 send 8 2.00 IOND Grate with UV Inhibitor.
OL F' Center of Flow from top of Box
Open surface area
CAULK SPACE BETWEEN
M ADAPTER AND PIPE STUB Top of opening to top of box Use with 12'x 1Z Catch Basin Series. 50,76 square Inches,
Z 66-50 GPM.
H Bottom of opening to 6ottom of 6ox
DETAIL A CONNECTION CONTROL DEVICE 1 OPENING 0- 1.1 Height of Strating shelf
(TYP.) 0 -ngfh of Spigot V Grate Opening (S-pg.47)
LL
F ADA Compliant Wt. Ea. Product
K Weight "I
LADDER. OR HAND HOLDS DRILLED Part No. Douflislon Color R 5.) Class !Ipetwindlons
CONNECnON AND POLYPROPYLENE ORIFICE E G 1213 1Z x 12'Square Cast Iron Grate Black 1 16.00 IOND NDS#1913,12"Square
DIA9
CO
(SEE PPVC IN Heavy Duty Cost Icon
CCAP PLU Use with I 7x 12"Catch Basin Series. Grate, Open surface area
59.50 square Inches.
OUTLET PIPE F0 _711 77.gS GPM.
ALLOW 7 H 964
OUTLET LOCATION 4
(IW to 315*) 1.
24" C D %"Grate Opening ADA Compliant Pk9. Wt. Ea. Product
CATCH IN TYPE 2 Color CRY. (Ilos.) Class spedifications
FINISHED GRADE PER WDOT STANDARD CINCH ANCHOR Pat No. Description
PLAN B-10.20-01 20* X 24" 1215 12r It 121 Square Galvanized Galvanized 1 1190 1OND NDS#1216,121 Square
WIRE ROPE SEE SLOT DETAIL & NOTE 1 Steel Grate steel
C (SS) Heavy Duty Galvanized
UP Stlol=G.IaI�Open
OVERFLOW EUEV` 10" x 12" Use with 12"x 12'Catch Basin Series. suit.
6 DEFORMED square Inches.
H WEIR AS NEEDED-- N %'STEEL 160.21 GPM.
ROD (SS OR
__1=MINUM)
LENGTH TO FIT (800 pg� 47)
V 3/0 9,3/8 88, :/8 .1ove 3 9/16 2 3
SUPPORT(2 REO' _/1 8
INVERT- 93/8 93/8 /8 101/8 5 9/16 2 -1 �11 2 Fe Grate Opening Pkq. Wt. Eq. Product
12318 1123/8 :00:/6 10 �/B 151:6. 73/ 3 3/A 231 1/8 A 25, Pad No. Description Color My. (]bL) Class Specificalitshs
6 1/4- ;1203 :23/8 /8 0 /4 0
3 1 �21 1 7
_O" MIN �j /8 2 51 6 73/8 33 23/ 1 3: 1
2318 0118 1215/16 7315 3314 23/8 11/8 3.75 1214 1 ? x 1 2'$4varo Gials Manganese 1 9�00 IOND NDS#1214,12*Squee
ORIFICE AS NEEDED 1 —6' MAX 2 3/8 2 /a 1 110 1/8
:;882 1111�6 )It 16 l 3 3 18 9/16 111/4 91/8 113/16 1 10 Bronze
: �71 �71 / 12 W" Manganese Bronce Grate
L 1VC PIPE & 004 7 /,6. 7 11A 3 13, to 9/16 11114 81/0 153/16 1 V.5 and Frame. Open surface
CONTROL DEVICE
DETENTn]O+NPIPE CROS 1 WHEN SOLT DOWN GRATES ARE SPECIFIED IN THE 5 Is
SEE DErAJL A 2-0 P S 24 43 4, 243/4 :9.6 :9:.3/ 24 �41/2 43/8 /8 2 Use with 12'x 12"Catch Basin Series. Screws In tabs on the frame, area 36.75 square Inches.
IDAMETE H R. DA 243/4, 24 31A 19.6 9 3/5 24 A 1/2 43/8 15/8 2
%GT will secure the frame to the outside edge of 12" x 121 catch Basin Adapter, Note: 48.i4GPM.
I _ ___
R, ly
\_!�tTE E FLOW CONTROL CONTRACT, PROVIDE TWO SLOTS IN THE GRATE THAT (Frame must be attached to callch basin before backfilling at
STRUCTURE ARE VERTICALLY ALIGNED WITH THE HOLES IN THE FRAME,
4c li" , LOCATION OF BOLT DOWN SLOTS VARIES AMONG DIFFERENT 2' encasing in concrete.)
FLOW CONTROL STRUCTURE shown w/TYPE 2 MANHOLE PIPE SUPPORT MANUFACTURERS, 1� .- -IN. t
(Details A & 8 sholl apply to all designs where a shear gate would otherwise apply) DETAIL. B 2. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR I/.' Grate Opening law n 471
ADDITIONAL REQUIREMENTS. 5/8- ADA Cornpliarit/Hool-proof Wit. Ea. Proclud ?
Pei No. Dwription Color
SPECIFIC DESIGN INFORMATION AS INDICATM.ON APPROVED CONSTRUCTION DRAWINGS 3. FOR FRAME DETAILS, SEE STANDARD PLAN B-2A.
(liss.) Class "Ificationi;
NOTE Inve 4. THE THICKNESS OF THE GRATE SHALL NOT EXCEED 1 18* x 22" 'AxIL
rt of detention pipe in manhole shall be equal to or higher than the invert oF the outlet pipe.
1220 1 L 7Surnp Box Cover Black 8 200 1 OND
PRIVATELY -OWNED CONTROL STRUCTURES SHALL NOT BE PLACED IN CITY RIGHT-OF-WAY NDS#1220,12"Square
REV A DATE: 3/16/99
Structural Foam POlyddin
Use with NOS 12P x 124 Catch Basin Series and Solid Cover.
NDS #1219 Backwater Valve Box.
NOTES: NDS
SLOT DETAIL *MATERIAL; DUCTILE IRON ASTM A
NDS Customer Service
CITY '. S 536, OLYMIPIC FOUNDRY INC.
0
CIL 8o-55-06 851 N. lla�rcl Ave, Lindsay, CA 93247
BEEHIVE GRATE FOR USE WITH Phons; (800) 726-1994 (559) 562-9888
APPROM BY DATE STANDARD DETAIL A CITY OF BELLINGHAM DRAWING
Fax: (800) 726-1998 1559) 562-A488
R. English P SM60 20" X 24" REV FRAME
November 25, 2013 a
FLOW CONTROL STRUCTURE
HERRINGBONE GRATE FOR www.t4DSPRO.com s3o:� Note All dimensions are nominal. All weights are 6r shipping purposes only. A�oilc6ility is s*octto change.
DR-502
CATCH BASINS AND INLETS APPROXIMATE WEIGHT: 100 LBS.
DATE for customer service, please sorni your fax to: 11-000-726-11"a or coAl 1.800-726.1 "4.
DWG NO,
ISCALE NTS E5.4 City ffngineer DafP RATING: N/A PART NO. SM6013H
November 13, 2013
Al ISSUED FOR CITY ADB REVIEW NL 1 09/30/13 E=TM UMAM NOTB L JOB NO.: C09188 STANDARD DETAILS DRAWING:
THE LOCA71ONS OF EXIST. UNDERGROUND UTILITIES ARE N.
A REVISED PER CITY REVIEW COMMENTS NIL 12/14/13 SHOYM IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN EyV6ZyVEM?J7V6! LTD CITY FILE NU KAUTZ ROUTE, LLC C In
INDEPENDENTLY VERIFIM BY THE OWNER OR ITS T.B.D.
- REPRESENTATIVE. THE CONTRACTOR SHALL DErERMINE THE
EXACT LOCATION OF ALL EXIS7ING U711UTIES BEFORE consulting civil engineers DESIGNED BY- EDMONDS WAY MUL11-FAMILY DEVELOPMENT
A REVISED PER ADA REVIEW NL 02/12/14 COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE NL PO BOX 31097
FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED 23220 EDMONDS WAY, EDMONDS, WA SHEET -
BY THE CONTRACTOR'S FAILURE M EXACTLY LOCATE AND 125 WEST KELLOGG ROAD, BELLINGHAM, WA 98228 DRAWN BY:
A4 REVISED PER CITY REVIEW COMMENTS NIL 1 05/27/14 PRESERVE ANY AND ALL UNDERGROUND U71ILITIES. Ph: (360) 671-7002 BKS POMM OF THE SW 1/4, NW 1/4 OF SEC 31, Tff 27N, RGE 4E, W.M. A OF 12
NO. RENASION BY' DATE CALL do HOM BEFOM YOU ENG 05/27/2014 Fax: (360) 671-7081 CHECKEDBY- SEATTLE, WA 98103 FATE SCALE: R E. 8-1) U 18
1-800-424-SM 2013 (C) VEB SIGINEMNG LM (AM IRIGHTS RESMVM) NL JUNE 2013 H: 1" = 10' V. N/A JUN 2 0 2014
ALL PRINTS BEARING PREVIOUS REVISION NUMBERS BUILDING DEPAR-IMENT
cirl OF EDVjONDS
SID9,5EWER SPECIFICATIONS
I!", �ll,pri'vetesi'de.sewO.consttUction requires a permit and the-paymentbf afep, Thopermit application will
re461rethecomi:iletele' 'd `� h ad4ress,andth dime s th
,g etcn,06 e n ions of, a property to,bei served.
2. All construction in thepublic Right -of -Way must be done by a licensed sewer contractor.
-3. All.house plumbing. outlets'must be connected to the sanitary sewer.
.4. No downspout or storm drainage maybe connected to the, sanitary sewer.
5w Material: Pipe Gasket jointed PVC " SDR 36 or ASTM 0-3034
- Gasket jointed Ductile iron Class 50
Fittings - Gasketed PVC ASTM D-304
- Ductile Iron MJ AWWA C.153
All fittings MUST be gasketed
6, Minimum slope: 4Ainch diameter pipe - 2% (114 inch fall per foot)
64rch diameter pipe - 1% minimum grade
MaArnum slope: All pipe 50%
7. Pipes shall be laid in straight line between bends. Make all change in line or grade with less than or equal to 45
degrees.
8, Increases in pipe size Shall, be made b� manufactured fittings.
9. Pipe shall be bedded from undisturbed trench wall to undisturbed trenchwall on each side of the pipe and from
9 inches below tl� 2 inches above the pipe with pea gravel or clean free draining sand.
.10. The side sewer shal[ be inspected by District staff prior to backfilling. The side sewer shall be plugged and
tested in thepresence of the District Inspector by filling withwater. Leakage rate shall not exceed 0.31 galihour
for 4-Inch pipe and 0.47 gal/hour . for 6-Inch pipe, per 1 00 feet of pipe.
11. Sewer lines shall be District approved cleanout at every other 45 degrees of bend, at least every.100 feet, or at
every increase in pipe size.
A 67inch side Sewer will be allowed to serve a ma:dmum of four (4) single-family residences.
13, A 4-inch side sewer will be allowed to serve only one (1) single-family residence,
14. Parallel water and sewer lines shall be separated by 10 feet horizontally wherever possible, Water and sewer
lines shall have a vertical separation of 18 inches if a crossing Is necessary.
15, Right -of -Way restoration �s hall equal or exeed the original condition.
16�, Trench backfill under paved area shall be 5/8-inch minus crushed surfacing top course; full trench depths
Co I mpacted in 12-inch lifts.
b1c OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
SIDE SEWER SPECIFICATIONS
DATE 12/18/12 SCALE NTS owe NO. S�l
NOTES:
NEW SECTIONS OF WATER MAIN THAT ARE INSTALLED WHEN EkPANDiNG A DISTRIBUTION SYSTEM MUST BE
SEPARATED-.FROM� THEEXISIING SYSTEM. UNTIL SATISFACTORY FLUSHINGo DISINFEC71ON AND BACTERIOLOGICAL
SAMPLING HAS BEEN COMPLETEU.,THEAEW WATER MAIN MOST BE CONSIDERED CONTAMIRATED, IN ADDITION.
THE CHLORINE CONCENTRAI . ION USED FOR DISINFECTION PROCEDURES (MINIMUM 2s mgl) MAKES WATER
NON -POTABLE.
AN APPROVED BACKFLOW PREVENTION ASSEMBLY MUST BE USED ON THE SUPPLYING WATER LINE WHEN FILLING
THE NEW WATER MAIN: DURING DISINFECTION, AND FLUSHING, THE BACKFILOW PREVENTION ASSEMBLY AND SUPPLY
PIPING MUST BE REMOVED PRESSURE TESTING OF THE NEW WATER MAIN.
AFTER SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS ARE OBTAINED FROM THE NEW WATER MAIN, SECTIONS
.OF CONNECTING PIPE MUST BEINSTALLED BETWEEN IT AND THE EXISTING SYSTEM. BEFORE INSTALLATION. THE
INTERIORS OF ALL PIPE ANII FITTINdt USED TO MAKE THE CONNECTION MUST BE SWABBED OR SPRAYED WITH A 1%
AVAILABLE CHLORINE SOLUTION.,
-APPROVED BACKIFLOW
PREVENTION ASSEMBLY, FEBCO MODEL
825Y, 2- OR APPROVED EQUAL
HYDRANT -NEW
ON 001STING HYDRANT
WATER MAIN
FLUSHING DISCHARGE
ALTERNATIVES
NEW HYDRANT WAY BE
1/Z SLIPPLY HOSE usm FOR rLUSHNG /
LENGTH As REQUIRED DISMARGE F TEE IS -
WIIHIN 10, OF THE END -=-2" LP.
TEMPORARY CAP OF PIPE
OR PLUG
TEMPORARY NEW HYDRANT TEE TEMPORARY CAP TEMPORARY
TEST BLOCKING WATER MAIN OR PLLIG TEST BLOCKING
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
WATER MAIN FILLING DETAIL
DWO NO.
DATE
12/18/12 TS W-4
(FOR FUTURE DEVELOPEMENT)
To
OLACE 20 -AT, END,..OF1 SIDE, SEWER STUB AND�. Pbi TO. LENGTH
:IASORE 3. FEET EXTENDS A80'VE MADE-.- PAINT TOP 1.8 INCHES WHITE.
INCH HIGH LETTERS STENCIL. THE NUMBER OF EVEN. FEET FROM
6 TH � .1 1 " - GAU GE : WIRE TO. BE
GROUND ELEVATION:J .. E SEWER STUB NVERT. 8
DOUBLE WRAPPMAROUND PIPE.' AND 2X4 STAKE AT OR ABOVE FINISHED
bRADE,
1Z /-LOCKING LAMPHOLE COVER
TO'BE PLACED AT FINISHED
GRADE (SEE STD SEWER
W CLEANOUT DETAIL)
6" WYE AND 45^ BEND
0
t
6" LATERAL SEWER LINE 6" TEE
SLOPE-- M MIN. TO
50% MAX POSSIBLE
SEWER MAIN
LOCA71ON
RUBBER JOINT BISCUIT
PLUG �OR 0;'ER APPROVED
WATERTIGHT PLUG
22.5* OR 6" TEE
45* BEND
POSSIBLE
N, 0 T E- SEWER MAIN
WHEN TAPPING INTO EXISTING MAIN LOCATION
A SADDLE ANDTAP SHALL BE USED.
PLACEMENT OF TEE SHALL DEPEND
ON DEPTH OF SEWER MAIN. AS A
MINIMUM, THE TEE SHALL BE PLACED
.AT A 45 DEGREE ANGLE.
OLYMPIC VIEW. WATER & SEWER DISTRICT
REVIsibNS STANDARD DETAIL
TYPIC,AL SIDE SEWER
TDWQ -NO
DATE
W 12/18/12 NTS S-2
HORIZONTA L BLOCKING
TYPE 'A" BLOCKING.
FOR 11.25' ,22.5' - 30' VERTICAL BENDS
4
TF
PAINT SHACKLE RODS NTH
2 COATS OF COAL TAR OR
ASPHALT PAINT
TYPE W BLOCKING
FOR 45' VERTICAL BENDS
4
TH
pt
DIA.
TEES &
90'
45
22.5*
IN.
BENDS
BENDSI
BENDS
BENDS
4"
J
1
6.
4
1
a,
7
1
IQ*
11
3
1 12.
16
5
2 COATS OF COAL TAR OR
ALL BLOCKING SHALL BE POURED AGAINST FIRM UNDISTURBED SOIL ASPHALTPAINT
BEARING AREA AT FITTINGS NOT GIVEN IN BEARING TABLE
SHALL BE AS DIRECTED BY THE ENGINEER.
WHEN POURING AGAINST PLUGS AND BLIND FLANGES SET STEEL
METER BOX LID AGAINST FITTING TO KEEP CONCRETE OFF BOLTS
LAYOUT TO BE APPROVED BY DISTRICT PRIOR TO CONCRETE POUR.
r,
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
THRUST BLOCKING Sheet I of 2
12/18/,12 NTS W-5
L0 - ---- - DATE -T�-"-
I $CAW
A
ISSUED FOR CITY ADB REV`IEW
NL
09/30/13
E=TM UMMM NOM
L
A2
REVISED PER CITY REVIEW COMMENTS
NL
12/14/13
THE LOCATIONS OF EXIST. UNDERGROUND UTILITIES ARE
SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN
INDEPENDENTLY VERIFIED BY THE OYMER OR ITS
REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE
REVISED PER ADA REVIEW
NL
02/12/14
EXACT LOCATION OF ALL E)aSTING UTILITIES BEFORE
COMMENCING WORK. AND AGREES TO BE FULLY RESPONSIBLE
FOR ANY AND ALL DAMAGES MICH MIGHT BE OCCASIONED
BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND
PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
3
CALL 48 HOLM BEF0FE YOU DIG
NO.
REMSION
BY
DATE
1-80()-424-5=
05/27/2014
V
A =fAl -'I
I � Lei ivi 1 :14
10: --�A I ; 11111 1 ; i =jTA
W
Z
BUILDING
W
;-BUILDING
0
Z
CLEANOU CLEANO�UT WITH
45'
BEND AND CAP
E-GENERAL
W
CLEANOUT
W
CLEANOUT (WYE W/ CAP
& LAMPHOLE COVER)
NOT TO EXCEED 100'
BETWEEN CLEANOUT.S.
12"
LAMPHOLE COVER
W TO MATCH EXISTING
01W GRADE
Z
\-WATER fTIGHT
CAP
12.' PVC
12" PVC
U\-RISER 4" OR 6"
IS
SLEEVE
SLEEVE
SIDE SEWER
6" RISER
W WYE AND
I`
L
45* BEND
45. BEND
GENERAL CLEANOUT DETAIL
6" DISTRICT STUB
6" DISTR
4" OR
SIDE SEWER
12"
CLEANDUT DETAIL AT
ASPHALT SURFACE
PROPERTY LINE & BUILDING
LAMPHOLE COVER
(OLYMPIC FOUNDRY CO
6" RISER
12" PVC SLEEVE
MODEL 501 OR EQUAL)
PVC CAP
NOTE:
SIDE SEWER JOINTS SHALL BE
TYPICAL CLEANOUT
GASKETED
PI OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
SEWERCLEANOUT DETAIL
W 12/18/12 ---------- N T�S S-3
TYPE 7A" BLOCKING
FOR�
22.5* VER71CACBENDS
, S,
'D
L
Ld La
W,
Col
8
Z Z 0,
V,
W W'
M
M
0
7
M
_J
< 0 rn t,.
W _3
L) g
1L,-
ul
L) LU 0 La
F- '3 (3 -
ed - Z W
W
�
Z
L < in,
a.
0
8 Z-
4 360
11.2� 8 .20
5/8
1.5
22., 6 11 22
2.0
30 17 Z6
6 300
11.25 11 2.2
5/8
2.0
22.5, 25 2.9
1
30 41 3.5
8 300
Ili2fi 16 2.5
5/8
2.0
22.5 47 3.6
30 70 4.1
3/4
2.5
10-12 250
11.25 32 3.2
5/8
2.0
22.5 88 4.5
7/8
3.0
30 132 5.1
1
16 225
11.25 70 4.1
7/8
3.0
225 184 5.7
1-1/8 4.0
1
30 275 6.5
1-1 4
18-20 200
11.25 91 4.5
7/8
3.0
22.5 225 611
1-1/4 4.0
30 330 6.9
1-3/8 4.5
0
11,25 128 5.0
1
3.5
22.5 320 6.8
1-3/8 4.5
30 480 7.9
1-5/8 5.5
TYPE *B* BLOCKING
FOR 45' VERTICAL BENDS
4 300
45 30 3.1
5/8
2.0
6
68 4.1
B
123 5.0
12 250
232 6 1 1
3/4
2-5
16 225
478 7.8
1 - 1/8 4.0
20 200
560 8.2
1 -1/4
24
1 820 9.4
1-3/8 4.5
OLYMPIC
VIEW WATER
&
SEWER DISTRICT
REVISIONS
STANDARD DETAIL
THRUST
BLOCKING
Sheet 2 of 2
DATE
SCALE
DOM 00.
W
12/18/12
1 NTS
W-6
I
JOB NO.:
C09188
CITY FILE NUM.
T.B.D.
DESIGNED BY-
NL
DRAWN BY:
BKS
CHECKED BY-
NL
EW6ZyVETR1yV6! LTD
consulting civil engineers
125 WEST ]KELLOGG ROAD, BELLINGHAM, WA 98228
Ph: (360) 671-7002
Fax: (360) 671-7081
2013 (C) VIES ENGINEERING LM (ALL RIGHTS RESERVED)
F -CONNECT TO SERVICE PIPE.
C FOR GALV. PIPE, THREAD EXISTING
PIPE & CONNECT WITH A STRAIGHT
COUPLING I.E. MUELLER H-15451 OR
a. D APPROVED EQUAL FOR COPPER OR
PLASTIC TUBING,. CONNECT WITH A
3 PART UNION, I.E- MUELLER H-15400
30' MAX. OR APPROVED EQUAL
FOR SIDE BY SIDE INSTALLATIONS,
V-W SEPARATION BETWEEN CORPS
SADDLE &I COPPER SEII AND OFFSET BY 5 DEGREES.
CORP. SERVICE
A. 'SERVICE SADDLE, MUELLER IRON W/ SINGLE STRAP
AND 1" C.C. THREAD. STAINLESS STEEL STRAP REQUIRED
ON PLASTIC MAINS.
a. CORPORATION STOP, 1' MUELLER NO. H-15000
OR APPROVED EQUAL
C. I' COPPER TUBING, TYPE *K*
D. S- COPPER SETTER W1 LOCKING STOP.
HORIZONTAL OUTLET, ANGLE CHECK VALVE: AND 15- DOWNSTREAM
LEG FOR NEW INSTALLATIONS (A.Y. MCDONALD-#62P212WCDO33XI5 OR EQUIVALENT)
E. HIGH DENSITY POLYETHYLENE METER BOX, SIZED CORRECTLY
FOR SETTER, AND DUCTILE IRON TRAFFIC UD
W/CAST IRON READERDOOR. (OLDCASTLE 1015 MSBC OR EQUIVALENT)
F. 1* COMP. x S* MIP MUELLER OR EQUAL
S = METER SIZE
V
P OLYMPIC VIEW WATER '& SEWER DISTRICT
REVISIONS STANDARD DETAIL
WATER METER AND SERVICE CONNECTION DETAIL
DATE SCAM Dft NO.
12/18/12 NTS W-1
CAST IRON VALVE BOX NTH - SLIDE EXTENSION
ALIGN LID TABS ALONG VALVE AXIS
CATE VALVE
4*
PROFILE
10 MIL PLASTIC
BLUE.DOUBLE-SIDED RAYOUTE MARKER
CAST IRON VALVE BOX WITH SLIDE EXTE . NSION PLACE OFF CENTER OF ROAD TOWARDS HYD.
ALIGN LID TABS -ALONG VALVE� AXIS.
AVK SERIES 27 ' M& . H C129 OR MOELLER CENTURION.
5 1/4" MVO, BREAk-AWAY'FLANGL
4�' STORZ,AIDAPTER. 2 COATS
FARWEST ENAMEL CAT YELLOW.
9
e M(N.
3'xXx6" CONCRETE PAD MAX.
10 MR. PLASTI C BETWEEN
HYDRANT. BLOCKING AND . . . . . . . . . .
OVER WASHED ROCK
1/4 C.Y. t-1/2*
WASHEDROCK
TAPPING TEE
ROMAC MODEL FTS 420
FUSION EPDXY COATED
10 MIL PLASTIC
THRUST BLOCKING PER SCHEDULE.
10 MIL PLASTIC BETWEEN TEE
AND BLOCKING.
UNDISTURBED SOIL. TYPICAL
T
OLYMPIC VIEW WATER & SEWER DISTRICT_
REVISIONS STANDARD DETAIL
WET -TAP CONNECTION/ VAL V E BOX
DWO NO.
DATE -Fi�NTS I W-7
12/18/1
KAUTZ ROUTE, LLC
PO BOX 31097
SEATTLE, WA 9t03103
PLAN
10 MIL PLASTIC
CONCRETE BLOCKING,
POUR IN PLACE. .
MAINTAIN CLEARANCE
FOR DRAIN PORT.
4' x 4" x 8' BRICK.
UNDISTURBED EARTHj TYPICAL-
3/4* DIA. SHACKLE RODS
W1 2'COATS TAR OR
ASPHALT PANT, OR MEGALUGS,
6' D.I. PIPE, CLASS 52, CEMENT
LINED, X-O" MIN. LENGTH REQUIRED
L
//(6. FLANGED TEE
CONCREPTE BLOCKING PERCSCHEDULE
10 MIL LASTIC 13 T BLO K & TEE
4' x 4* x 8* BRICK
8* ANNA C509 RESILIENT SEAT GATE VALVE
NON RISING STEM. -0- RING SEALS, FL x MJ
DRAWING:
C - 12
SHEET:
12 OF 12
JUN 20 /2014
IIUILDING DEPAF7MENT
Cln' OF EDW40NDS
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
FIRE HYDRANT ASSEMBLY DETAIL
DATE SCALE
4/2/13 NTS W-3
SEE TRENCH SURFACE
RESTORATIO'N'b.&AIL
&
0 for.
SUBSEQUENT .11 SNOHOMISH COUNTY
BACKFILL 04 CITY OF EDMONDS
TOWN OF WOODWAY
BACK FILL MATERIAL SHALL CONSIST OF:
1. 5/8* MINUS CRUSHED GRAVEL COMPACTED TO
0 95% MAXIMUM DRY DENSITY ASTM D698 METHOD 'D'
INITIAL UNDER ASPHALT FOR STREET CROSSING.
BACKFILL
2. TYPE 'C" MATERIAL WITH CLASS 11 PLACEMENT AND
COMPACTION FOR UNDER ASPHALT RUNNING PARALLEL
NTH STREET.
3. TYPE "C" MATERIAL WITH CLASS I PLACEMENT AND
COMPACTION FOR STREET SHOULDERS.
WIDTH EQUALS 4. TYPE "D" MATERIAL WITH CLASS III PLACEMENT AND
PIPE O.D. +16" COMPACTION FOR ALL OTHER AREAS.
FOR MAIN LINE
CONSTRUCTION
OR
24�' OR LESS. FOR
'SERVICE LINE
INSTALLATION
/-SAW CUT EXISTING ASPHALT ASPHALT RESTORATION SHALL CONSIST OF.
MATCH EXISTING OR 2* MAXIMUM ACP CL 8 OVER
6 1/2 - CRUSHED SURFACING TOP COURSE (5/8'
SHOULDER RESTORATION SHALL CONSIST OF:
RESTORING TO SAME CONDITION AND ALL LAWN
4" AREAS TO BE RESTORED WITH SOD. ALL OTHER
AREAS TO BE HYDROSEEDED.
T
OLYMPIC VIEW WATER & SEWER DISTRICT
'REVISIONS STANDARD DETAIL
TRENCH DETAIL
--F�NTS W
r 12/18/12 -8
i
M T A -02
A D I Aim
EDMONDS WAY MULM-FAMILY DEVELOPMENT
23220 EDMONDS WAY, EDMONr%'o WA
LA-2v
PORTION OF THE SW 1/4, NW 1/4 OF SEC 31, TM 27N, RGE 4E, W.M.
DATE: SCALE:
JUNE 2013 H: 1" = 10' V: N/A
4.
PAINT SHA LE RODS NTH
EW6ZyVETR1yV6! LTD
consulting civil engineers
125 WEST ]KELLOGG ROAD, BELLINGHAM, WA 98228
Ph: (360) 671-7002
Fax: (360) 671-7081
2013 (C) VIES ENGINEERING LM (ALL RIGHTS RESERVED)
F -CONNECT TO SERVICE PIPE.
C FOR GALV. PIPE, THREAD EXISTING
PIPE & CONNECT WITH A STRAIGHT
COUPLING I.E. MUELLER H-15451 OR
a. D APPROVED EQUAL FOR COPPER OR
PLASTIC TUBING,. CONNECT WITH A
3 PART UNION, I.E- MUELLER H-15400
30' MAX. OR APPROVED EQUAL
FOR SIDE BY SIDE INSTALLATIONS,
V-W SEPARATION BETWEEN CORPS
SADDLE &I COPPER SEII AND OFFSET BY 5 DEGREES.
CORP. SERVICE
A. 'SERVICE SADDLE, MUELLER IRON W/ SINGLE STRAP
AND 1" C.C. THREAD. STAINLESS STEEL STRAP REQUIRED
ON PLASTIC MAINS.
a. CORPORATION STOP, 1' MUELLER NO. H-15000
OR APPROVED EQUAL
C. I' COPPER TUBING, TYPE *K*
D. S- COPPER SETTER W1 LOCKING STOP.
HORIZONTAL OUTLET, ANGLE CHECK VALVE: AND 15- DOWNSTREAM
LEG FOR NEW INSTALLATIONS (A.Y. MCDONALD-#62P212WCDO33XI5 OR EQUIVALENT)
E. HIGH DENSITY POLYETHYLENE METER BOX, SIZED CORRECTLY
FOR SETTER, AND DUCTILE IRON TRAFFIC UD
W/CAST IRON READERDOOR. (OLDCASTLE 1015 MSBC OR EQUIVALENT)
F. 1* COMP. x S* MIP MUELLER OR EQUAL
S = METER SIZE
V
P OLYMPIC VIEW WATER '& SEWER DISTRICT
REVISIONS STANDARD DETAIL
WATER METER AND SERVICE CONNECTION DETAIL
DATE SCAM Dft NO.
12/18/12 NTS W-1
CAST IRON VALVE BOX NTH - SLIDE EXTENSION
ALIGN LID TABS ALONG VALVE AXIS
CATE VALVE
4*
PROFILE
10 MIL PLASTIC
BLUE.DOUBLE-SIDED RAYOUTE MARKER
CAST IRON VALVE BOX WITH SLIDE EXTE . NSION PLACE OFF CENTER OF ROAD TOWARDS HYD.
ALIGN LID TABS -ALONG VALVE� AXIS.
AVK SERIES 27 ' M& . H C129 OR MOELLER CENTURION.
5 1/4" MVO, BREAk-AWAY'FLANGL
4�' STORZ,AIDAPTER. 2 COATS
FARWEST ENAMEL CAT YELLOW.
9
e M(N.
3'xXx6" CONCRETE PAD MAX.
10 MR. PLASTI C BETWEEN
HYDRANT. BLOCKING AND . . . . . . . . . .
OVER WASHED ROCK
1/4 C.Y. t-1/2*
WASHEDROCK
TAPPING TEE
ROMAC MODEL FTS 420
FUSION EPDXY COATED
10 MIL PLASTIC
THRUST BLOCKING PER SCHEDULE.
10 MIL PLASTIC BETWEEN TEE
AND BLOCKING.
UNDISTURBED SOIL. TYPICAL
T
OLYMPIC VIEW WATER & SEWER DISTRICT_
REVISIONS STANDARD DETAIL
WET -TAP CONNECTION/ VAL V E BOX
DWO NO.
DATE -Fi�NTS I W-7
12/18/1
KAUTZ ROUTE, LLC
PO BOX 31097
SEATTLE, WA 9t03103
PLAN
10 MIL PLASTIC
CONCRETE BLOCKING,
POUR IN PLACE. .
MAINTAIN CLEARANCE
FOR DRAIN PORT.
4' x 4" x 8' BRICK.
UNDISTURBED EARTHj TYPICAL-
3/4* DIA. SHACKLE RODS
W1 2'COATS TAR OR
ASPHALT PANT, OR MEGALUGS,
6' D.I. PIPE, CLASS 52, CEMENT
LINED, X-O" MIN. LENGTH REQUIRED
L
//(6. FLANGED TEE
CONCREPTE BLOCKING PERCSCHEDULE
10 MIL LASTIC 13 T BLO K & TEE
4' x 4* x 8* BRICK
8* ANNA C509 RESILIENT SEAT GATE VALVE
NON RISING STEM. -0- RING SEALS, FL x MJ
DRAWING:
C - 12
SHEET:
12 OF 12
JUN 20 /2014
IIUILDING DEPAF7MENT
Cln' OF EDW40NDS
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
FIRE HYDRANT ASSEMBLY DETAIL
DATE SCALE
4/2/13 NTS W-3
SEE TRENCH SURFACE
RESTORATIO'N'b.&AIL
&
0 for.
SUBSEQUENT .11 SNOHOMISH COUNTY
BACKFILL 04 CITY OF EDMONDS
TOWN OF WOODWAY
BACK FILL MATERIAL SHALL CONSIST OF:
1. 5/8* MINUS CRUSHED GRAVEL COMPACTED TO
0 95% MAXIMUM DRY DENSITY ASTM D698 METHOD 'D'
INITIAL UNDER ASPHALT FOR STREET CROSSING.
BACKFILL
2. TYPE 'C" MATERIAL WITH CLASS 11 PLACEMENT AND
COMPACTION FOR UNDER ASPHALT RUNNING PARALLEL
NTH STREET.
3. TYPE "C" MATERIAL WITH CLASS I PLACEMENT AND
COMPACTION FOR STREET SHOULDERS.
WIDTH EQUALS 4. TYPE "D" MATERIAL WITH CLASS III PLACEMENT AND
PIPE O.D. +16" COMPACTION FOR ALL OTHER AREAS.
FOR MAIN LINE
CONSTRUCTION
OR
24�' OR LESS. FOR
'SERVICE LINE
INSTALLATION
/-SAW CUT EXISTING ASPHALT ASPHALT RESTORATION SHALL CONSIST OF.
MATCH EXISTING OR 2* MAXIMUM ACP CL 8 OVER
6 1/2 - CRUSHED SURFACING TOP COURSE (5/8'
SHOULDER RESTORATION SHALL CONSIST OF:
RESTORING TO SAME CONDITION AND ALL LAWN
4" AREAS TO BE RESTORED WITH SOD. ALL OTHER
AREAS TO BE HYDROSEEDED.
T
OLYMPIC VIEW WATER & SEWER DISTRICT
'REVISIONS STANDARD DETAIL
TRENCH DETAIL
--F�NTS W
r 12/18/12 -8
i
M T A -02
A D I Aim
EDMONDS WAY MULM-FAMILY DEVELOPMENT
23220 EDMONDS WAY, EDMONr%'o WA
LA-2v
PORTION OF THE SW 1/4, NW 1/4 OF SEC 31, TM 27N, RGE 4E, W.M.
DATE: SCALE:
JUNE 2013 H: 1" = 10' V: N/A
4.
PAINT SHA LE RODS NTH
T
OLYMPIC VIEW WATER & SEWER DISTRICT
'REVISIONS STANDARD DETAIL
TRENCH DETAIL
--F�NTS W
r 12/18/12 -8
i
M T A -02
A D I Aim
EDMONDS WAY MULM-FAMILY DEVELOPMENT
23220 EDMONDS WAY, EDMONr%'o WA
LA-2v
PORTION OF THE SW 1/4, NW 1/4 OF SEC 31, TM 27N, RGE 4E, W.M.
DATE: SCALE:
JUNE 2013 H: 1" = 10' V: N/A
4.
PAINT SHA LE RODS NTH