541 3RD AVE N.PDFIIIIIIIIIIII
4899
541 3RD AVE N
I h56 Northeast 20th Street, Suite 16
Bellevue, Washington 98005
CONSULTANTS,, INC. (425)747-5618 1 GEOTECHNW.COM
Joe Myers Construction, Inc
4418 128th Place Southeast
Everett, Washington 98208
Attention: Joe Myers
IS I LIS#
I I EET
Subject-, Subsurface Infiltration Assessment
Proposed New Residence
541 — 3rd Avenue North
Edmonds, Washington
Dear Mr. Myers:
September 29, 2015
JN 15416
via email. joemyersconstruction@comcast.net
11JECE1 L 11jet)
OCT 082015
DEVELOPME'VT SERV,
COUNTER 10ES
This letter presents our geotechnical engineering observations and findings related. to the potential use of
subsurface infiltration to -dispose of stormwater for the planned new residence and garage on the subject
property.
PROJECT DESCRIPTION_
From the preliminary site plan you provided us and conversations with you, we understand that a stormwater
infiltration system is proposed on the western edge of the site that would consist of two gravelless chamber
trenches set back 5 feet from the western property line. The proposed house will have an attached garage
that extends off the southwestern side of the building. We anticipate theft the new structure will be constructed
near the existing grade with no planned deep excavations.
SURFACE CONDITIONS
The - paralleldgram-shaped site has 86 feet of frontage along. 3rd Avenue North on its eastern side and has a
depth of 120 feet. A single -story residence over a partial half -basement is located in the center of the
property. A detached garage is located southwest of the house along the southern property line with a paved
driveway extending from the garage to 3rd Avenue North to the east. The remainder of the subject site is
covered with a grass lawn, landscaping beds containing plants and bushes, and mature trees.
The subject site and the general surrounding area slopes gently downward from east to west. The downslope
properties to the west contain two-story residences with appear to be constructed at or slightly below the
existing grade.
SUBSURFACE CONDITIONS
We observed two test pits excavated in the northwestern and Southwestern corners of the property, in the
area of the proposed stormwater infiltration trenches on the downslope side of the property. The test pits were.
excavated on September 22, 2015 with a tracked mini excavator. A geotechnical engineer from our staff
observed the excavation process, logged the test pits, and obtained representative samples of the soil
encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket.
Both test pits encountered 2 feet of topsoil and loose fill soils overlying dense sand. However, silt and very
silty sand was encountered underlying the clean sand at depths of only 4 to 5 feet. This silty soil is glacially
compressed, and extended to a depth of over 7 feet below grade. The silt -in the northern test pit was very
moist to wet, indicating that a seasonal a perched groundwater table is likely from rainfall percolating through
the clean upper sands.
GEOTECH CONSULTANTS, INC.
Joe Myers JN 15416
September 29, 2015 Page 2
CONCLUSIONS AND RECOMMENDATIONS I
Based on the site and subsurface conditions observed, it is our professional opinion that infiltration of on -site
§tormwater is not feasible for the subject site. The underlying glacial ly-com pressed sin soils are relatively
impervious and likely create a perched seasonal water table during the wet season. In addition, this
impervious layer will cause any water infiltrated or dispersed above the silt soils to migrate downslope to the
properties to the west. Therefore, it appears that the most appropriate method of stormwater disposal is to
discharge the stormwater to an appropriate stormwater drainage system in the adjacent streets.
The dense sands encountered beneath the topsoil and loose fill are suitable to support the proposed new
construction on conventional foundations: An allowable bearing' capacity of 2,500 pounds per square foot
(psf) can be assumed for design. These sands can become easily disturbed during excavation. Therefore,
either a flat -bladed bucket without teeth or a grade beam should be used to prepare the footing subgrade
soils. It may also be necessary to wet and recompact the native sand if the bearing surfaces become
disturbed during excavation. In wet conditions, covering the bearing surfaces with 3 to 4 inches of clean
crushed rock is prudent to prevent subgrade disturbance under foot traffic during the placement of forms and
rebar. I
Please contact us if you have any questions, or -if we may be of further service, please do not hesitate to
contact us.
cc: Strobl Design — Jacob Strobl
. via email. jacob@strobldesign.com
ASM/MRM:at
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
70NAL 2-
Marc E.
Principal
GEOTECH CONSULTANTS, INC.
ft
40
APPLICATION
for
The City of Edmonds SIDE SEWER PERMT EASEMENT No . ..........................................
NEW CONSTRUCTION C] REPAIRS 0
113-05400
OWNER.......... Earl.'�',Kostl.c ----------------------------------------------------------------------- CONTRACTOR .................................................................................................. PERMIT No . ......................
ADDRESS ...... 541 .... 3rd ... Av.e ...... N ............................................................... LEGAL DESCRIPTION: LOT No . .............................................. BLOCK No . ............................................
....... ..... .. . ...
NAMEOF ADDITION .........................................................................................................................................
Dye Tested On Sewer 1972
Approved:
DATE................................................. By ......................................................................
PLANNING DATA
SINGLE FAMILY RESIDENTIAL
, =�ILE
Name: /-P- (r 2- -7 0 3 2 *0 2_0S-V00)._
Date:
Site Address: 5-q 1 3 v6
Plan Check #: 'L-O( (Z—
Project Description: M� S-
Reduced Site Plan Provided: (YES / NO)
FZoning: 6
Map Page: —, =
Corner Lot: (YES
Flag Lot: (YES
Critical Areas Determination #: 4 42 4- g 3:
11 Study Required U
PF-Waiver
SEPA Determination:
k-Exempt
Needed (for over 500 cubic yards of grading)
0 Fee 0 Checklist 0 APO List with notarized form
Required Setbacks
S��re:
S�- dy:
Sid
Rear:
44,1.
Actual Setbacks
Street:
Side:
Side:
11 Detached Structures:
El Rockeries:
E3* Fences/Tre'llises:
ILI
FA- Bay Windows/Projecting Modulation: Z:4"* ewlt-5 14 o k-
a-Stairs/Deck: VAe,)V-V-CJ, <fyp 1-^ 1,44- J--e-4-ck- 01/—
Height
Datum Point: H- iA Ave
Datum Elevation: do
Maximum Height Allowed -7)7
Actual Height:
Other
Parking Required:
Parking Provided:
Lot Area: q00
Maximum Lot Coverage: 35% Proposed:
Lot Coverage Calculations: //oL., re- Por c. 0 2-46.
ADU Created: (YES /M)
Subdivision:
Legal NonconforAng Land Use Determination Issued: (YES
Comments
A (7/1 f
A 3-z,.r (2.0, m. cl�- 6"do V.,Cd
40- ZS,
Plan Review By: Planning Data Form D4-11-06.doc
December 2, 1981
I MEMO FOR RECORD
Jack Mitchell called Wayne Tanaka, City Attorney, today
regarding the attached letter and asked if there would
be a repercussion in giving Maya Moelter the information
contained in the attached letter. Wayne informed Jack
that there would be no problem.
CITY OF EDMONDS
200-DAYTON ST. EDIVIONDS, WASHINGTON 98020 (206) 775-2525
DEPARTMENT OF PUBLIC WORKS
December 2, 1981
Ms. Maya Moelter
541 -.3rd Ave. N.
Edmonds, Vla. .93020
Re: Account No'.---411-3-05400
Dear Ms. I'loelter:
This is'in answer to your'letter dated October 28, 1981 in
which you asked for the water and sewer charges for the'property at
535 3rd Ave. N. The cubic feet of watb'r"used from August 6, 1981
to October 5, 1981 was 5100 cubic feet. The total water bill for that
period was $62.15. Your water bill for that same period was $38.58;
you used 1600 !Cubic feet of water.
You also asked for the water and sewer charges for a twelve
unit apartment building. Our billing records indicate that a twelve
unit apartment which used 5100 cubic feet of water from September 14,1981
to October 3, 1981 was billed $105.09.
If you need any further information, please contact the water
billing office�, 771-3051.
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CITY OF EDMONDS
WATER/SEWER DEPT.
........ ...... ....... ......
200 DAYTON STREET
PHONE TV-4
Ext. 424-426
Date
Time ....... . .........
E]
Came as requested
Will call again at ............ o.m . ............ p. M.
Will be at your residence to dye test sewer.
..........
Time........................ Date ........................
P - lease call- Water _Bi Ili ng-Department-
T7_1
Iregarding
this residence
D Water has been turned off for Non -Payment
of water bill
N eed your signature and/or deposit on
your account.
Found leak . ....................................
Ej, Meter indicates unusually high consumption.
Please check for a leak in your water system
'Repairs must be made by you or your
plumber
Meter is not accessible. Please remove debris
Comments:
............................ I
............ .........
-iz-d
q
.. ............ ..... ................ ........
............. ...........
/0
A.
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RESUB
MAR 2 8 2016
becember 2000 DEPARWEW Page AH-25
"U FEDMONDS
Figure 6H-10. Lane Closure on Two -Lane Road Using Flaggers (TA-10)
OR
6COR
Note: -See Tables 6H-2 and 6H-3
for the meaning of the
symbols and/or letter ption
codes used,in this figure.
v
'-", Z' � '.'� 1-1, -Z
SL
A
V
30 LM
tlibo ft)
MAXINUM
One Lane Two -Way Traffic Taper
Urn (I bl) ft� MAXiMum
OR 9114G.'
METER,
(optionao
WS-tf
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OR
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nr
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RDA VROAD
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atioh 1_0
Dom:- .5AN160
Page 6H-4 December 2000
Table 611-2. Meaning of Symbols on Typical Application Diagrams
Arrow panel
Arrow panel support or trailer
000
.J
Channelizing device
Direction of traffic
Direction of temporary traffic: detour
Flagge-r
High-level warning device (Flag tree)
Luminaire
Pavement.markings that should be
removed for a long-term project
Sign (Shown facing left)
Temporary baffler
Temporary barrier with warning lights
Surveyor
Traffic or Pedestrian signal
Truck -mounted attenuator
Type III Barricade
Crash Cushion
Changeable message sign or support trailer
Waming lights
Work space
Work Vehicle
5=t. 6H.01
December 2000
Table 611-3. Meaning of Letter Codes on
Typical Application Diagrams
Page 6H-5
Speed category to be determined by highway agency
Distances are shown in meters (feet); The dolumn headings A, B, and C Are the dimensions
shown in Figures 6H-1 through 6H-46. The A dimension is the distance,from the transition or
point of restriction to the first sign. The B dimension is. the distance between the first and second
signs. The C dimension is the distance. between the second and third signs. (The third sign is the
first one in a three -sign series encountered by a driver approaching a temporar 'traffic control
y
zone.)
Formulas for L are as follows:
For speed limits of 60 km/h (40 mph) or less:
Im"
-WS2
L = 7T-55 (L WS2)
60
For speed limits of 70 km/h:(45 mph)�or. greater:
L= -WS (L =.WS)
1.6
Where: L = taper length -in meters (fb6t)-
W Width of offs0t. in meters (feet)
S posted.spead limit, or off-peak
85th-OiarcOntile ibiaed prior to work§tarting,
or the anticipated operating speed in *m/h (mph)
S&t. 61-1.01
3
MEMORANDUM — Revision 2
TO: City of Edmonds
FROM: Tim Gabelein, P.E.
DATE: April 25,201.6
RE: 541 3d Ave N — Single Family Residence
Drainage Narrative
APR 2. M6
BUILDING DgIARTMENT
C" OF MONDS
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This memorandum summarizes the proposed drainage system for the proposed single family
residence on the subject parcel including addressing the minimum requirements applicable to the
project set forth in the 2010 Stormwater Code Supplement to Edmonds Community
Development Code Chapter 18.30 (the combination of which is referred to as the "Drainage
Manual").
Project Summary d
The 9,001 SF site at 5413 Ave N in Edmonds, WA will be redeveloped with the existing single
family residence demolished, and a new single family residence with associated paved driveway
constructed. Vehicular access to the site is from Maple Street via a new curb cut and driveway.
Per the Drainage Manual, the site falls within the drainage thresholds for a Category I Small Site
Project since the project will result in greater than 2,000 SF and less than 5,000 SF of now plus
replaced impervious surface. It must therefore comply with the associated minimum
requirements set forth in the Drainage Manual. See the Areas Table below for a summary of the
developed site land cover.
Since the project is located in a Creek or Lake Basin and will be adding greater than 2,000 SF of
impervious surface, flow control is required on site meeting the requirements set forth in the flow
control portion of the Drainage Manual.
The proposed drainage system, shown on the Drainage Plan submitted separately, includes
collection of stormwater via downspouts for the proposed roof areas and a Type 11 catch basin
with an open grate within the driveway. The collected stormwater is conveyed to a 36-inch
diameter, 25-foot long detention pipe and flow control manhole located beneath the driveway.
The controlled discharge from the flow control manhole will be conveyed to. a duplex pump
station within the driveway that will pump stormwater up to a new Type I catch basin along the
east property line just north of the new driveway. Stormwater will then gravity flow to a new
Type I catch basin located in the right-of-way just north of the driveway entrance and in the west
flow line of 3 rd Ave N. From there, stormwater will be routed to the City's 18" public storm
drain -located beneath the east side of 3 rd Ave N.
Mount Vernon Office
2124 Riverside Drive, Suite 211
Mount Vernon, WA 98273
Tel 360.899.1110
Lake Forest Park Office
15029 Bothell Way NE, Suite 600
Lake Forest Park, WA 98155
Tel 206.523.0024
Drainage Design Merno-541 3rd Ave N—Revision 2.doe
Whidbey Island Office
PO Box 1132
Freeland, WA 98249
Tel 360.331.4131
Drainage Narrative — 541 3d Ave N — Revision 2
v
April 25, 2016
AREASTABLE
Project Site Areas
Existing
Developed
SF
Acres
SF.
Acres
-impervious -Areas:-----------
Ex House, Garage and Shed
1,404
0.03
Ex Driveway
549
0.01
Ex Concrete Walkways
240
0.01
New House and Garage
3,583
0.08
New Driveway
993
0.02
New Driveway in ROW
283
0.01
New Conc Walkways
129
0.00
Total Impervious Surface
2,193
0.05
4,988
0.11
Total New/Replaced Impervious
4,988
0.11
-Surface:
Total Pollution Generating
Impervious Surface:
549
0.01
1,276
0.03
Total New/Replaced Pollution
Impervious Surface:
1,276
0.03
-Generating
Pervious Areas:
Landscaping/Grass
6,808
0.16
4,296
0.10
Jotal Pervious Surface
6,808
0.16
4,296
0.10
Total Project Site Area
9,001
0.21
9,001
0.21
The areas in the table above were determined by area measurements in AutoCAD from a
topographic survey completed in September, 2015. As noted, the project proposes less than
5,000 SF of new and/or replaced impervious surface.
Minimum Requirements
The site is required to satisfy minimum requirements # 1 -5, #7-9, and # I I per Section 5.0 S.rnall
Site Requirements of the Drainage Manual. The site and drainage design satisfies the
requirements as stated below:
Small Site Minimum Requirement #1 — Preparation of Storinwater Site Plan
A drainage plan meeting all the requirements of a stormwater site plan, drawn to scale, showing
the area of proposed construction, topographical -information, proposed drainage layout, and a
tally of new and replaced impervious surface has been prepared in accordance with Section 5. 1.
of the Drainage Manual to satisfy this requirement. See the Stormwater Site Plan submitted
separately for the design layout.
Minimum Requirement #2 — Construction Stormwater Pollution Prevention Plan
This requirement consists of two parts — an Erosion and Sediment Control Plan and a Stormwater
Spill Prevention Plan. The Stormwater'Spill Prevention Plan was deemed not necessary given the
small site and the unlikelihood of a spill reaching the stormwater system. An Erosion and
Davido Consulting Group, Inc.
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Drainage Narrative — 541 Yd Ave N — Revision 2
April 25, 2016
Sediment Control Plan has been prepared and submitted separately showing erosion control
elements to be implemented during construction.
Minimum Requirement #3 — Source Control of Pollutants
-Sirioe-the-project-is -classified as single4amily residential- it -is- not required to -comply with�-- -
Minimum Requirement #3.
Minimum Requirement #4 — Preservation offatural Drainage Systems and Ou�falls
The site complies with this requirement by discharging site runoff to the City's storm system in
3rd Ave N. Since the site is surrounded on three sides by single familyhomes and dispersion and
infiltration are not feasible onsite, the City's storm system in 3 d Ave N serves as the best
available �oint of discharge.
Minimum Requirement #5 — Onsite Stormwater Management
Low impact development options are not feasible onsite due to the lack of area for dispersion and
poor onsite soils. Onsite infiltration was determined to be infeasible by Geotech Consultants, Inc.
after they completed a soils investigation at the ' site and found silty and very silty sands at depths
of 4-5 feet (see Appendix B for the complete Subsurface Infiltration Assessment). Dispersion
was also considered for this project but the required vegetated flowpath onsite to accommodate
any type of dispersion is not obtainable. However, the soil quality and depth BMP T5.13 for
compost -amending will apply to all disturbed pervious surface areas. . .
Minimum Requirement #7 — Flow Control '
Flow control is required for the site since the project will add greater than 2,000 SF of new plus
replaced impervious surface and is located in a Creek or Lake Basin (located in the Shell Creek
watershed as determined from Figure B-1 of the Drainage Manual). Since the project is a
Category I Small Site project, the post -development 10-year recurrence interval flow shall not
exceed 0.25 cubic feet per second per acre of impervious surface area. Table 5-3 of the Drainage
Manual states that the Simplified Sizing Approach or continuous hydrologic modeling with MGS
precipitation data may be used to size the detention pipe. The Simplified'Sizing Approach, as
described in the City of Edmonds Handout #E72 A, was used for sizing the detention pipe and
discharge orifice. Table 1, shown below, is the sizing table from Handout #E72 A that was used
to size the detention pipe and discharge orifice. Table I is based on a flow control standard for
the 10-year recurrence storm. As shown in Table 1, multiple length and diameter options are
available for each contributing area threshold which allows for the detention pipe that is best -fit
for the site to be chosen. As shown in the Areas Table above, the project is adding 4,988 SF of
new plus replaced impervious surface (4,705 SF of which is tributary to the detention pipe while
283 SF is located in the ROW). The largest detention pipe diameter allowed, 36", was chosen in
order to minimize the detention pipe length so that it would fit within the proposed driveway.
The resulting pipe length is 25 feet. A 36" diameter, 25-foot long detention pipe fits easily within
the proposed driveway but due to the natural slope of the site away from the street a gravity
connection to the city's storm'system in 3 d Ave N is not possible. Therefore, a duplex pump
station located within the driveway will pump stormwater to a catch basin near the east property
line allowing for a gravity connection to the City's storm system from the property line. The
Davido Consulting Group, Inc.
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41
Drainage Narrative - 541 P Ave N - Revision 2
April 25, 2016
detention pipe will be setback greater than 5' from all property lines and buildings. See the
Drainage Plan submitted separately for the layout of the detention pipe and flow control
manhole.
Tabie I
Detention Pipe Look -Up Table
Categqy 1. Small Siteft9jects
Contributing New. Plus
Replaced Impenioms
Surface Area (sf)
ath of Plp�e (ft) For Wen Inside Diameter
18-inch
24-inch.
30-imh
36-inch
2,000
41
22
15
2�500
.49
30
1 S
12
3,000
33
1-3
16
1,500
74
38
24
4.f)()O
:
�81-
��45
20:
2()-.
4.500
... :95%
�49.
32 .....
29 3 ....
5,()00
35:
sf - �tju;ue fm
ori Flee si=
0.5 (1/2) inch diumeter
0,625 (98),Inch diamctcr
0.75 (.3/4) inch dianicier
6,V5 {718) inch dimetcr
Detention Pipe & Flow Control Orifice Summary:
Detention Pipe Sizing Results
Detention Pipe: 25 LF 36" Diameter
Pipe Top: 337.27'
Pipe Bottom: 334.27'
Orifice #1: 0.75" @ elevation 332.27'
Minimum Requirement #8 — Weiland Protection
The site is not in close proximity to any wetlands, therefore this requirement is not applicable.
Minimum Requirement #9 — Operation and Maintenance
Operation and Maintenance guidelines for the flow control manhole, detention pipe, and catch
basins are attached as Appendix A. Operation. and Maintenance for the pump station shall
comply with the manufacturer's guidelines. At a minimum, the 1/2HP pump,. capable of pumping
the 100-year storm event, should be inspected and cycledlon an annual basis to verify it i s in
,good working order.
Minimum Requirement #11 — Financial Liability
A performance bond will be submitted by the contractor for work requiring such. The
responsibility to obtain the performance bond will be the contractors.
0
A
Davido Consulting Group, Inc.
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Drainage Narrative — 541 3d Ave N — Revision 2
April 25, 2016
Pump Station Design
The pump station was designed in accordance with the requirements stipulated in the City of
Edmonds Public Works Department Engineering Division Policy Use of Pumping Systemsfor
Conveyance ofStormwater on private Property as follows:
I)--Ttfe-pump- system will -be-located-on private -property -and -be -privately -owned, operated, - -
and maintained.
2) The pump system will be used to convey water from one location or elevation to another
within the project site, prior to gravity discharging to the public storm drainage system.
No force main system will be directly connected to the City's ston-n conveyance. A 11
force mains from the pump system will connect to a catch basin on private property prior
to gravity flowing to the City's storm system at an approved connection point. All
proposed force mains are equipped with backflow prevention valves.
3) The pump system has been design by a licensed Civil ' En gineer.
4) Design information for the City Engineer to verify the maximum discharge rate at the
operating point of the system including pump curve and discharge curve are included in
Appendix D.
5) A 2' diameter fiberglass or polyethylene basin is proposed to house the pumps and will
include a completely removable lid to allow for easy maintenance of the pumps. A
concrete anti -flotation base, which is to be poured and encapsulate� an anti -flotation
flange/plate attached to the pump vessel, has been designed to prevent buoyant forces
from displacing the pump station while empty (see Appendix D for calculations on the
sizing of the anti -flotation base). The anti -flotation base was designed assuming the
groundwater table is at grade with the Pump station. lid and includes a 20% factor of
safety.
6) Since this project is a Category I Small Site project, it is not required to provide an
alternating pump system with an external alarm or backup power able to power at least
one pump. An overflow path for the pump sy�tem is provided through a 6" yard drain in
the back yard which is located in a 0.5' minimum depression in.the yard. If the pumps
system were to fail or a loss of power to the pumps occurred during a rain event, water
will back -water in the onsite storm system and eventually bubble out of the 6" yard drain.
The 6" minimum depression will provide additional storage and prevent water from
flooding the proposed home since the backyard slopes away from the house.
7) The proposed overflow system, described in the paragraph above (#6), is designed to
prevent flooding of a building or emiergency access, erosion or downstream
sedimentation, and slope failure.
8) The design, construction, operation, and maintenance of the pump system is not intended
to violate any City ordinances or codes and will not be used to circumvent any other
stormwater code requirements. The required flow control standard states that the post -
development 10-year recurrence interval flow shall not exceed 0.25 cubic feet per second
per acre of impervious surface area. Therefore, the pump must purnp no more than 12.85
GPM at a TDH of 13' to meet the flow control standard. After consulting with a HD
Fowler pump representative, the recommended pump for this scenario is a Liberty Model
260 (1/6HP) pump which pumps approximately 12.8 GPM at 13' TDH with 1.251" force
main (hereafter known as "Pump V). Pump I will pump less than the maxinnum allowed
Davido Consulting Group, Inc.
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Drainage Narrative — 541 3d Ave N — Revision 2
April 25, 2016
to meet the required flow control standard at a TDH of 13' and therefore is in compliance
with the flow control standard.
A second, larger pump wil I be utilized for flows exceeding the developed site I 0-year
re-curronceinterval -flow -and-is -designed-to- be-ab le- to -pump -a -flow- rate -greater -than -the
developed sitel 00-year recurrence interval flow, which is 41 GPM, at 13' TDH. A
Hydromatic OSP 50 (1/2HP) pump can discharge approximately 46 GPM at .13' TDH
(hereafter known as "Pump 2") using a 2" force main and will be utilized when flows
exceed the pumping flowrate of Pump 1.
The pump station will be equipped with two pumps. Pump 1, described above, is capable of
discharging approximately 1.2.8 GPM at 13' TDH, thus complying with the flow. contro I
standard. The pump station is designed so that only Pump I is required to be on at any given time
for the majority of storms (up to the 10-year storm). Pump 2 will only be utilized for flows
greater than the I 0-year recurrence interval (e.g. when the detention system experiences
overflow through the flow control riser). Pumps wilfbe turned on and off via sensors located on
floats within the pump station. Each pump will have its own set of floats Q floats for each pump)
and associated control anel. The -pump floats will be configured as follows:
p
Pump 1:
Middle Float (Pump 1, Switch 2) — Set at Elevation 335.75 and turns Pump I on.
Top Float (Pump 1, Switch 3) — Set at Elevation 336.50 and turn Pump I off. Water should only
reach this elevation in the pump station: during a storm event greater than. the 10-year, 24-hour
design storm. In this scenario, Pump 2 will turn on when Pump I turns off (see Pump 2 float
configuration below).
Bottom Float (Pump 1, Switch 1) — Set at Elevation 3' :)2.15 and turns Pump I off. Durin ' g most
,rain events (up to the I 0-year storm) the water elevation with in the pump station will not reach
Switch 3. Therefore, when Pump I turns on and water draws down in the pump station to an
elevation slightly above the top of the Pumps (Elevation 332.75), Switch I will turn Pump I off.
Pump 2:
MiddleFloat (Pump 2, Switch 2) — Set at Elevation 336.50 and turn Pump 2 on. This float will be
set at the same elevation as Pump 1, Switch 3 so that whenPump I is turns off, Pump 2 turns on.
Top Float (Pump Z Switch 3) — Set at Elevation 337.00 and triggers the high level alarm. The
high level alarm is expected to activate on average less than once in d 100-year time period given
the 100-year design storm and pump capacity at the given total dynamic head.
Bottom float (Pump 2, Switch 1) — Set at Elevation 332.75 and turns Pump 2 off.
Two (one for each pump) SJE Rhombus — Single Phase Simplex (Type EZS) Control Panels will
- be located exterior of the pump station and will include an alarm that will be triggered if water in
the pump station reaches the highest float sensor (Elevation 337.00). The pump station is
designed to be able to pump greater than the 100-year, 24-hOUr design storm in attempt to
minimize overflows through the 6" overflow yard drain in the backyard, while still meeting the
flow control standard for up to the 1. 0-year, 24-hour design storm. The flow rate for the I 00-year,
Davido Consulting Group, Inc.
Page 6
Drainage Narrative — 541 Yd Ave N — Revisiori 2
April 25, 2016
24-hour design storm was calculated in the WWHM2012 continuous event modeling program
(see Appendix C for the full WWHM modeling report). The flow rate for the 100-year, 24-hour
design storm is 40.93 GPM, and the developed tributary areas used in the WWHM2012 are as
follows:
WWHM Areas
DevelopedAreas
Roof Tops, Flat :j§._08
:2:::A::cres
Driveways, Steep
10.023 Acres
The pump calcul ' ations, anti -flotation base calculations, and design curves, as well as information
on the Liberty Model 260 (1/6HP) Pump, Hydromatic OSP 50 (1/2HP) Pump, and SJE Rhombus
— Single Phase Simplex (Type EZS) Control Panel, are attached as Appendix D.
Pump Station Overflow Route
Due to the existing topography,of the site, "safe overflow path" options are limited in the evenf
the pump station was to fail. As described previously, if the pumps were to fail or power to the
pumps were go out, and a large storm were to occur, the onsite- storm system will back up until
stormwater bubbles out of a proposed 6" yard drain in the back yard. The back yard will be
graded, to create a minimum 6" depression around the area drain location, thus providing
additional storage to the detention system and allowing additional time for the pumps to turn
back on.
Attachments: Appendix A — Operation and Maintenance Manual
Appendix B — Subsurface lnfiltration Assessment
Appendix C — WWHM2012 Modeling Report
Appendix D — Pump Design Calculations and,lnformation
Davido Consulting Group, Inc.
Page .7
Appendix A - Operation and Maintenance
Table 3.2.4
Specific Maintenance Requirements for Detention Vaults/Tanks
Results Expected When
Maintenance
Maintenance is
Component
D�fect
Conditions When' Maintenance is Needed
Performed
rage
Area
ugged
Air Vents
n6-half 6f
at any point or the vent is damaged.
functioning.
Debris and
Accumulated sediment depth exceeds 10% of the
All sediment and debris
Sediment
diameter of the storage area for 1/2 length of
removed from storage
storage vault or any point depth exceeds 15% of
diameter.
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
Any openings or voids allowing material to be
transported into facility.
All joint between
tank/pipe sections are
Tank/Pipe
Section
(Will require engineering analysis to determine
structural stabiLlity).
sealed.
Tank Pipe
Bent Out
of Shape
Any part of tank/pipe is bent out of shape more -
thin 10% of its design shape. (Review required by
engineer to determine structural stability).
Tank/pipe repaired or
replaced to design.
Vault
Structure
Cracks wider than 1/2-inch and any evidence of
soil particles entering the structure through the
Vault replaced or repaired
to design specifications
Includes
cracks, or maintenance/inspection personnel
and is structurally sound.
Cracksin
determines that the vault is not structurally
Wall,
sound.
Bottom,
Damage to
Frame
and/or Top
Slab
Cracks wider than 1/2-inch at the joint of any
No cracks more than 1/4-
inlet/outlet pipe or'any evidence of soil particles
entering the vault through the walls.
inch wide at the joint of
the inlet/outlet pipe.
Manhole
Cover Not
Cover is missing or only partially in place. Any
Manhole is closed.
in Place
open manhole requires maintenance.
Locking
Mechanis
Mechanism cannot be opened by one maintenance
person with proper tools. Bolts into frame have
Mechanism opens with
proper tools.
m Not
less than 1/2 inch of thread (may not apply to self -
Working
locking lids).
Cover
One maintenance person cannot remove lid after
Cover can be removed and
Difficult t o
applying normal lifting pressure. Intent is to keep
reinstalled by one
Remove
cover from sealing off access to maintenance.
maintenance person.
Ladder
Ladder is unsafe due to missing rungs,
Ladder meets design
Rungs
Unsafe
misalignment, not securely attached to structure
wall, rust, or cracks.
standards. Allows
maintenance person safe
access.
Volume Iff— HydrologicAnalysis and Flow Control BMPs — August 2012
3-43
Maintenance. Control structures and catch basins have a history of
maintenance -related problems and it is imperative to establish a good
maintenance program for them to function properly. Typical sediment
builds up inside the structure, which blocks or restricts flow to the inlet.
To prevent this problem routinely clean out these structures at least twice
per year. Conduct regular inspections of control structures to detect the
need for non -routine cleanout, especially if construction or land -disturbing
activities occurr in the contributing drainage area.
Instal a 15-foot wide access road to the control structure for inspection and
maintenance.
Table 3.2.5 provides maintenance recommendations for control structures
and catch basins.
Table 3.2.5
Maintenance of Control Structures and Catchbasins
Maintenance
Results Expected When
Component
Defect
Condition When Maintenance is Needed
Maintenance is Performed
General
Trash and
Material exceeds 25% of sump depth or 1 foot
Control structure orifice is not
Debris
below orifice plate.
blocked. All trash and debris
(Includes
removed.
Sediment)
I
I
Structural
Structure is not securely attached to manhole
Structure securely attached to wall
Damage
wall.
and outlet pipe.
Structure is not in upright position (allow up to
Structure in correct position.
10% from plumb).
Connections to outlet pipe are not watertight and
Connections to outlet pipe are water
show signs of rust,
tight; structure repaired or replaced
and works as designed.
Any holes --other than designed holes --in the
Structure has no holes other than
structure.
designed holes.
Cleanout
Damaged or
Cleanout gate is not watertight or is missing.
Gate -is watertight and works as
Gate
Missing
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
Control device* is not working properly due to
Plate is in place and works as
Missing
missing, out of place, or bent orifice plate.
designed.
Obstructions
Any trash, debris, sediment, or vegetation
Plate is free of all obstructions and
blocking the plate.
works as designed.
Overflow
Obstructions
Any trash or debris blocking (or.having the
Pipe is free of all obstructions and
Pipe
potential of blocking) the overflow pipe.
works as designed.
Manhole
See Table
See Table 3_4
See Table 3.4
1 3.4
CATCH BASINS
Volume III —.Hydrologic Analysis andFlow Control BMPs —August 2012
3-55
Table 3.2.5
Maintenance of Control Structures and Catchbasins
Maintenance
Results Expected When
Component
Defect
Condition When Maintenance is Needed
Maintenance is Performed
General
Trash &
Trash or debris which is located immediately in
No Trash or debris located
Debris
front of the catch basin opening or is blocking
immediately in front of catch basin or
inletting capacity of the basin by more than 10%.
on grate opening.
Trash or debris (in the basin) that exceeds 60
No trash or debris in the catch basin.
percent of the sump depth as measured from the
bottom of basin to invert of the lowest pipe into or
out of the basin, but in no case less than a
minimu m of six inches clearance from the debris
surface to the invert of the lowest pipe.
Trash or debris in any inlet or outlet pipe blocking
Inlet and outlet pipes free of trash or
more than 1/3 of its height.
debris.
Dead animals or vegetation that could generate
No dead animals or vegetation
odors that could cause complaints or dangerous
present within the catch basin.
gases (e.g., methane).
Sediment
Sediment (in the basin) that exceeds 60 percent of
No sediment in the,catch basin.
the sump depth as measured from the bottom of
basin to invert of the lowest pipe into or out of the
basin, but in no case less than a minimum of 6
inches clearance from the sediment surface to the
invert of the lowest pipe.
Measured from the bottom of basin to invert of the
lowest pipe into or out of the basin.
Structure
Top slab has holes larger than 2 square inches or
Top slab is free of holes and cracks.
Damage to
cracks wider than 1/4 inch.
Frame
and/or Top
Slab
(Intent is to make sure no material is running into
basin).
Frame not sitting flush on top slab, Le.,
Frame is sitting flush on the riser
separation of more than 3/4 inch of the frame from
rings or top slab and firmly attached.
�he top slab. Frame not securely attached -
Fractures or
Maintenance person judges that structure is
Basin replaced or repaired to design
Cracks,in
unsound.
standards.
Basin Walls/
Grout fillet has separated or cracked wider than
Pipe is regrouted and secure at basin
Bottom
1/2 inch and longer than 1 foot at the joint of any
wall.
inlet/outlet pipe or any evidence of soil particles
entering catch basin through cracks.
Settlement/
If failure of basin has created a safety, function, or
Basin replaced or repaired to design
Misalignme
design problem.
standards.
nt
Vegetation
Vegetation growing across and blocking more than
No vegetation blocking opening to
10% of the basin opening.
basin.
Vegetation growing in inlet/outlet pipe joints that
No vegetation or root growth present.
is more than six inches tall and less than six
inches apart.
Contaminati
See "Detention Ponds".
No pollution present.
on and
Pollution
Volume III— Hydrologic Analysis andFlow Control BMPs —August 2012
3-56
0
Table 3.2.5
Maintenance of Control Structures and Catchbasins
Maintenance
Results Expected When
Component
Defect
Condition When Maintenance is Needed
Maintenance is Performed
Catch,Basin
Cover Not in
Cover is missing or only partially in place. Any
Catch basin cover is closed.
Cover
Place
open catch basin requires maintenance.
Locking
be --- op-en-e-d- by- owe m-ain- te n-a-nc e-
Mechanism opens with proper tools.
Mechanism
person with proper tools. Bolts into frame have
Not Working
less than 1/2 inch of thread.
Cover
One maintenance person cannot remove lid after
Cover can be removed by one
Difficult to
applying normal lifting pressure.
maintenance person.
Remove
(Intent is keep cover from sealing off access to
maintenance).
Ladder
Ladder
Ladder is unsafe due to missing rungs, not
Ladder meets design standards and
Rungs
securely attached to basin wall, misalignment,
allows maintenance person safe
Unsafe
rust, cracks, or sharp edges.
access.
Metal Grates
Grate
Grate with opening wider than 7/8 inch.
Grate opening meets design
(if
Applicable)
opening
Unsafe
standards.
Trash and
Trash and debris that is blocking more than 20%
Grate free of trash and debris.
Debris
of grate surface inletting capacity.
Damaged or
Grate missing or broken member(s) of the grate.
Grate is in place and meets design
Missing.
standards.
Methods of Analysis This section presents the.methods and equations for design of control
structure restrictor devices. Included are details for the design of
orifices, rectangular sharp -crested weirs" v-notch weirs, sutro weirs,
and overflow risers.
Orifices. Flow -through orifice plates in the standard tee section or
turn -down elbow may be approximated by the general equation:
Q = C Ar2gh (equation 4)
where Q =flow (cfs)
C = coefficient of discharge (0.62 for plate orifice)
A = area of orifice (ft)
h = hydraulic head (ft)
g = gravity (32.2 R/SCC2)
Figure 3.2.12 illustrates this simplified application of the orifice
equation.
Volume III— Hydrologic Analysis andFlow Control BMPs —August 2012
3-57 %_
Appendix B - Subsurface Infiltration Assessment
C;1E0rr1E4C14
CONSULTANTS, INC.
Joe Myers Construction, Inc
4418-128"' Place-Souffie-ast
Everett, Washington 98208
Attention: Joe Myers
Subject: Subsurface Infiltration Assessment
Proposed New Residence
541 — 3rd Avenue North
Edmonds, Washington
Dear Mr. Myers:
13256 Northeast 20th Street, Suite 16
Bellevue, Washington 98005
(425) 747-5618 1 GEOTECHNW.COM
September 29, 2015
JN 15416
via email., joemyersconstruction@comcastnet
This letter presents our geotechnical engineering observations and findings related, to the potential use of
subsurface infiltration to dispose of stormwater for the planned new residence and garage on the subject.
property.
PROJECT DESCRIPTION
From the preliminary site plan you provided us and conversations with you, we understand that a stormwater
infiltration system is proposed on the western edge of the site that would consist of two gravelless chamber
trenches set back 5 feet from the western property line. The proposed house will have an attached garage
that extends off the southwestern side of the building. We anticipate that the new structure will be constructed
near the existing grade with no planned deep -excavations.
SURFACE CONDITIONS
The paralleiogram-shaped site has 86 feet of frontage along 3rd Avenue North on its eastern side and has a
depth of 120 feet. A single -story residence over a partial half -basement is located in the center of the
property. A detached garage is located southwest of the house along the southern property line with a paved
driveway extending from the garage to 3rd Avenue North to the east. The ' remainder of the subject site is
covered with a grass lawn, landscaping beds containing plants and bushes, and mature trees.
The subject site and the general surrounding area slopes gently, downward from east to west. The downslope
properties to the west contain two-story residences with appear to be,constructed at or slightly below the
existing grade.
SUBSURFACE CONDITIONS
We observed two test pits excavated in the northwestern and southwestern corners of the property, in the
area of the proposed stormwater infiltration trenches on the downslope side of the property. The test pits were.
excavated on September 22, 2015 with a tracked mini excavator. A geotechnical engineer from our staff
observed the excavation process, logged the test pits, and obtained representative samples of the soil
encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket.
Both test pits encountered 2 feet of topsoil and loose fill soils overlying dense sand. However, silt and very
silty sand was encountered underlying the clean sand at depths of only-4 to 5 feet. This silty soil is glacially
compressed, and extended to a depth of over 7 feet below grade. The silt in the northern test pit was very
moist to wet, indicating that a seasonal a perched groundwater table is likely from rainfall percolating through
the clean upper sands.
GEOTECH CONSULTANTS, INC.
Joe Myers
September 29, 2015
JN 15416
Page 2
CONCLUSIONS AND RECOMMENDATIONS
Based on the site and subsurface conditions observed, it is our professional opinion that infiltration of on -site
stormwater is not feasible for the subject site. The underlying glacial ly-com pressed silty soils are relatively
impervious and likely create a perched seasonal water table during the wet season. In addition, this
impervious layer will cause any water infiltrated or dispersed above the silt soils to migrate downslope to the
properties -to the -west.- -Therefore-, it -appears that -the -most- appropriate -method -of stormwater-disposal-is-to---
discharge the stormwater to an appropriate stormwater drainage system in the adjacent streets. .
The dense sands encountered beneath the topsoil and loose fill are suitable to support the proposed new
construction on conventional foundations. An allowable bearing capacity of 2,500 pounds per square foot
(psf) can be assumed for design. These sands can become easily disturbed during excavation. Therefore,
either a flat -bladed bucket without teeth or a grade beam should be used to prepare the footing subgrade
soils. It may also be necessary to wet and recompact the native sand if the bearing surfaces become
disturbed during excavation. In wet conditions, covering the bearing surfaces with 3 to 4 inches of clean
crushed rock is prudent to prevent subgrade disturbance under foot traffic during the placement of forms and
rebar.
Please contact us if you have any questions, or -if we may be of further service, please do not hesitate to
contact us.
cc: Strobl Design — Jacob Strobl
via email: jacob@strobldesign.com
ASM/MRM:at
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
�)r
GEOTECH CONSULTANTS, INC.
Appendix C - WWHM201.2 Modeling Report
General Model Information
Project Name: 541 3rd Ave
Site Name:
541 3rd Ave N
Site Address:
541 3rd Ave N
City:
Edmonds, WA 98020
Report Date:
3/25/2016
Gage:
Everett
Data End:
2009/09/30
Timestep:
15 Minute
Precip Scale:
0.80
Version Date:
2015/11/13
Version:
4.2.11
POC Thresholds
Low Flow Threshold for POC1
High Flow Threshold for POC1
50 Percent of the 2 Year
50 Year
541 3rd Ave - 3/25/2016 9:08:25 AM Page 2
Landuse Basin Data
Predeveloped Land Use
Basin 1
Bypass: No
GroundWater: 140
Pervious Land Use acre
Pervious Total 0
Impervious Land Use acre
ROOF TOPS FLAT 0.082
DRIVEWAYS STEEP 0.023
Impervious Total 0.105
Basin Total 0.105
Element Flows To:
Surface Interflow Groundwater
541 3rd Ave 3/25/2016 9:08:25 AM
I
Page 3
Mitigated Land Use
Basin 1
Bypass:
GroundWater:
Pervious Land Use
Pervious Total
Impervious Land Use
ROOF TOPS FLAT
DRIVEWAYS STEEP
Impervious Total
Basin Total
Element Flows To: -
Surface
No
No
acre
0
acre
0.082
0.023
0.105
0.105
Interflow
Groundwater
541 3rd Ave 3/25/2016 9:08:25 AM Page 4
541 3rd Ave 3/25/2016 9:08:25 AM Page 5:
M& . gated Routing
rd
541 3rd Ave 3/25/2016 9-.08.-25 AM
Page 6
Analysis Results
POC I
0.06
0.05
0.03
0
............... . .
01
—111E.5 10E-4 10E-3 IOE-2 10E-1 1 10 100
Om 10 20 30 50 70 80 90 95 98 99 99.5 lam
+ Predeveloped' x Mitigated
Predeveloped Landuse Totals for POC #1
Total Pervious Area:
0
Total Impervious Area:
0.105
Mitigated Landuse Totals for POC #1
Total Pervious Area: ,
0
Total Impervious Area:
0.105
Flow Freqpency Method:
Log Pearson Type III 17B
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.03553'
5 year
0.048126
10 year
0.057345
25 year
0.070034
50 year
0.080268
100 year
0.091194
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0.03553
5 year
0.048126
10 year
0.057345
25 year
0.070034
50 year
0.080268
100 year
0.091194
AnnualPeaks
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1949 0.034
0.034
1950 0.042
0.042
1951 0.041
0.041
1952 0.034
0.034
0.043
0.043
1954 0.055
0.055
1955 0.041
0.041
1956 0.019
0.019
1957 0.032
0.032
1958 0.080
0.080
0
541 3rd Ave 3/25/2016 9:08:25 AM Page 7
1959
0.033
0.033
1960
0.031
0.031
1961
0.104
0.104
1962
0.041
.0.041
1963
0.046
0.046
1964
0.025
0.025
1965
0.028
0.028
1966
0.028
0.028
1967
0.072
0.072
1968
0.038
0.038
---1-969
-0. 07-1-
-.0.07-1
1970
0.029
0.029
,1971
0.040
0.040
1972
0.050
0.050
1973
0.041
0.041
1974
0.051
0.051
1975
0.040
0.040
1976
0.028
0.028
1977
0.028
0.028
1978
0.021
0.021
1979
0.047
0.047
1980
0.029
0.029
1981
0.028
0.028
1982
0.030
0.030
1983
0.038
0.038
1984
0.034
0.034
1985
0.050
0.050
1986
0.047
0.047
1987
0.042
0.042
1988
0.034
0.034
1989
0.034
0.034
1990
0.026
0.026
1991
0.033
0.033
1992
0.033
0.033
1993
0.026
0.026
1994
0.027
0.027
1995
0.026
0.026
1996
0.038
0.038
1997
0.040
0.040
1998
.0.045
0.045
1999
0.021
0.021
2000
0.072
0.072
2001
0.026
0.026
2002
0.024
0.024
2003
0.032
0.032
2004
0.064
0.064
2005
0.029
0.029
2006
0.036
0.036
2007
0.036
0.036
2008
0.028
0.028
2009
0.030
0.030
Ranked Annual Peaks
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1
0.1038
0.1038
2
0.0804
0.0804
3
0.0723
0.0723
541 3rd Ave 3/25/2016 9:08:58 AM Page 8
r
4
0.0717
0.0717
5
0.0706
0.0706
6
0.0645
0.0645
7
0.0552
0.0552
8
0.0512
0.0512
9
0.0504
0.0504
10
0.0501
0.0501
11
0.0468
0.0468
12
0.0466
0.0466
13
0.0458
0.0458
14----
�0.0454-
-0.0454 ------
15
0.0434
0.0434
16
0.0425
0.0425
17
0.0421
0.0421
18
0.0413
0.0413
19
0.0409
�0.0409
20
0.0406
0.0406
21
0.0406
0.0406
22
0.0403
0.0403
23
0.0399
0.0399
24
0.0396
0.0396
25
0.0380
0.0380
26
0.0379
0.0379
27
0.0377
0.0377
28
0.0364
0.0364
29
0.0361
0.0361
30
0.0344
0.0344
31
0.0344
0.0344
32
0.0344
0.0344
33
0.0337
0.0337
34
.0.0335
0.0335
35
0.0333
0.0333
36
0.0332
0.0332
37
0.0327
0.0327
38
0.0321
0.0321
39
0.0319
0.0319
40
0.0311
0.0311
41
0.0299
0.0299
42
0.0296
0.0296
43
0.0295
0.0295
44
0.0293
0.0293
45
0.0286
0.0286
46
0.0285
0.0285
47
0.0284
0.0284
48
0.0284
0.0284
49
0.0283
0.0283
50
0.0281
0.0281
51
0.0278
0.0278
52
0.0271
0.0271
53
0.0263
0.0263
54
0.0259
0.0259
55
0;0257
0.0257
56
0.0256
0.0256
57
0.0248
0.0248
58
0.0239
0.0239
59
0.0213
0.0213
60
0.0210
0.0210
61
0.0187
0.0187
541 3rd Ave 3/25/2016 9:08:58 AM Page 9
541 3rd Ave . 3/25/2016 9:08:58 AM Page 10
Duration Flows
The Facility PASSED
Flow(cfs)
Predev
mit
Percentage
Pass/Fail
0.0178
1152
1152
100
Pass
0.0184
1021
1021
100
Pass
0.0190
914
914
100'
Pass
0.0197
808
808
100
Pass
0.0203
729
729
100
Pass
--0.0209---
--647
--64-7----
----1-00-
Pass
0.0216
564
564
100
Pass
0.0222
498
498
100
Pass
0.0228
456
456
100
Pass
0.0234
404
404
100
Pass
0.0241
362
362
100
Pass
0.0247
324
324
100
Pass
0.0253
296
296
100
Pass
0.0260
271
271
100
Pass
0.0266
256
256
100
Pass
0.0272
233
233
100
Pass
0.0279
217
217
100
Pass
0.0285
194
104
100
Pass
0.0291
181
181
100
Pass
0.0298
162
162
100
Pass
0.0304
149
149
100
Pass
0.0310
138
138
100
Pass
0.0317
127
127
100
Pass
0.0323
113
113
100
Pass
0.0329
107
107
100
Pass
0.0335
99
99
100
Pass
0.0342
95
95
100
Pass
0.0348
85
85
100
Pass
0.0354
79
79
100
Pass
0.0361
76
76
100
Pass
0.0367
73
73
100
Pass
0.0373
69
69
100
Pass
0.0380
63
63
100
Pass
0.0386
60
60
100
Pass
0.0392
57
57
100
Pass
0.0399
54
54
100
Pass
0.0405
49
49
100
Pass
0.0411
45
45
100
Pass
0.0418
43
43
100
Pass
0.0424
40
40
100
Pass
0.0430
38
38
100
Pass
0.0437
36
.36
100
Pass
0.0443
32
32
100
Pass
0.0449
28
28
100
Pass
0.0455
27
27
100
Pass
0.0462
24
24
100
Pass
0.0468
21
21
100
Pass
0.0474
20
20
100
Pass
.0.0481
19
19
100
Pass
0.0487
19
19
100
Pass
0.0493
18
18
100
Pass
0.0500
17
17
100
Pass
0.0506
13
13
100
Pass
541 3rd Ave
3/25/2016 9.-08.-58 AM Page 11
-0.0512
11
11
100
Pass
0.0519
11
11
100
Pass
0.0525
11
11
100
Pass
0.0531
11
11
100
Pass
0.0538
11
11
100
Pass
0.0544
11
11
100
Pass
0.0550
11
11
100
Pass
0.0556
9
9
100
Pass
0.0563
9
9
100
Pass
0.0569
9
9
1,00
Pass
,---.0.0575 -
__q
100_
Pass_..
0.0582
9
9
100
Pass
0.0588
9
9
100
Pass
0.0594
9
9
100
Pass
0.0601
8
8
100
Pass
0 . 0607
8
8
100
Pass
0.0613
8
8
100
Pass
0.0620
8
8
100
Pass
0.0626
8
8
100
Pass
0.0632
8
8
100
Pass
0 . 0639
8
8
100
Pass
0.0645
7
7
100
Pass
0.0651
6
6
100
Pass
0.0657
6
6
100
Pass
0.0664
6
6
100
Pass
0.0670
6
6
100
Pass
0.0676
6
6
100
Pass
0.0683
6
6
100
Pass
0.0689
-6
6
100
Pass
0.0695
6
6
100
Pass
0.0702
6
6
100
Pass
0.0708
5
5
100
Pass
0.0714
5
5
100
Pass
0.0721
4
4
100
Pass
0.0727
3
3
100
Pass
0.0733
3
3
100
Pass
0.0740
3
3
100
Pass
0 . 0746
3
3
100
Pass
0 . 0752
3
3
100
Pass
0 . 0758
3
3
100
Pass
0 . 0765
3
3
100
Pass
0.0771
3
3
100
Pass
0.077.7
3
3
100
Pass
0.0784
3
3
100
Pass
0.0790
3
3
100
Pass
0.0796
3
3
100
Pass
0 . 0803
3
3
100
Pass
2
541 3rd Ave 3/25/2016 9:08:58 AM Page 12
Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume:
0 acre-feet
On-line facility target flow:
'0 cfs.
Adjusted for 15 min:
0 cfs.
Off-line facility target flow:
0 cfs.
Adjusted for 15 min-
0 cfs.
I
541 3rd Ave 3/25/2016 9:08:58 AM Page 13
LID Report
Model Default Modifications
Total of 0 changes have been made.
PERLND Changes
No PERLND changes have been made.
-IMPLND Changes
.No IMPLND changes have been made.
541 3rd Ave
3/25�2016 9:22:02 AM
Page 15
Appendix-
Predeveloped Schematic
� I
-22:02 AM Page 16
541 3rd Ave 3/25/2016 9.
Mitigated Schematic
541 3rd Ave 3/25/2016 9:22:02 AM Page 17
edeveloped UCI File
RUN
GLOBAL
WWHM4 model simulation
START - 1948 10 01 END 2009 09 30
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1 UNIT SYSTEM 1
END GLOBAL
FILES
<File> <Un#> <---: -------- File Name ------------------------------ >***
WDM 26 541 3rd Ave.wdm
MESSU 25 Pre541 3rd Ave.MES
27 PreS41 3rd Ave.L61
28 Pre541 3rd Ave.L62
30 P00541 3rd Avel.dat
END FILES
OPN SEQUENCE
INGRP INDELT 00w15
IMPLND 4
IMPLND 7
COPY 501
DISPLY' 1
EN15 INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFOl
# - *< ---------- Title ------------ >***TRAN PIVL DIG1 FILl PYR DIG2
FIL2 YRND
1 Basin 1 MAX 1 2
30. 9
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
# NPT NMN
1 1 1
501 1 1
END TIMESERIES
END COPY
GENER
OPCODE
# # OPCD
END OPCODE
PARM
# # K
END PARM
END GENER
PERLND
GEN-INFO
<PLS >< ------- Name ------- >NBLKS Unit -systems Printer
# _' # User t-series Engl Metr
in out
END GEN-INFO
Section PWATER***
ACTIVITY
<PLS > Active Sections
4 - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC
END ACTIVITY
PRINT -INFO
<PLS > Print -flags
PIVL PYR
* - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC
END PRINT -INFO
PWAT-PARMl
<PLS > PWATER variable monthly parameter value flags
541 3rd Ave
3/25/2016'9-.22.-02 AM
Page 18
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC
HWT
END PWAT-PARMl
PWAT-PARM2
<PLS,> PWATER input info: Part 2
# - # ***FOREST LZSN INFILT LSUR SLSUR
KVARY AGWRC
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3
* - 4 ***PETMAX PETMIN INFEXP INFILD DEEPFR
BASETP AGWETP
END PWAT-PARM3
-.---PWAT=PARM4--.-----.-.- - - - __-
<PLS > PWATER input info: Part 4
# - # CEPSC UZSN NSUR INTFW IRC
LZETPI***
END PWAT-PARM4
PWAT-STATEl
<PLS > Initial conditions at start of simulation
ran from 1990 to end of 1992 (pat 1-11-95) RUN
21
# - # CEPS SURS UzS IFWS LZS
AGWS GWVS
�END PWAT-STATE1
END PERLND
IMPLND
GEN-INFO
<PLS >< ------- Name ------- > Unit -systems Printer
# A User t-series Engl Metr
in out
4 ROOF TOPS/FLAT 1 1 1 27 0
7. DRIVEWAYS/STEEP 1 1 1, 27 0
END GEN-INFO
Section IWATER***
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW IWAT SLD IWG IQAL
4 0 0 1 0 0 0
7 0 0 1 0 0 0
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags ******** PIVL PYR
# # ATMP SNOW IWAT SLD IWG IQAL
4 0 0 4 0 0 �0 1 9
7 0 0 4 0 0 0 1 9
END PRINT -INFO
IWAT-PARM1
<PLS > IWATER variable monthly parameter value flags
# CSNO RTOP VRS VNN RTLI
0 0 0 0 0
7 0 0 0 0 0
END IWAT-PARM1
IWAT-PARM2
<PLS > IWATER input info: Part 2
4 # LSUR SLSUR NSUR RETSC
4 400 0.01 0.1 0.1
7 400 0.1 0.1 0.05
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3
# ***PETMAX PETMIN
4 0 0
7 0 0
END IWAT-PARM3
541 3rd Ave 3/25/2016 9:22'.02 AM Page 19
IWAT-STATEl
<PLS > Initial conditions at start of simulation
# RETS SURS
4 0 0
7 0 0
END IWAT-STATEl
END IMPLND
SCHEMATIC
<-Source->
<--Area-->
<7Target->
<Name�> #
<-factor->
<Name> #
.-.Basin.-,
- - _j - _
- __
IMPLND 4
0.082
COPY 501
IMPLND 7
0.023 --
COPY 501
******Routing******
END SCHEMATIC,
MBLK
Tbl#
15
15
NETWORK
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
"<Name> # <Name> # #<-factor->strg <Name> .* # <Name> * ff
COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER'_l
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> I # <Name> * #<-factor->strg <Name> # # <Name> # #
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer
# - '#< ------------------ >< --- > User T-series Engl Metr LKFG
in out
END GEN-INFO
*** Section RCHRES***
ACTIVITY
<PLS > Active Sections
4 - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
* - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR.
END PRINT -INFO
HYDR-PARM1
RCHRES� Flags for each HYDR Section -1
# VC Al A2 A3 ODFVFG for each ODGTFG for each FUNCT for each
FG FG FG FG possible exit possible exit possible exit
END HYDR-PARM1
HYDR-PARM2
# - # FTABNO LEN DELTH STCOR KS DB50
< ------ >< -------- >< -------- >< -------- >< -------- >< -------- >< -------- >
END HYDR-PARM2
HYDR-INIT
RCHRES Initial conditions for each HYDR section
# VOL Initial value of COLIND Initial value of OUTDGT
ac-ft for each possible exit for each possible exit
< ------ -------- > < --- >< --- >< --- >< --- >< --- > *** < --- >< --- >< --- >
END HYDR-iNIT
END RCHRES
SPEC -ACTIONS
END SPEC -ACTIONS
FTABLES
541 3rd Ave 3/25/2016 9:22:02 AM Page, 20
END FTABLES
EXT SOURCES
<-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> * <Name> # tem strg<-factor->strg <Name> # # <Name> # #
WDM 2 PREC ENGL 0.8 PERLND 1 999 EXTNL PREC
WDM 2 PREC ENGL 0.8 IMPLND 1 999 EXTNL PREC
WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP
WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP
END EXT SOURCES
----EXT,TARGETS---- -
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd
<Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg***
COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL
END EXT TARGETS
MASS -LINK
<Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->***
<Name> <Name> # #<-factor-> <Name> <Name>
MASS -LINK 15
IMPLND IWATER SURO 0.0,83333 COPY INPUT MEAN
END MASS -LINK 15
END MASS -LINK
END RUN
541 3rd Ave 3/25/2016 9:22:02 AM Page 21
Mitigated UCI File
RUN
GLOBAL
WWHM4 model simulation
START 1948 10 01 END 2009 09 30
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1 UNIT SYSTEM 1
END GLOBAL
FILES
<File> <Un#> < ----------- File Name ------------------------------ >***)
WDM 26 541 3rd Ave.wdm
MESSU 25 Mit541 3rd Ave.MES
27 Mit541 3rd Ave.1,61
28 Mit541 3rd Ave.-L62
30 P00541 3rd Avel.dat
END FILES
OPN SEQUENCE
INGRP INDELT 00:15
IMPLND 4
IMPLND 7
COPY 501
DISPLY 1
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFO1
# - #< ---------- Title ----------- >***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND
1 Basin 1 MAX 1 2 30 9
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
# - # NPT NMN
1 1 1
501 1 1
END TIMESERIES
END COPY
GENER
OPCODE
# # OPCD
END OPCODE
PARM
# # K
END PARM
END GENER
PERLND
GEN-INFO
<PLS >< ------- Name ------- >NBLKS Unit -systems Printer
# - # User t-series Engl Metr
in out
END GEN-INFO
*** Section PWATER***
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC
END PRINT -INFO
PWAT-PARM1
<PLS > PWATER variable monthly parameter value flags
541 3rd Ave 3/25/2016 9:22:02 AM Page 22
# - * CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INK
HWT
END PWAT-PARMl
PWAT-PARM2
<PLS > PWATER input info: Part 2
# ***FOREST LZSN INFILT LSUR SLSUR
KVARY AGWRC
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3
# - 4 ***PETMAX PETMIN INFEXP INFILD DEEPFR
BASETP AGWETP,
END PWAT-PARM3
PWAT=PARM4
<PLS > PWATER input info: Part 4
# CEPSC UZSN NSUR INTFW IRC
LZETP
END PWAT-PARM4
PWAT-STATEl
<PLS > Initial conditions at start of simulation
ran from 1990 to end of 1992 (pat 1-11-95) RUN
21
CEPS SURS UzS IFWS LZS
AGWS GWVS
END PWAT-STATEl
END PERLND
IMPLND
GEN-INFO
<PLS >< ------- Name ------- > Unit -systems Printer
# - # User t-series Engl Metr
in out
4 ROOF TOPS/FLAT 1 1 1 .27 0
7 DRIVEWAYS/STEEP 1 1 1 27 0
END GEN-INFO
Section IWATER***
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW IWAT SLD IWG IQAL
4 0 0 1 0 0 0
7 0 0 1 0 0- 0
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags ******** PIVL PYR
# - # ATMP SNOW IWAT SLD IWG IQAL
4 0 0 4 0 0 0 1 9
7 0 0 4 0 0 0 1 9
END PRINT -INFO
IWAT-PARMl
<PLS > IWATER variable monthly parameter value.flags
# - 4 CSNO RTOP VRS, VNN RTLI
4 0 0 0 0 0
7 0 0 0 0 0
END IWAT-PARMl
IWAT-PARM2
<PLS > fWATER input info: Part 2
# - # *** LSUR SLSUR NSUR RETSC
4 400 0.01 0.1 0.1
7 400 0.1 0.1 0.05
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3
# - # ***PETMAX PETMIN
4 0 0
7 0 0
END IWAT-PARM3
541 3rd Ave 3/25/2016 9:22:02 AM Page 23
IWAT-STATEl
<PLS > Initial conditions at start of simulation
RETS SURS
4 0 0
7 0 0
END IWAT-STATEl
END IMPLND
SCHEMATIC
<-Source->
<--Area-->
<-Target->
MBLK
<Name>
<-factor->
<Name> #
Tbl#
-Basin.
IMPLND 4
0.082
COPY 501
15
IMPLND 7
0.023
COPY 501
15
******Routing******
END SCHEMATIC
NETWORK
<-Volume-5 <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> <Name> ft #<-factor->strg <Name> # # <Name> 4 #
COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target volS> <-Grp> <-Member->
<Name> # <Name> * #<-factor->strg <Name> # # <Name> #
END NETWORK I
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer
*< ------------------ >.� --- > User T-series Engl Metr LKFG
in out
END GEN-INFO
*** Section RCHRES***
ACTIVITY
<PLS > Active Sections
* - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG
END ACTIVITY.
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR
END PRINT -INFO
HYDA-PARMl
RCHRES Flags for each HYDR�Section
# - 4 VC Al A2 A3 ODFVFG for each ODGTFG for each FUNCT for each
FG FG FG FG possible exit possible exit possible exit
END HYDR-PARM1
HYDR-PARM2
# - # FTABNO LEN DELTH STCOR KS DB50
< ------ >< ---- �---->< -------- >< -------- >< -------- >< -------- >< -------- >
END HYDR-PARM2
HYDR-IN.IT
RCHRES Initial conditions for each HYDR section
# - # VOL Initial value of COLIND Initial value of OUTDGT
ac-ft for each possible exit for each possible exit
< ------ >< -------- > < --- >< --- >< --- >< --- >< --- > >< --- >
END HYDR-INIT
END RCHRES
SPEC -ACTIONS
END SPEC -ACTIONS
FTA:BLES
541 3rd Ave 3125/2016 9:22'.02 AM Page 24
END FTABLES
EXT SOURCES
<-Vo ' lume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # #
WDM 2 PREC ENGL 0.8 PERLND 1 999 EXTNL PREC
WDM 2 PREC ENGL 0.8 IMPLND 1 999 EXTNL PREC
WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP
WDM 1 EVAP ENGL. 0.76 IMPLND 1 999 EXTNL PETINP
END EXT SOURCES
_______EXT__TARGETS__.____
--- - --- ---
__:_ -
<-Volume-> <-Grp>
<-Member-><--Mult-->Tran
<-Volume->
<Member> Tsys Tgap
Amd ***
<Name> ff.
<Name> 4
4<-factor->strg
<Name> #
<Name> tem strg
strg***
COPY 1 OUTPUT
MEAN 1
1 48.4
WDM 701
FLOW ENGL
REPL
COPY 501 OUTPUT
MEAN 1
1 48.4
WDM 801
FLOW ENGL
REPL
END EXT TARGETS
MASS -LINK
<Volume> <-Grp>
<-Member-><--Mult-->
<Target>
<-Grp> <-Member->***
<Name>
<Name>
#o<-factor->
<Name>
<Name>
MASS -LINK
15
IMPLND IWATER
SURO
�0.083333
COPY
INPUT MEAN
END MASS -LINK
15
END MASS -LINK
END RUN
541 3rd Ave
3/25/2016 9:22:02 AM
Page 25
a
Prede veloped HSPF Message File
541 3rd Ave
1
3/25/2016 9-.22.-02 AM
Page 26
-j
Mitigated HSPF Message File
1
541 3rd Ave
3/25/2016 9:22:02 AM
Page 27
Disc imer
Legal Notice
This program and accompanying documentation are provided -'as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear
Creek Solutions Inc. and the governmental licensee or sublicense ' es disclaim all warranties, either
expressed or implied, including but not limited to implied warranties of program and accompanying
documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever,
(including without. I imitation to damages for loss of business profits, loss of business information,
business inter'ruption, and the like) arising out of the use of, or inability to use this program even
if Clear Creek Solutions Inc. or their authorized representatives have been advised of the
possibility of such damages. Software C-op-y--right'@-b-,Y--:-Cibb�-C*�6L:ik-SblotiWs,'-I-rid . 2005 20161�All ---- --
Rights Reserved.
Clear Creek Solutions, Inc.
6200 Capitol Blvd. Ste F
Olympia, WA. 98501
Toll Free. 1 (866)943-0304
Local (360)943-0304
www.clearcreeksolutions.com
541 3rd Ave 3/25/2016 9:22:02 AM Page 28
Appendix D - Pump Design Calculations and Information
Pump
System Curve - 1/6
HP
Liberty
260
45.00
40.00 -
0 HWTDH (ft)
35.00 -
LWTDH (ft)
Dev Site 10-yr
30.00
Whole Site 100-yr
25.00
Operating Point
I - Liberty260
20.00
15.00
10.00
5.00
0
5 10 15 20 25 30
35
40
45
50
Flow (gpm)
0
Pump System Curve - 1/2 HP Hydromatic OSP50
140.UU
40.00
35.00
30.00�
25.00
20.00
15.00
10.00
5.00
0 5 10 15 20 25 30 35 40 45 50
Flow WPM)
6 HWTDH(ft)
—91--LWTDH(ft)
* Dev Site 10-yr
* Whole Site 100-yr
* 1 - HOSP50
Pump Station Anti -Flotation Base Calculations
Project: 541 3rd Ave N - Edmonds
Created by: Bl/TG
Date: 4/25/2016
Pump Station Depth, d Pump Station Tank Vol Below Water De-nsity of water, Density of Concrete, Factor of keq'd Concrete Base
I
(ft) Radius, r (ft) Surface, V_tank (ftA3) p_wat (lb/ftA 3) p_conc (IbS/ftA3) Safety, FS Size, Vol_req (ftA 3)
11.98 .1 37.6 62.4 150 1.2
Equations:
V_tank = Tirl*d
Vol_req = (V_tank*p_�wat*FS)/p_conc
I M
4:'%
gu S
Submersible
utility PUMP
116 hp 2 amp
115 V
314 NPT and
314 11 Garden Hose
Adapter included
a Thermoplastic body resists
260 impact, stress, and corrosion
e Self-cleaning trash -type impeller
a 1/6 hp air cooled PSC motor
non,—,
-J' �11:;
9 Shaft seal and lip seal
o 81 power cord
Thermal overload protection
o Pumps down to 1/811
o Completely submersible
C9,
Removable bottom screen for
easy cleaning
nt
Applications.
Pumping pool covers
e Irrigation
-DPumping flooded areas
Dimensions:
Height: 9.5"
Major Width: 711
C us Weight: 7.5 lb
Model
260
Total Head in Feet
10
15
110115
__F_J__
20
25
301
U.S. Gallons Per Minute
1 171161141121
9
15
0
7000 Apple Tree Avenue * Bergen, New York 14416
Phone 800-543-2550 Fax (585) 494-1839
Specifications are subject to change without notice.
Copyright 0 Liberty Pumps, Inc. 2012 All rights reserved. LLIT4700 R02/12
Ober Pumps
�0� tv
Contents
1.) General Information
2.) bperation
3.) Troubleshooting
4.) Maintenance
Ober' Pumps-
frtv
7000 Apple Tree Avenue
Bergen, NY 14416
Phone: (800) 543-2550
Fax: (585) 494-1839
www.libertypumps.com
IMPORTANT:
Prior to installation, record Model,
Serial Number, and Code Number from
pump nameplate for future reference.
MODEL
SERIAL
CODE
SSPM
CUS
C
Z!UF�M
(OCopyright 2012 Liberty Pumps Inc. All rights reserved
aGeneral Information
Before use, read the following instructions carefully. Closely following these instructions will eliminate potential
operating problems, assuring years of trouble -free service.
IF �%Wjyj I IN e
,11,RMI Risk of 'Iectric shock. The pump is supplied with a grounding conductor and grounding -type
attachment plug. To reduce the risk of electric shock, install only on a circuit protected by a
ground -fault circuit -interrupter. Always disconnect the pump from the power source before
handling or making adjustments. Always wear rubber boots when servicing in wet areas. Make
sure the pump power source is a.separately fused, grounded 3-wire type receptacle of 15-amp
capacity. DO NOT REMOVE GROUND PRONG OR PLUG. DO NOT USE AN EXTENSION
CORD. Check to make sure installation is in accordance with the National Electric Code and all
applicable local codes. Installation and servicing are to be conducted by qualified personnel.
DO NOT pump flammable liquids
DO NOT use around explosive materials
DO NOT handle unit with wet hands or while standing in water
DO NOT lift the pump by the power cord
DO NOT connect to any voltage other than that listed on the nameplate
DO NOT use in water over 120*F
DO NOT modify the pump in any way
DO NOT expose pump or discharge to freezing temperatures
DO NOT use this product to pump salt water or brine. Use with salt water or brine' will void the
warranty. Pump water only.
00peration
A. Use the discharge thread adapter on the pump to attach a garden hose., 1/2" and 3/4" barb fittings are also
included with the pump for use with 1/2" and 3/4" flexible hose.
B. Set the pump on a hard surface in water.
C. Plug the power cord into a properly grounded 120 volt, 60 Hz, AC power outlet of a 15 amp minimum
branch circuit (see recommended grounding methods in section 1). The pump will operate continuously
whether partly or fully submerged. Submersible utility pumps are intended to pump clean or dirty water at
temperatures up to 1200 F.
D. This submersible utility pump is designed for many different pumping requirements such as draining stock
tanks, window wells or flat roofs and cisterns. On a flat surface the pump will pump down to within 1/8" of
the pumping surface. *Note that the pump requires at least 2 inches of water to prime.
E. Do not install the pump on clay, dirt, mud or sand surfaces and clean the area to be pumped. Grass, mud,
sand or pea gravel can clog the pump and reduce its performance.
(OCopyright 2012 Liberty Pumps Inc. All rights reserved -2-
For continuous operation the pump must be submerged to prevent the motor from overheating. If this
occurs, the pump will shut itself off until the motor cools to its normal temperature. Repeated overheating
may cause damage to the pump.
G. Your pump is designed to effectively pump water. Although it will usually pass small particles suspended in
water, grass, heavy mud, sand or pea gravel can clog the pump and reduce the pump's performance. This
can usually be cleaned out by back flushing with a garden hose through the discharge. The normal
performance that can be expected is as follows:
Mo-d—el
n-g-H-ei-g-h't
0_'__
A 0'
15'
20'
25'
260
Gallons/min
16
15
14
12
9
5
0
aTroubleshooting
Problem
Cause
Correction
0 Blown fuse or other interruption of
0 If blown, replace with properly sized fuse or
power-, improper voltage.
reset breaker; if voltage is under 108V, check
wiring size. Remove extension cord if
Pump will not run or
connected.
hum.
0 Plug on power cord may not be
. Check security and connection. If receptacle
making contact in receptacle.
is corroded, have it replaced by a certified
electrician.
0 Discharge line may be blocked or
0 Make sure line doesn't pass through cold
frozen.
areas or isn't blocked.
* Vertical lift is beyond pump's
. Model 260 has a maximum lift of 30'Total
Pump runs or hums
capability.
Dynamic Head.
but does not
0 Inlet screen of pump is plugged or
- Remove the pump screen and clean inlet and
remove water.
the impeller is jammed.
impeller.
. Anti -airlock hole is plugged with
0 Clean out anti -airlock hole at base of
debris.
discharge tower.
0 Pump failed to prime due to
0 Prime pump by placing it in a bucket of water
insufficient water depth
or move it to a deeper area of flooded region.
. Pump has met or exceeded its
Route discharge piping to a lower level. If this
maximum lift.
isn't possible then a larger pump may be
required.
Pump runs but
Vertical lift is approaching pump's
Model 260 has a maximum lift capability of
removes very little
maximum lift capability.
30'.
water.
Pump's inlet is partially blocked.
Remove volute and make sure inlet is clear of
debris.
9 Fuse or breaker is too small.
. A 15-amp breaker should be used.
Circuit breaker trips
* Other major appliance is on the
0 Pump should be on its own circuit.
or fuse blows when
same circuit.
pump starts.
Pump is connected to an extension
. Have an electrician check for proper wiring.
cord or wiring is inadequate.
Defective motor or switch.
0 Consult factory.
CCopyright 2012 Liberty Pumps Inc. All rights reserved -3-
UFMaintenance
Risk of electric shock. Always disconnect the pump from the power source before handling or
making adjustments.
If the Unit fails to operate properly, carefully reread the instructions to see that they have been correctly followed. If
operating problems persist, the preceding chart may be of assistance in identifying and correcting them.
NOTICE: Liberty Pumps, Inc. assumes no responsibility for damage or injury due to disassembly in the field.
Disassembly, other than at Liberty Pumps, Inc. or its authorized service centers, automatically voids warranty.
3 Year Limited Warranty
Liberty Pumps, Inc. warrants that pumps of its manufacture are free from all factory defects in material and
workmanship for a period of 3 years from the date of purchase. The date of purchase shall be determined by a
dated sales receipt noting the model and serial number of the pump. The dated sales receipt must accompany the
returned pump if the date of return is more than 3 years from the "CODE" (date of manufacture) number noted on
the pump nameplate.
The manufacturer's obligation under this Warranty shall be, limited to the repair or replacement of any parts found
by the manufacturer to be defective, provided the part or assembly is returned freight prepaid to the manufacturer
or its authorized service center, and provided that none of the following warranty -voiding characteristics are
evident.
The manufacturer shall not be liable under this Warranty if the product has not been properly installed; if it has been
disassembled, modified, abused or tampered with; if the electrical cord has been cut, damaged or spliced; if the
pump discharge has been reduced in size; if the pump has been used in water temperatures above the advertised
rating, or water containing sand, lime, cement, gravel or other abrasives; if the product has been used to pump
chemicals or hydrocarbons; if a non -submersible motor has been subjected to excessive moisture; or if the label
bearing the serial, model and code number has been removed. Liberty Pumps, Inc. shall not be liable for any loss,
damage or expenses resulting from installation or use of its products, or for consequential damages, including costs
of removal, reinstallation or transportation.
There is no other express warranty. All implied warranties, including those of merchantability and fitness for a
particular purpose, are limited to three years from the date of purchase.
This Warranty contains the exclusive remedy of the purchaser, and, where permitted, liability for consequential or
incidental damages under any and all warranties are excluded.
liber' Pumps-
�Vv
7000 Apple Tree Avenue
Bergen, NY 14416
Phone: (800) 543-2550
Fax: (585) 494-1839
www.libertypumps.com
OCopyright 2012 Liberty Pumps Inc. All rights reserved -4-
1-7' IV
likoill UVU
O'S P 5 0
.Submersible Iffluent Pump
Apptickions The Hydromatic OSP50 submersible pump is specifically designed to
-meet -the demands of- residential sump, e[evator-pit-, septic tank-eff Went, - -
Continuous Duty Rated industrial circulator and transfer tank applications.
0. Septic Tan*k, 'Effluent. The 1-112 inch NPT discharge pump is avaitab[e with a powerfut 112
0 'Flood� Control Units horsepower motor, in both automatic and manual �onfigurations, and
0 Industrial Circulators can handle capacities up to 60 gallons per minute and heads to 25 feet.
. ..... o EleVator Pits The OSP50 features a heavy-duty cast iron construction that provides
durability in rugged applications, as well as assisting in dissipating heat
o Basement Sumps
from the motor, for cooler operation. The pump's nonctogging bronze
impeller, which is threaded to a stainless steel shaft, provides long life
even in demanding applications, and is capable of handling up to 5/8
inch spherical solids and lint.
The OSP50's oil -filled motor provides superior cooling characteristics,
allowing the motor to run coot and quiet for years. This oi[-fi(ted design
also provides permanent lubrication of the shaft bearings, minimizing
maintenance and extending the service life of the pump. In addition, to
protect against overheating, the motor windings contain an automatic
reset thermal overload.
Automatic models feature the exclusive Hydromatic diaphragm pressure
switch. whfch provides proven reliability in installations where a
float might hang up. It also incorporates a unique "piggyback" plug
arrangement, which allows for simple conversion to manual operation
by simply removing the switch plug and inserting the motor plug
directly into the electrical outlet. This feature provides an easy way of
periodically cycling the pump to ensure it is operating property.
The Hydromatic wide-ang[e float switch features a unique piggyback
plug arrangement. -The pump power cord plugs into the back of the
switch plug, to provide automatic operation. To operate the pump
manually, simply plug the pump power cord directly into the electrical
outlet, bypassing the switch plug. The piggyback plug provides ease of
service and at[ows the pump to be cycled manually on a periodic basis
to ensure proper operation.
Oph switL'.4
Z
The OSP50 is a completely submersible pump for use in basement
sump, elevator pit-, septic tank effluent, industrial circulator, and
transfer tank applications.
Automatic models feature the exclusive Hydromatic diaphragm pressure
switch with "piggyback" plug-in arrangement, which provides proven
reliability in installations where a float might hang up. Switch is easily
serviced and may be easily disconnected to operate pump manually.
OSP50
Water-resistant power cord with molded plug is available in 10
or20 foot tengths,-and iseasity-fieldserviceabLe.
Upper and Lower ball bearings support motor shaft, minimizing
the effects of impeller thrust Loads. This design results in
minimum friction and perfect alignment of rotor, for Longer
service from pump.
Aft.
Oit-fiLled motor provides superior cooling and permanent
lubrication of bearings, minimizing maintenance and extending
service Life.
Q; Powerful 1/2 HP motor runs coot and quiet for tong life. Motor
7W
windings contain a utomatic- reset, thermal overload protection.
Mechanical shaft seat is carbon- and ceramic -faced for tong,
Leakproof life.
()Heavy-duty, cast iron construction provides tong life in
P:
rugged applications.
Discharge is 1-1/2 inch NPT.
10; The nonclogging bronze impeller, which is threaded to a
stainless steel shaft, provides tong �ife in corrosive applications,
and is capable of handling up to 5/8 inch spherical solids and tint.
OJ Bottom -suction design alleviates buildup of debris, providing
optimum pump performance and reduced maintenance.
Multiple strainer inlets prevent foreign objects from clogging
pump, providing optimum operation and reduced maintenance.
R. N
a
OSP50
E-E
Purnlrimotof Unit Submersible
Modes
Dsp'v - I
Auillmaikc -M.--ode—Is
0SPHN-Ai' -
— - —'-OSP50A-9--
Horse,p,ver
112
Full Load Amps
9.5
1 6.2
Motor lype
SPL;t Phase
R. P. K
1750
Phase 0
1
Voltage
1 231,
Aeriz
60
Continuous Duty Rated
'140'F Ambient
NrIMA Des:;�'fl
'S4�' Tll
11'ss
Discharge Size
1/2" NPI
'otids nandi;qg
5/8"
ei g:.
50 lbs.
is/3. SIJ-11104.�
10' st"'L I'll," opt 1
8/3, SAI IN
20' std.
d
E-RIALSIOEX NSTRU CTION
D;
Motif Housing
Cast iiar.-
Shaff
Steel
upiper &arinc
gte Row Bill! Bearing
S i no
Luvmer Bea'inqi
Single Pow Batt Bearing
pas-
Cast .11on
t6i�t�t CS
�ta;�Iess St -I
0 F44 W -
4
=1
M
OEM MOM
Ims NOIJENN11 on
no ON no 0
No ONE
so
0
mom No
0 ommommomom
Omimmm
SIMMOOME!
MENOINSIONSIMINEEMEN
0 10 20 30 . 40 50 60
CAPACITY-U.S. G.PM.
e�-DIMENSIONAL-DATAI-..�
�—;'3;718 6-W41171.451
8
1�"'
1130.18
D'I
1
DISCHARGE
'4-1/4 1-it2NPT
1 7.9
0 51 (38.11
31A-314"
19;.251 5
(1271
12 1/8
I 1-3t4 (307.981
(298.451 11-1/4
1234*951
PUMP
ON
2-3/4
169 85)(76.21
L Ji x, i 4 1
/--- PUMP OFF
A[[ dimensions in inches. Metric for international use. Component dimensions may Vary 1118 inch.
Dimensional data not for construction purpose unless certified. Dimensions and weights are approximate.
On/Off level adjustable.
USA CANADA
293 WRIGHT STREET, DELAVAN, WI 53115 WWW.HYDROMATIC.COM 269 TRILLIUM DRIVE, KITCHENER, ONTARIO, CANADA N2G 4W5
PH: 886-957-8677 ORDERS FAX: 800-426-9446 PH: 519-896-2163 ORDERS FAX: 519-896-6337
Because we are continuously irriproving our products and services, Pentair reserves the right to change specifications without prior notice.
0 20'2 Pentair Lrd. Ali R;ghts R,�sei�ed.
VV-02-6220 (11/15/121
EMME
HYDROMATIC 0
INSTALLATION AND SERVICE MANUAL
OSP50/OSP50AB
Submersible Effluent Pumps
NOW Inchides
OSPSOAS
Parts List
-1
NOTE! TO THE INSTALLER: Please make sure
you, provide this manual to the owner of the
pumping equipment or to the responsible party
who maintains the syste.m.
293 WRIGHT STREET, DELAVAN, WI 53115 WWW.HY(DROMATIC.COM
PH: 888-957-8677
269 TRILLIUM DRIVEJ KITCHENER, ONTARIO, CANADA N2G 4W5
PH: 519-896-2163
(D 2013 Pentair, Ltd. Att Rights Reserved. W-03-247 (Rev. 03/04/131
Thank you for purchasing your
HYDROMATIC11 pump. To
help ensure years of trouble -free
operati - on, -pleas - e --- read -_ the
following manual carefully.
Before Operation:
Read the following instruc-
tions carefully. Reasonable care
and safe methods should be
practiced. Check local codes and
requirements- before installation.
Attention:
This manual contains important
information for the safe use of
this product. Read this manual
completely before using this
product and refer to it often
for continued safe product use.
DO NOT THROW AWAY OR
LOSE THIS MANUAL. Keep
it in a safe place so that you may
refer to it often.
WARNING: Before handling
these pumps and controls,
always disconnect the power
first. Do not smoke or use
sparkable electrical 'devices or
flames in a septic (gaseous) or
possible septic sump.
California Proposition 65
Warning
P&WARNING This product and
related accessories contain
chemicals known to the State of
California to cause cancer, birth
defects or other reproductive harm.
To reduce risk of electrical shock:
1. Risk of Electrical Shock:
This pump has not been
investigated for use in
swimming pool areas.
2. Risk of Electrical Shock:
Connect only to a properly
grounded receptacle. -,
Septic tank is to be vented
in accordance with local
plumbing codes.
Do not smoke or use sparkable
.-electrical- clevices -or flame -in
a septic (gaseous) or possible
septic sump.
If a septic sump condition
exists and if entry into sump is
necessary, then (1) provide
proper safety precautions per
OSHA requirements and (2)
do not enter sump until
these precautions are strictly
adhered to.
Do not install pump in loca-
tion classified as hazardous per
N.E.C., ANSI/NFPA 70-2001.
Failure to heed above cautions
could result in injury or death.
These important instructions
must be followed for satisfactory
performance of your pump:
1. Provide proper sump (rec-
ommended minimum sump
diameter is 18").
2. Do not set pump directly on
the bottom of the sump if it
is not solid. Raise the pump
by placing bricks or concrete
blocks underneath it.
3. Make sure sump is free of
string, cloth, nails, gravel, etc.
before installing pump.
4. Pump is to be connected to a
properly grounded, grounding
type receptacle only.
5. Do not remove ground pin
from electrical plug.
6. Do not use an extension cord.
7. For proper automatic oper-
ation, make sure the pump
power cord is plugged into the
piggyback receptacle on the
diaphragm switch cord.
8. Connect to separate electri-
cal circuit taken directly from
main switch.
9. - Use steel or- plastic pipe for
all connecting lines between
pump and sewer outlet.
NOTE: Some city regulations
do not allow installing a pump
with plastic pipe. Check local
regulations.
10. In applications where the pump
may sit idle for months at a
time, it is recommended that
the pump(s) be cycled every
month to ensure the pump-
ing system is working properly
when needed.
1 LHYDROMATIC check
valve should be installed in
discharge pipe at least 12"
above the discharge outlet
.of the pump.
12.For greater protection, an
audible alarm, such as the
Hydromatic Q Alert, should
be used with all pump instal-
lations to indicate, a high water
condition exists.
2
CO)
X
Read the following instruc-
tions carefully before replac-
ing any parts. Reasonable care
and safe methods should be
practiced. Check local codes and
requirements before installa-
tion. Only competent electricians
should make the installations.
Servicing should be performed
only by knowledgeable pump
service contractors or authorized
service stations.
WARNING: Always disconnect
the pump from power source
before handling or making any
adjustments. Always wear
rubber boots when there is
water on the floor and you must
unplug the pump or make any
adjustments.
Removing pump from sump.
Before removing pump from
sump for repair, check to see
if the trouble could simply be
a blown fuse, tripped circuit
breaker, or a power cord not
completely inserted into the
receptacle.
NOTE: Automatic th�r-
mal overload protects the
sealed -in oil motor. Running
dry may overheat the motor
and activate the overload
protector. This will close the
circuit when the motor cools
and allow pump to restart. If
condition continues to exist,
it may cause premature pump
failure.
Unplug the power cord and
pull the pump, by the handle,
from the sump. Sandblast, if
possible, any dirt or trash from
the outside of the pump before
dismantling.
2. Check diaphragm switch.
If the unit is being operated
by the automatic diaphragm
switch, unplug the pump from
the -piggyback- -receptacle and
plug the pump directly into
the power source. If the pump
starts each time it is plugged
directly into the receptacle and
does not start each time when
plugged into the piggyback
switch with the diaphragm
switch pressed into a start
position, replace the complete
piggyback switch assembly and
retest with the new assembly.
3. Check for impeller blockage.
Check for an obstruction in the
impeller cavity by laying the
pump on its side and inserting
a screwdriver through the hole
in the foot and baffle plate
(28) and the bottom plate (26)
and turning the rotor and shaft
(16). It should turn freely. If
the impeller hangs up or there
is an indication of impeller
32
'w-- 2 4
LU
Ur
LU
16
8
blockage, the foot and baf-
fle plate must be removed
by removing the three hex
head cap screws (29) and the
bottom plate removed
by removing the five hex
head cap screws (27). Clear
the impeller of its obstruc-
tion.and clean the impqtleK,_,
and reassemble.
4. Check power cord. Check the
power cord (5) for brittleness,
or for any cuts or nicks in
the insulation. Using an
ohmmeter, check the
continuity of the power cord.
If any of these tests fail,
the power cord should be
replaced. To replace power
cord, unscrew the nut on the
cord� pull cord up and discard
damaged power cord. Add
pipe sealant to threads and
reinstall by pushing cord onto
pins and tighten nut.
5. Check for air lock. A sump
pump is said to be air locked if
water traps in the pump and it
cannot get out, thus preventing
pump from operating.
1/2 HP
0
0 10 20 30 40 50 60
CAPACITY-U.S. G.P.M.
4
HYDROMATIC pumps
have a small air vent hole
in the impeller cavity to let
out trapped air. If this hole,
becomes plugged, pump may
air lock. To break the air
lock, use a small screw-
driver to clear hole in the
impeller -cavity..
As a secondary precaution in
installations of this type —
1/16" hole should be drilled
in the discharge pipe below
the check valve. The check
valve should be 12 to 18 inches
above pump discharge. Do not
put check valve directly into
pump discharge opening.
NOTE: In sumps where the
pump is operating daily, air
locking rarely occurs.
6. Check the oil. Remove the
pipe plug (4) in the top of the
motor cover and drain oil into
a clean, dry container. A milky
appearance to the oil indicates
that water has entered through
either worn out or damaged
seals (23, 24), seal ring (20),
or cord nut.
7. Remove the motor cover.
Remove the four hex head cap
screws (22). Use a'screwdriver
to pry the motor cover (19)
from the volute case (21) at
the fastening ears, being care-
ful not to cut the seal ring
(20) with the screwdriver or
crack the motor cover. Lift
the motor cover until it clears
the stator (15).
8. Check for short. Disconnect
the stator leads (7, 8, 9) from
the connector (6). Use an
ohmmeter to check the
continuity of the stator. If
stator fails to pass the
continuity test, it must
be replaced.
9. Remove the stator. To remove
the stator, remove the four hex
head screws (12) and the stator
plate (13). Lift the stator
off the volute case (21) and
-set asidd.
10.Remove the impeller. To
remove the impeller (25), hold
the rotor (16) in your hand
and tap the impeller with
a plastic or rubber mallet
so as to turn the impeller,
counterclockwise.
11.Check the' seal. Remove
the rotating portion of seal
(24) from shaft by inserting
a screwdriver under the edge
of the seal and lifting it off
without damaging seal. Inspect
the seal face for any nicks or
an uneven seating of seafface.
If any are present,' replace the
seal. (See Step 14.)
12.Remove rotor and shaft.
-Tap-the rotor -shaft (16) at
the impeller end of the shaft
with a plastic mallet to remove
the rotor and shaft. Inspect
the bearings (17). If they do
not rotate freely and smoothly,
they should be replaced. When
new bearings are ready to be
added onto the shaft, do not
push on outer face of bearings.
This will damage bearings. If
a rotor and shaft are ordered
from HYDROMATIC, the
bearings will be supplied
already pressed on the shaft.
5
13. Remove seal. Remove the old
stationary portion of the seal
(23) from the case (21) by
inserting a screwdriver into the
-seal- housing- of - the- case from -
the top of the case and tapping
lightly with a hammer. Clean
the seal area of the case with a
clean cloth.
14.Reinstall the rotor andshaft
assembly. Push on outer face
to seat bearing in volute case.
15.Reinstall seal. Apply an oil
lubricant to the new stationary
portion of the seal (23) and
press into the case (21). Coat
the new rotating portion of
seal with lubricant and press
into place on the rotor shaft
with the rubber ring facing
the impeller.
16. Reinstall impeller. Add a drop
of Locktite 277 to the- shaft
and screw the impeller on
hand tight. The impeller will
force the rotating portion of
seal into position.
17.Replace seal ring. Remove
the old square seal ring (20)
from the. volute and stretch
on a new ring coated with
O-ring lube.
Do not roll the ring onto the
volute or improper seating and
water leakage into the motor
housing will result.
18.Reinstall the stator. Place the
stator (15) in the volute case
(21) so the stator bolt holes
line up. Lay the stator plate
(13) on the stator (15) and line
up with stator bolt holes. Put in
the stator bolts (12) and tighten
evenly to prevent cocking of
the stator. Push the connectors
of the power cord onto the
stator terminals.
19.Reinstall motor housing.
Tighten down the four hex
head cap screws (22) evenly
to prevent cocking of motor
housing and . achieving
an uneven seal on the seal
ring (20).
20.Oil. Fill the motor cap with
high grade transformer oil such
as WOCO. Premium 100 oil or
equivalent to at least V4" over
motor windings (.54 gallon).
Do not fill the motor housing
completely — allow airspace
for oil expansion.'
21.Reinstall oil pipe plug. Coat
pipe threads with thread seal-
ant.before installing.
22.Check pump. Plug the power
cord into a grounded outlet
and start pump by applying
pressure to the switch dia-
phragm (automatic only —
manual should start when
power is applied). Motor
should run smoothly, be free
of vibration and stop when
pressure is removed.
M
Ref. No. Part No. Description Gly.
Ref. No. Part No. . Description Qty.
1
60-000-5
Handle
1
17
77-003-1
O-Ring
I
2
14981-001-1
Pipe Plug
1
18
13349-000-1
Motor, 11 5V
1
3
Oil (Purchase locally)
.54 gal.
18
13592-000-1
Motor, 230V
1
4
1910OA012
Bait, -5/16-18 x 1-1/4' Lg.
4
19
56-036-2
MTR HSG
1
5'
14974-008-5
Diaphragm Switch (6-1/2" Range), 115V-10'
1
20
75-005-1
Cord Nut
1
5*
14974-009-5
Diaphragm Switch (6-1/2" Range), I I 5V-20'
1
21
139-014-1
Seal Ring
1
5*
14974-010-5
Diaphragm Switch (6-1/2' Range), 23OV-20'
1
22
14623-010-1
Power Cord, I I 5V-1 0'
1
6*
5502-005-1
Bra(ket
1
22
14623-020-1
Power Cord, 11 5V-20'
1
7*
30-021-1
Screw, 10-32 x 1/2" Lg.
1
22
14623-220-1
Power Cord, 230V-20'
1
8
19-004-1
Screw, 10-24 x 5/8' Lg.
3
23
4580-001-1
Drivescrew
2
9
14525AOIO
Seal
1
24
13425-069-1
Nameplate
I
10*
i9109AOiO
Jamb Nut
1
25
6000-053-1
Gmd Wire/lerminal Assembly (Grn)
I
11
21-000-2
Foot & Baffle Plate
1
26
6000-061-1
Lead Wire/ferminal Assembly (Blk)
2
12*
8498-007-1
Impeller
I
12
16-000-2
Optional Bronze Impeller
I
AUTOMATIC MODELS
13
19-002-1
Screw, 10-24 x 3/8" Lg.
5
14
18-002-1
Bottom Plate
1
15
12328-002-2
Volute
I
16 1
12185-001-1 1
Reducer Bushing, 2" x 1-1/2"
1
Ref. No. Part No. Description Qty.
Ref. No. Part No. Description Qty.
1
60-000-5
Handle
1
14
18-102-1
Bottom Plate Bz.
1
2
05022AO88
Pipe Plug 1/4" S(kt. Hd.
1
15
12328-102-2
Volute Bz.
1
3 -
Oil
.54 gal
16
12185-001-1
Reducing Bushing
1
4
1910OA012
Bolt 5/16 - 18 x I" Lg.
4
17
77-003-1
O-Ring
1
5
00057-044-5
Power Cord Assembly, 11 5V-20'
1
18
13349-000-1
Motor, I I 5V
1
5
14974-309-5
Diaphragm Switch
1
19
56-013-2
Housing, Motor
1
6
30-021-1
10-32 x 1/2 Screw
1
20
75-007-1
Nut Cord Hex
2
7
5502-005-1
Switch Bracket
1
21
139-014-1
Seal Ring
8
19-004-1
Screw, 10-24 x 5/8" Lg.
3
22
14623-020-1
Cord
9
14525AOIO
Seal
1
23
4580-001-1
Screw-Drive#6 5/16sst
2
10
19109AO70
Jamb Nut
1
24
13425-069-1
Nameplate, 11 5V
I
11
33-000-2
Foot & Baffle Plate Oz.
1
25
6000-053-1
Green Lead
I
12
16-000-2
Impeller Bz.
1
26
6000-061-1
Black Lead
2
13
19-002-1
Screw, 10-24 x 3/8" Lg.
5
1
1
1
10
r
z
11
Limited Warranty
HYDROMATIC warrants to the original consumer purchaser ("Purchaser"or "You") of HYDROMATIC Sump Pumps, Effluent
Pumps, Sewage Pumps (other than 2-1/2"), and Package Systems, that they will be free from defects in material and
workmanship for the Warranty Period of 36 months from date of manufacture.
Our warranty will not apply to any product that, in our sole judgement, has been subject to negligence, misapplication, improper
installation, or improper maintenance. Without limiting the foregoing, operating a three phase motor with single phase power
through a phase converter will void the warranty. Note also that three phase motors must be protected by three -leg, ambient -
compensated, extra -quick trip overload relays of the recommended size or the warranty is void.
Your only remedy, and HYDROMATIC's only duty, is that HYDROMATIC repair or replace defective products (at
RYMOMMs choice). Yo' u- *must pay- all Ia-bor a hd shipping charges associated with this wartrity a rid _ffi_ u-st—re q u e -s t - wau'r—a n t y
service through the installing clealer'as soon as a problem is discovered. No request for service will be accepted if received
after the Warranty Period has expired. This warranty is not transferable.
EXCEPTIONS: Hydromatic Special Application Pumps, Battery Back -Up Sump Pumps, Filtered Effluent Pumps, Grinder
Pumps, and 2-1/2" Sewage Pumps are warranted for a period of 12 months from date of purchase or 18 months from date of
manufacture, whichever comes first.
HYDROMATIC SHALL NOT BE LIABLE FOR ANY CONSEQUENTIAL, INCIDENTAL, OR CONTINGENT
DAMAGES WHATSOEVER.
THE FOREGOING LIMITED WARRANTIES ARE EXCLUSIVE AND IN LIEU OF ALL OTHER EXPRESS AND IMPLIED
WARRANTIES, INCLUDING BUT NOT LIMITED TO IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR
A PARTICULAR PURPOSE. THE FOREGOING LIMITED WARRANTIES SHALL NOT EXTEND BEYOND THE DURATION
PROVIDED HEREIN.
Some states do not allow the exclusion or limitation of incidental or consequential damages or limitations on the duration of an
implied warranty, so the above limitations or exclusions may not apply toYou.This warranty givesYbu specific legal rights and
You may also have other rights which vary from state'to state.
This Limited Warranty is effective June 1, 2011 and replaces all undated warranties and warranties dated before June 1, 2011.
HYDROMATIC
293 Wright Street, Delavan, W1 53115
Phone: 888-957-8677 o Fax: 800-426-9446 * Web Site: hydromatic.com
Single phase, simplex demand dose or timed dose float controlled. system
for pump control and system monitoring.
The EZ Series" simplex control panel is designed to control one 120, 208, 240 VAC
single phase pump in water and sewage installations.
The EZ Series' simplex control panel features a display on the inside of the front cover
for programming and system monitoring.
The panel configuration can be easily converted in the field to either a timed dose or
The optional post models include an access door. The post can be mounted in the
ground directly, over a 4X4, or conduit. The panel is also available with optional
duo alarm to meet the needs of various applications. -
1. Enclosure base measures 10 X 8 X 6 inches (25.4 X 20.32 X 15.24 cm). NEIVIA
4X (ultraviolet stabilized thermoplastic with removable mounting feet for outdoor
or indoor use). Includes locking latch as standard. Note: Options, voltage, and
amp range selected may change enclosure size and component layout.
2. Red Alarm Beacon provides visual check of alarm condition.
3. Exterior Alarm Test/Silence Switch allows horn and light to be tested and
horn to be silenced in an alarm condition. Alarm automatically resets once alarm
condition is cleared.
4. Circuit Breaker provides pump power disconnect and branch circuit protection.
5. Circuit, Breaker provides control/alarm power disconnect.
6. Power Relay controls pump by switching electrical lines.
7. Float Connection Terminal Block
8. Incoming Control/Alarm Power & Pump Power Terminal Block
9. Control Power Indicator indicator light illuminates if control power is present in
panel.
10. Alarm Power Indicator indicator light illuminates if alarm power is present in
panel.
11. Pump Run Indicator will illuminate when pump is called to run.
12. LED Display shows system information including: pump elapsed time (hh:mm),
events (cycles).
13. Menu/Enter Button used for viewing panel settings.
14. Set/Change Button used for programming panel settings.
15. Pump I Push To Run Momentary Switch - Pump activates when pressed
16. Alarm Horn provides audio warning of alarm condition (83 to 85 decibel rating).
(Located inside panel on cover, not shown)
NOTE: Schematic/Wring Diagram and Pump Specification Label are located inside
the panel.
SEE BACKSIDE FOR COMPLETE LISTING OF AVAILABLE OPTIONS.
M /7
SIMPLEX CONTROL PANIEL
IMS -1,&
&4E
frc nj
Z 0
=0
.......... 90
OPCB'on Inside cover
Model Shown EZS21 W914X6A8AC10E15A
(inside view)
Reg. Cdn Pat. & TIM Off
N Entire control system (panel and
switches) is UL Listed to meet and/or
exceed industry safety standards
AF Dual safety certification for the United
States and Canada
AF Standard package includes:
Demand Dose -three 20' SJE
MilliAmpMaster' control switches
Timed Dose - two 20'SJE
MilliAmpMaster- control switches
AF Complete with step-by-step installation
instructions
AF Five-year limited warranty C @ us
LISTED
RhSOLIU-46
PO Box 1708, Detroit Lakes, MN 56502
1-888-DIAL-SJE - 1-218-847-1317
1-218-847-4617 Fax
email: customer.service@sjerhombus.com
www.sjerhombus.com 1
W 4 :3A 6A 8AC 1 OE 15A
E �E
MODEL EZS
MODELTYPET
1 = SPLX TIMED DOSE ........ T ................. .................. ................. ....... .. . ... ................. ...... .$679.00
2 = SPLX DEMAND DOSE. ... .. .. .. . ... .... ..... ... . . $70800
ALARM PACKAGE—
FRI 1 = alarm package (includes test/normal/silence switch, fuse, red light & horn) ............... .......................... Base
ENCLOSURE RATING— I
r-P-01 W =NEMA4X ......... ..... Base
STARTING DEVICE
1 = 120/208/240 VAC ...................... ............................................ .................. ..........
9 = 120 VAC..� ......................... ................... ; ......... ....... . . .... .... .... . . ........ I ..........
,,PUMP FULL LOAD AMPS /, I
0 = 0-7 FLA ......................... ............................................................................
I= 7-15 FLA ....................................................................................................
2 = 15-20 FLA ...............................................................................................
7MA
PUMP DISCONNECTS
4 = circuit breaker(s)
120 VAC (must select starting device option 19) ..................
120/2081240 VAC (must select starting device option 1). .
.......................... Base
......... . ........ Base
.......................... Base
.......................... Base
.......................... Base
.............. I ................... $35.00
. ......................... I ....................... $70.00
SWITCH APPLICATIONS j
H = floats (Timed dose = timer enable and alarm / Demand dose = stop, start, and alarm) (select 17 option).. Base
X = no float (Time dose).. ........... .... ... ... .... .. . . . ........ I ................ I ......................... ... -$50.00
(Demand dose) ...... ... . ... ..... ... . ......... ........... . ... . .................. -$75.00
Note: 'Pump down applications only.
OPTIONSListedbelo.
CODE DESCRIPTION LIST PRICE
U
Duo alarm inputs ........................... I .... .. .. . . . ..
$2000
Ft7/ 3A
Alarm Flasher (included as standard) .
..$0.00
F7 4A
Redundant off (timed dose only)
(select 4D if floats are required) ....................................
$0.00
F7 4D
Redundant off float
21
(must select 4A option) (must select 17 option) ...........
$25.00
6A
Auxiliary alarm contacts, form A (included as standard) .....
$0.00
571 8AC
Display board includes: ETM counter, events (cycles)
counter, alarm counter (included as standard) ....................
$0.00
EZI 10E
Lockable latch - NEMA 4X (included as standard) ..............
$0.00
F-1 lop
Mounting post (factary installed with 2.5" cord seal)
$110.00
Ft_/_1 15A
Control /Alarm circuit breaker (included as standard) ........
$0.00
F-1 16A
10' cord in lieu of 20' (per float) ............... ...-$2.00
F-1 16B
15' cord in lieu of 20' (per tloat) ........... ..
_$1.00
F__j 16C
30' cord in lieu of 20' (per float) ...$5.00
F� 16D
40' cord in lieu of 20' (per float) ....................................
$15.00
Total Options
TOTAL LIST PRICE
CODE DESCRIPTION
LIST PRICE
F__j 17C Sensor FloatO / internally weighted A (per float) ............ $5.00
F__� 17D Sensor Float@ / externally weighted A (per float) . .......... $7.00
F__j 17G MilliAmpMaster-/ pipe clamp 0 (per float) ..................... $0.00
F__j 17H MiIIiAmpMaster-/ externally weighted 0 (per float) ....... $7.00
F7 17J Sensor Float" / pipe clamp A (per float) ........................ $0.00
R18A Tinier override float (timed dose only) .................... ! ...... $25.00
22G 2 1/2" hub installed with 6 hole cord seal ...................... $73.00
0 Mechanically -activated A Mercury -activated
ff additional features are required, call the factory for a quote on an Engineered Custom control panel.
3AMPLE
MODEL 3A 6A 8AC 10E 15A 17G
FEz,s] M 1 Fw
Model Type
Alarm Package
Enclosure Rating T
Starting Device T
Pump Full Load Amps
Pumn Disconnects
Switch Application
Options: Auxiliary alarm contact, form C,
Display, Lockable Latch, Control/Alarm breaker,
SJE MilliAmpMaster'/pipe clamp i
EZS2 ...... : .......
$708.00
1 ...................
Base
W . ...
. . Base
1 ...................
Base
1 ..................
Base
4 ................
$70.00
H ...................
Base
3A ..............
.... Base
6A ...
...... Base
8AC ...................
Base
10E ...................
Base
15A ... : ...............
Base
17G .......
. $0.00
TOTAL LIST PRICE $778.00
0 SJE-Rhombus 12/15
EZ Series*
I SJ&RhombusO Type EZS
Installation Instructions and Operation/Troubleshooting Manual
Warranty void if panel is modified.
Call factory with servicing questions:
1-800-RHOMBUS
(1-800-746-6287)
Manufactured by:
60
Rh Yj us,
22650 County Highway 6 AF P.O. Box 1708
Detroit Lakes, Minnesota 56502 USA
1-888-DIAL-SJE (1-888-342-5753)
Phone: 218-847-1317 N Fax: 218-847-4617
E-mail: customer.service@sjerhombus.com
Website: www.sjerhombus.com
QSJE-Rhornbus
Printed in USA
1023074C - Rev 11114
This control panel must be installed and serviced by a licensed
electrician in accordance with the National Electric Code NFPA-70, state
and local electrical codes.
All conduit running from the sump or tank to the control panel must be
sealed with conduit sealant to prevent moisture -or gases from -entering the- panel.
NEIVIA 4X enclosures are for indoor or outdoor use, primarily to provide a
degree of protection against corrosion, windblown dust and rain, splashing water
and hose -directed water. Cable connectors must be liquid -tight in NEIVIA 4X
enclosures.
The EZ SeriesO Type EZS control panels are designed to control single phase
pump(s). The controller records pump status, number of cycles, elapsed run
time, alarm counter, and float error counts.
Mounting the Control Panel
Note: The control panel should not be mounted in a location that may be subject
to submersion;
1 Determine mounting location for panel. If distance exceeds the length of
either the float cables or the pump power cables, splicing will be required.
For outdoor or wet installation, we recommend the use of an SJE-Rhombuso
liquid -tight junction box with liquid -tight connectors to make required con-
nections. You must use conduit sealant to prevent moisture or gases
from entering the panel.
2. Mount control panel with mounting devices furnished.
3. Determine conduit entrance locations on control panel. Check local codes
and schematic for the number of power circuits required. (Float cables
.require separate conduit from power and pump cables.)
Note: Be sure the proper power supply voltage, amperage, and phase meet the
requirements of the pump motor(s) being installed. If in doubt, see the pump
identification plate for voltage/phase requirements.
4. Drill proper size holes for type of connectors being used.
Note: If using conduit, be sure that it is of adequate size to pull the pump cable(s)
through.
5. Attach cable connectors and/or conduit connectors to control panel.
FOR INSTALLATION REQUIRING
A SPLICE, FOLLOW STEPS 6-10;
FOR INSTALLATION INITHOUTA
SPLICE, GO TO STEP 11.
6. Determine location for mounting junction box according to local code
requirements. Do not mount the junction box inside the sump or basin.
7. Mount junction box to proper support.
8. Run conduit to junction box. Drill proper size holes for the type of conduit
used.
9. Identify and label each wire before pulling through conduit
into control panel and junction box. Make wire splice
connections at junction box.
10. Firmly tighten all fittings on junction box.
11. If a junction box is not required, pull cables -through conduit
into control panel.
12. Connect pump wires per wiring diagram or schematic
and float wires to the proper terminals as shown on the
_s`cfie*m__at_ic_._
1. Determine your normal operating level and desired float
. configuration, as illustrated in Figures 2-5.
2. Mount float switches at appropriate levels. Be sure that floats
have free range of motion without touching each other or
other equipment in the basin.
3. For mounting clamp installation: place the cord into the
clamp as shown in Figure 1. Locate the clamp at the desired
activation level and secure the clamp to the discharge pipe
as shown in Figure 1.
NOTE: Do not install cord under hose clamp.
13. Connect pump, control, and alarm incoming power 4.
conductors to proper position on terminals. See schematic
for terminal connections.
VERIFY CORRECT OPERATION OF CONTROL
PANEL AFTER INSTALLATION IS COMPLETE.
installation of Floats
CAUTION: The use of one wide angle float or pressure switch
across -stop and start float connections is not allowed. If control
switch cables are not wired and mounted in the correct order,
the pump system will not function properly. Control switches
need to run in separate conduit from pump and power lines.
Tighten the hose clamp using a screwdriver. Over tightening
may result in damage to the plastic clamp. Make sure the
float cable is not allowed to touch the excess hose clamp
band during operation.
NOTE: All hose clamp components are made of 18-8
stainless steel material. See your SJE-Rhombue supplier
for replacements.
5. If using an optional redundant off float, mount slightly below
'the timer enable float.
6. The alarm float can be positioned anywhere that the alarm
level is desired.
WARNING: Turn off all power before installing pump wires in
pump chamber. Failure to do so could result in serious or fatal
electrical shock. Figure 2
Figure I Simplex Timed Dose
3.5 Inch (0 cm)
tether iongth
TIMER OVERRIDE
TIME
(Optional)
HIGH WATER
HIGH
ALARM
normal
-EN"Le
operating
range
REDUNMDEARNT OFF
optIonao
( (o
see FIGURE I
for mounting
clamp detail
Figure 4
Duplex Demand 3 Float
Figure 3
Simplex Demand
Figure 5
Duplex Demand 4 Float
The EZ Series" (EZS) control panel uses float switches to Auxiliary Alarm Input Counts - the display shows FFFLI 17 then
continuously monitor and control the liquid level in the tank. the count.
I
Hand operation - Press and hold the "Push to Run" switch if
stop float is OPEN. If stop float is CLOSED, press "Push to Run"
switch and the pump will run until stop float opens.
Off Operation - Turn control/alarm breaker off to be in Off
operation.
Auto Operation - In time dose (t-dose) mode the timer
controls' -pump ON and OFF tir�e as long as the timer enable
float is raised. In demand (d-dose) mode, the stop and start floats
control the pump.
Alarm Count - Shown on display as =, counts.the
number of times the alarm is activated. Note: Alarm counter does
not include testing operations in the total count. High alarm and
alarm power loss add to count.
Green Control and Alarm Power indicators -
Illuminates when control power and alarm power is present. Alarm.
light will flash if alarm power is lost.
TIMED DOSE DISPLAY ONLY
Timer Override Count - the display shows = then the
count.
ON Time - the display flashes r—Dr-,Ithen the ON time in mm:ss.
Off Time - the display flashes FUF7F then the Off time in
hh:mrti.
Remaining ON/OFF Times - the disp lay flashes either F--0--1
D then the time left in the On cycle (mm:ss) or OFF
or FEE F
cycle (hh:mm).
Programming Panel setting fSimplex):
With control power supplied to panel:
Press set/change button for 3 seconds to enter program mode.
The display will show FUn7time in mmm.
Timer Override Float - Overrides the OFF time and pu ' mp Press set/change button to set the pump On time. Use the
will run for full dose ON time. (timed dose only, optional) menu/enter button to select digit desired to change. Use the
Float Error Count - Shown on the display as =. Counts set/change button to change On time.
M time in
the number of times floats are out of sequence. Alarm horn will Press menu/enter bu on The display will show FDFF
sound and alarm light will flash. hh:mm.
Timer Override Count - Shown on the display as Press set/change button to set the pump Off time. Use the
Counts the number of times the timer override float is activated. menu/enter button to select digit desired to change. Use the
(timed dose only) set/change button to change Off time.
Time left in ,on,, time cycle - Shown on the display Note: Setting the �times to EFU� turns off timed dose
asFL-- D--nl. Counts down the time left in the "On" cycle. (timed mode and timed dose menu items. The panel will operate in
dose only) demand mode.
Time left in "Off" time cycle - Shown on the display Press set/change button for 3 seconds to return to the view
as =. Counts down the time left in the "Off' cycle. (timed menu.
dose only)
Viewing Panel Settings (Duplex)
Green PUMP Run indicator(s) - Illuminates when With control power supplied to panel:
pump(s) are called to run.
Viewing Panel Settings (Simplex)
With control power supplied to panel:
Press menu/enter button to scroll to the desired display screen.
Float Status or Float Error - the display shows FF-S�orFME
then float status. L'=closed O=open
Elapsed Time Count - the display shows FE--E7.1 then alternates
showing hours (hh) then minutes (:mm).
Cycle Count - the display shows = then the count.
High Level & Power Fail Alarms - the display shows � then
the count.
Float Error Count - the display shows = then the count.
Press menu/enter button to scroll to the desired display screen.
Float Status or Float Error - the display shows = orEffl
then float status. E=closed 0=open
Pump 1 Elapsed Time Count - the display shows FE--E—. 1-1 then
alternates showing hours (hh) then minutes (:mm).
Pump,1 Cycle Count - the display shows LrLr-. I then the
count.
Pump 2 Elapsed Time Count - the display shows FE-E—.2-1 then
alternates showing hours (hh) then minutes (:mm).
Pump 2 Cycle Count - the display shows = then the
count.
High Level & Power Fail Alarms - the display shows �then
the count.
ah , Float Error Count - the display shows FUET-0 then the count.
Auxiliary Alarm Input Counts - the display shows FFL71 then
the count.
Lag Float Count - the display shows then the count.
Programming Panel setting (Duplex)
With control power supplied to panel:
Press set/change button for 3 seconds to enter program
mode.
The display will show= then eitherFR7LE , Fl---21 orF2---J1 .
Press set/change button to set the desired pump sequence.
Float Controls
1. Check the floats during their entire range of operation.
Clean, adjust, replace and repair damaged floats.
2. Measure the float resistance to determine if the float is
operating properly.
To measure float resistance:
a. Isolate the float by disconnecting one or both of the float
leads from the float terminals.
b. Place one ohmmeter lead on one of the float wires, and the
other ohmmeter lead on the other float wire.
c. Set the ohmmeter dial to read ohms and place on the R X
1 scale. With the float in the "off' position, the scale should
read infinity (high resistance), if not replace the float.
SJE-RHOMBUSO warrants to the original consumer that this
product shall be free of manufacturing defects for five years after
the date of consumer purchase. During that time period and subject
to the conditions set forth below, SJE-RHOMBUSO will repair or
replace, for the original consumer, any component which proves
to be defective due to defective materials or workmanship of SJE-
RHOMBUS".
ELECTRICAL WIRING AND SERVICING OF THIS PRODUCT
MUST BE PERFORMED BY A LICENSED ELECTRICIAN.
THIS WARRANTY DOES NOT APPLY: (A) to damage due to
lightning or conditions beyond the control of SJE-RHOMBUS11,- (B)
to defects or malfunctions resulting from failure to properly install,
operate or maintain the unit in accordance with printed instructions
p . rovided; (C) to failures resulting from abuse, misuse, accident, or
negligence, (D) to units which are not installed in accordance with
applicable iocal codes, ordinances, or accepted trade practices,
and ' (E) to units repaired and/or modified without prior authorization
from SJE-RHOMBUSO.
--� o
Press menu/enter button to display F3—FL' r FLK,
Press set/change button to choose F3F—L-E� or
Press menu/enter button.
Press set/change button for 3 seconds to return to the view
menu.
With the float in the "on" position, the scale should read close to
zero, if not replace the float. Readings may vary depending
on the accuracy- of the measuring device.
Alarm Light
With power on, hold the test/silence switch in the "test" position.
The alarm light should turn on. If not, replace the bulb with th,at
of the same type.
Alarm Horn
With power on, hold the test/silence switch in the "test" position.
The alarm horn should turn on. If not, replace the horn with that
of the same type.
Some states do not allow limitations on how long an implied warranty
lasts, so the above limitation may not apply to you. Some states do
not allow the exclusion or limitation of incidental or consequential
damages, so the above limitation or exclusion may not apply to you.
This warranty gives you specific legal rights, and you may also ha ve
other rights which vary from state to state.
TO OBTAIN WARRANTY SERVICE: The consumer shall assume
all responsibility and expense for removal, reinstallation, and freight.
Any item to be repaired or replaced under this warranty must be
returned to SJE-RHOMBUS11, or sucl) place as designated by
SJE-RHOMBUS11.
ANY IMPLIED WARRANTIES OF MERCHANTABILITY OR
FITNESS ARE LIMITED TO THE DURATION OF THIS WRITTEN
WARRANTY. SJE-RHOMBUSQ) SHALL NOT, IN ANY MANNER,
BE LIABLE FOR ANY INCIDENTAL OR CONSEQUENTIAL
DAMAGES AS A RESULT OF A BREACH OF THIS WRITTEN
WARRANTY OR ANY IMPLIED WARRANTY.
- - - - - - - - - - - -
EX15TINO Q)
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t� I ENYPANCE HEIGHT CALCULATIONS
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SEE CIVIL FOR ALL PROPOSED & EXISTING UTILITY
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94MATktWe"M
64�4
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MAR 2 8 2016
BUILDING DEPAR-MENT
POLD�05--1312- C" OF EDMONDS
PERMIT REVISION SET 03/25/2016
STROBL
DESIGN
Residential Design
P.O. BOX 20764
Seaffle, WA 98102
Phone: (206) 661-3622
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REVISIONS
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03/25/2016
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Date IO/Oci/2015
Scale
Drawn 1/8" = I I -oil
Job
Sheet
A2
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GENERAL NOTES: 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE 13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN CAN BE FAXED TO 425-744-6057 OR EMAILED TO RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE 10
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FEATURES SHOWN HEREON HAVE BEEN FURNISHED GARCENS, INFILTRATION OR PERVIOUS PAVEMENT IS LINDA. MCMURPHY@EDMONDSWA.GOV. BACKFLOW OR ELIMINATE ANY HYDRANTS WITHOUT FIRST w U J wuj
BY OTHERS BY FIELD SURVEY OR OBTAINED FROM TO BE PLACED SHALL BE DELINEATED AND TESTING SHALL BE COMPLETED BY THE OWNER OBTAINING WRITTEN APPROVAL FROM THE FIRE z wo § w w
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS :5 F_ w <a
AVAILABLE RECORDS AND SHOULD THEREFORE BE PROTECTED AT ALL TIMES FROM COMPACTIVE ANNUALLY THEREAFTER. MARSHAL. :4 0 06 W
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SHALL CONFORM TO THE CITY OF EDMONDS
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STANDARD PLANS AND DETAILS, THE FOLLOWING CONSIDERED APPROXIMATE ONLY AND NOT ACTIVITIES (I.E. HEAVY EQUIPMENT, STOCKPILING). Z� Z >. w
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NECESSARILY COMPLETE. IT IS THE SOLE 22. AS A MINIMUM REQUIREMENT, ALL DISTURBED 30. COORDINATE AND ARRANGE FOR ALL UTILITY D
SPECIFICATIONS AND CODES, AND ALL OTHER W� a: 0 W F-
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RESPONSIBILITY OF THE CONTRACTOR TO 14. MANHOLES, CATCH BASINS, UTILITIES AND AREAS ON AND OFF SITE SHALL BE RETURNED TO CONNECTIONS, UTILITY RELOCATIONS AND/OR Z�
10 5 0 10 20 APPLICABLE LOCAL MUNICIPAL, STATE, AND - co co 0 (9 z
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Immmmmmol INDEPENDENTLY VERIFY THE ACCURACY OF ALL PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY THE EQUIVALENT OF THEIR PRECONSTRUCTION SERVICE INTERRUPTIONS WITH THE AFFECTED (D 0 _j 0 Z w) Z'
FEDERAL CODES, RULES AND REGULATIONS: 0 ZW <0- -
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SCALE IN FEET - CURRENT INTERNATIONAL BUILDING CODE (IBC) UTILITY LOCATIONS SHOWN AND TO FURTHER DENSE NATIVE SOIL OR COMPACTED STRUCTURAL CONDITION IN ACCORDANCE WITH APPROPRIATE OWNERS AND APPROPRIATE UTILITY COMPANIES. 0 a- =� w o
> Y) < c:0) w P
- 2014 WSDOT/APWA STANDARD SPECIFICATIONS DISCOVER AND PROTECT ANY OTHER UTILITIES NOT FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF REQUIREMENTS AND STANDARDS. CONNECTIONS TO EXISTING UTILITIES SHALL BE w o<
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FOR ROAD, BRIDGE AND MUNICIPAL SHOWN HEREON WHICH MAY BE AFFECTED BY THE ORGANIC MATERIAL IS PRESENT AT SUBGRADE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF oz u- w uj Z) u-
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t> CONSTRUCTION IMPLEMENTATION OF THIS PLAN. CONTRACTOR ELEVATION, REMOVE AND REPLACE WITH 23. ALL DISTURBED SOIL AREAS SHALL BE COMPOST THE AUTHORITIES GOVERNING SAID UTILITIES. w
AMENDED AND SEEDED OR STABILIZED BY OTHER uj D 0
KEY NOTES - WASHINGTON STATE DEPARTMENT OF ECOLOGY SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND COMPACTED STRUCTURAL FILL PER GEOTECHNICAL co 0 0 w
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STORMWATER MANAGEMENT MANUAL FOR THE CONDITION OF EXISTING UTILITY LINES AT REPCRT. ACCEPTABLE METHODS FOR THE PREVENTION OF 31. ALL UTILITIES SHALL BE PLACED UNDERGROUND. Luj z
KEY DESCRIPTION DETAIL/ SHEET CONNECTION OR CROSSING POINTS BEFORE ONSITE EROSION AFTER THE COMPLETION OF U) w w W -r Z _j
PUGET SOUND BASIN (CURRENT EDITION) 5 5; W:c �- - -
TRENCHING FOR NEW UTILITIES. ENGINEER 15. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR CONSTRUCTION. SEE EROSION CONTROL PLANS FOR 32. EXISTING UTILITY LINES IN SERVICE WHICH ARE ww o �- >- o D
x 0 06 m
INSTALL TEMPORARY STORM DRAIN ASSUMES NO RESPONSIBILITY FOR THE DIMENSIONS AND LOCATIONS OF BUILDINGS, SPECIFIC GRADING AND EROSION CONTROL DAMAGED DUE TO CONSTRUCTION WORK SHALL BE . . . . <.:i o
F/C04 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON 0 w w
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INLET PROTECTION THESE DRAWINGS REFER TO CITY OF EDMONDS COMPLETENESS OR ACCURACY OF THE EXISTING LANDSCAPED AREAS AND OTHER PROPOSED OR REQUIREMENTS. REPAIRED AT CONTRACTOR'S EXPENSE AND Z
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2 INSTALL TEMPORARY STORM DRAIN STANDARD DETAILS, UNLESS NOTED OTHERWISE UTILITIES AND SITE FEATURES PRESENTED ON EXISTING SITE FEATURES. INSPECTED AND ACCEPTED BY CITY OF EDMONDS 0� 2
INLET PROTECTION TO STORM DRAIN THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED 24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS AND OWNER'S REPRESENTATIVE PRIOR TO <
F/C04
INLETS DOWNSTREAM OF SITE AS IMMEDIATELY OF CONFLICTS THAT ARISE. 16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER CLEAN AT ALL TIMES BY SWEEPING. WASHING OF BACKFILLING. w C)
3. A COPY OF THESE APPROVED PLANS MUST BE ON I-_ Q 2
,NEEDED FOUNDATION DRAINS. FOUNDATION DRAINS SHALL THESE STREETS WILL NOT BE ALLOWED WITHOUT
THE JOBSITE WHENEVER CONSTRUCTION IS IN
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CONTRACTOR TO SWEEP STREETS PROGRESS. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND PRIOR APPROVAL. 33. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN C) ui
DAILY OR AT MORE FREQUENT UTILITIES DURING CONSTRUCTION AND SHALL SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM BY DIMENSION, WHERE NO DIMENSIONS ARE uj
INTERVALS AS NEEDED 4. DEVIATIONS FROM THESE PLANS MUST BE CONTACT THE UNDERGROUND UTILITIES LOCATION WHERE INDICATED ON THE PLANS. 25. THIS PROJECT IS NOT A BALANCED EARTHWORK INDICATED, LOCATIONS MAY BE SCALED FROM Iz l< I _j <
INSTALL APPROXIMATELY 92 LF APPROVED BY THE ENGINEER OF RECORD AND THE SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND DRAWINGS. FIELD ADJUSTMENTS SHALL BE
A & D/C04 TO CONSTRUCTION. 17. ALL REQUIRED STORMWATER FACILITIES MUST BE ROCK MATERIALS ARE REQUIRED.
APPROVED BY OWNER'S REPRESENTATIVE A
PERIMETER PROTECTION* LOCAL GOVERNING AUTHORITY. ND CITY.
CONSTRUCTED AND IN OPERATION PRIOR TO co
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EXISTING TREE TO BE REMOVED 5. CONTRACTOR SHALL RECORD ALL APPROVED 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND INSTALLATION OF ANY PAVEMENT UNLESS 26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT 34. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY z
DEVIATIONS FROM THESE PLANS ON A SET OF DIMENSIONS AT THE PROJECT SITE BEFORE OTHERWISE APPROVED BY THE ENGINEER. BETWEEN FINISHED CONTOURS OR SPOT LINE. >1 E
REUSE EX CONCRETE DRIVEWAY STARTING WORK AND SHALL NOTIFY OWNER'S ELEVATIONS SHOWN. 9 �2 8
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DURING CONSTRUCTION OR INSTALL "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL _75 8!�!
C/C04 REPRESENTATIVE OF ANY DISCREPANCIES. 18. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, 35. TRENCH BACKFILL OF UTILITIES LOCATED WITHIN :S C6 C6
ASBUILT CONDITIONS ON ONE SET OF 0 c) &
TEMPORARY STABILIZED m C) o 0
3 REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL 27. FINISHED GRADE SHALL SLOPE AWAY FROM THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO u- (66-0
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CONSTRUCTION ENTRANCE 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE BE CONNECTED TO THE STORM DRAINAGE SYSTEM, BUILDING WALLS AT MINIMUM 5% SLOPE FOR A 95%. COMPACTION TEST REPORTS SHALL BE -.34 "N
OWNER PRIOR PROJECT COMPLETION AND Lo :3 cu
PRELIMINARY STOCKPILE LOCATION. ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL AND MAY CHANGE DUE TO FIELD CONDITIONS. UNLESS NOTED OTHERWISE. MINIMUM DISTANCE OF 10 FEET. PROVIDED TO THE CITY PRIOR TO PAVING. U) _3
CONTRACTOR TO DETERMINE FINAL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO
,STOCKPILE LOCATION. FINAL APPROVAL OF THE BUILDING 11. CONTRACTOR SHALL OBTAIN A COPY OF THE 19. ALL FOOTING DRAINS SERVING BUILDINGS, WALLS, 28. CONTRACTOR SHALL BE RESPONSIBLE FOR AND 36. WHERE NEW PIPE CLEARS AN EXISTING OR NEW
PROTECT DRYWELL SUBGRADE FROM OCCUPANCY/FINAL PROJECT APPROVAL. GEOTECHNICAL REPORT (WHERE APPLICABLE) AND ROCKERIES, ETC. SHALL CONNECT TO THE SHALL INSTALL AND MAINTAIN SHORING AND UTILITY BY 6" OR LESS, PLACE POLYETHYLENE
(D COMPACTION DURING SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE DRAINAGE SYSTEM DOWNSTREAM OF THE SITE BRACING AS NECESSARY TO PROTECT WORKERS, PLASTIC FOAM AS A CUSHION BETWEEN THE
CONSTRUCTION FROM HEAVY 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR CONTENTS THEREOF. ALL SITE WORK SHALL BE STORMWATER DETENTION SYSTEM. EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES.
EQUIPMENT BENCHMARK INFORMATION. PERFORMED IN STRICT COMPLIANCE WITH THE UTILITIES AND OTHER EXISTING AND PROPOSED
*INSTALL PERIMETER PROTECTION SUCH AS SILT FENCING, RECOMMENDATIONS OF THIS REPORT. 20. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS 37. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE)
COMPOST SOCKS, OR STRAW WATTLES IN ACCORDANCE PERMITS REQUIRED FOR INSTALLATION OF ALL SITE OF GROUND OR CAVING EMBANKMENTS. FOR CONTINUATION OF SITE UTILITIES WITHIN THE
WITH VOL. 11 OF THE DOE 2012 STORMWATER MANAGEMENT 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL IMPROVEMENTS INDICATED ON THESE DRAWINGS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR BUILDING.
MANUAL FOR WESTERN WASHINGTON CONFORM TO THE RECOMMENDATIONS OF THE REMOVAL OF SHORING AND BRACING, AS REQUIRED.
FOUND 518" REBM & CAP PROJECT GEOTECHNICAL REPORT. 21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED 38. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE)
4 CONSTRUCTION SEQUENCE NOTES IS 7892 k FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE FOR EXTERIOR ELECTRICAL WORK.
I TO F114AL CONSTRUCTION ACCEPTANCE, PROVIDE CITY AND FOLLOW CITY PROCEDURES FOR ALL 4
1. SCHEDULE A PRE-CONSTRUCITON MEETING WITH CITY ENGINEERING N11-1 TO THE CITY WATER QUALITY TECHNICIAN, A COPY WATER SERVICE INTERRUPTIONS, HYDRANT 39. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE)
DIVISION AT 425-771-0220, EXT. 1326, TWO DAY (48 HR) NOTICE IS 5' WDF N89"59'4-0"W OF THE BACKFLOW TEST REPORT. TEST REPORTS SHUTOFFS, STREET CLOSURES OR OTHER ACCESS FOR SITE IRRIGATION SYSTEM.
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REQUIRED. ;;po� A- A
12 40. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE
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2. REVIEW ESC NOTES. I � PROVIDED TO CITY ENGINEERING DIVISION FOR Digit d
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3. CALL FOR UTILITY LOCATES. 41- : lein .4
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4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL WHILE 5 4 7 6 16: 10
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PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE f
THE CONSTRUCTION ZONE. BLDG J541 4.1 14 F 0
5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF
5 EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY FF=345.5 1' 5 5F- 5
SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE W/j
AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. 8 77 L
EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES 15 345.15 .9
SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS 9 13M EL -
ESTABLISHED.) f
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6. DEMOLISH EXISTING STRUCTURES. (0812015)
7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 18
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DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED
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TEMPORARY EROSION CONTROL MEASURES CAN BE REMOVED UPON >AL
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FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. Y )lW 71�- SD-
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ABBREVIATIONS: SGS-Sss' sss ss-,
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BLDG BUILDING PL = PROPERTY LINE MT- SMT-ESMT-ESMT--FS ES ESMT- ESMT-ES ESMT PSMT- ESMT-- ESMT ESMT
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7 BM =BENCHMARK Z
7
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0� BOTS = BOTTOM OF STEP(S)
2w ROW = RIGHT OF WAY
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- Z�; MAIN RIM=346.03 0
EG = EXISTING GRADE (0812015)
451
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LD o 0 1E 18" RCP(N)=340.75' L57/,qhcp
Cwn Lli ELEV = ELEVATION SS = SANITARY SEWER 14
ESMT =EASEMENT OWNER/CON-f-RACTOR IS RESPONSIBLE 1E 18" RCP(S)=340.66' DESIGNED BY: 131, TG, KR
SSMH = SANITARY SEWER DRAWN BY: KR
COO w, EX = EXISTING MANHOLE FOR EROSION CONTF3,0!., PAD DRAINAGE QRS
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SSS = SANITARY SIDE SEWER 1E 12" RCP(E) 341.51' s tLezH co 2- t Cf 0 5 -Y CHECKED BY: TG
FF = FINISHED FLOOR 2
p co SSSCO = SANITARY SIDE SEWER APR 2 6 2016 SCALE: AS SHOWN
Z W 0 FG = FINISHED GRADE UREET HLE
w w M
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0 > CIO CM OF MONDS DATE: REV.1 SHEET
9 w -0 TOC = TOP OF CURB EX SSMH 1 8
6: �e .. G = GAS nEaus 03/25/2016 OF
L;�: oz HMA = HOT MIX ASPHALT TOPS = TOP OF STEP(S) 6
W. Fn ID = INNER DIAMETER TYP = TYPICAL RIM=346.0,3' SHEET NUMBER
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SCALE IN FEET
KEY NOTES
KEY
DESCRIPTION
4" DOWNSPOUT (TYP)
4" ROOF DOWNSPOUT TIGHTLINE
2
@ 2.00% MIN SLOPE AND 2.00'MIN
COVER (TYP)
4" PERFORATED PVC FOOTING
DRAIN (TYP)
4" FOOTING DRAIN TIGHTLINE @
2.00% MIN
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CONTRACTOR TO FIELD -VERIFY IE
@
OF SANITARY SEWER MAIN PRIOR
TO CONSTRUCTION
ALL DISTURBED PERVIOUS
SURFACE AREAS SHALL BE
@
AMENDED TO MEET THE SOIL
QUALITY AND DEPTH
3
REQUIREMENT PER BMP T5.13
FLOW CONTROL MH - 54" 0
ORIFICE DATA
ORIFICE #1: 0.75" 0
ELEV: 332.27
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CATCH BASIN TYPE I (TYP)
SDCO (TYP)
PIPE TRENCHING (TYP)
0
25 LF 36" 0 DETENTION PIPE
CATCH BASIN TYPE 11 - 54" 0
46
-1,
W/ GRATED FIC RATED LID
13
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NOT USED
FIBERGLASS OR HIGH DENSITY
POLYETHYLENE BASIN - 24"0
14
W/ DUPLEX PUMP STATION,
19 FT3 MIN CONCRETE
ANTI -FLOTATION BASE, & TRAFFIC
RATED, SOLID, LOCKING LID
A A A A
AP P ROX I MAT ff_Ld_C_A:T_I O-N-01F-Ex'
WATER MAIN
8
NEW 1" TAP TO EX WATER MAIN
5
INSTALL NEW 1" WATER METER
FOR A COMBINATION FIRE
SPRINKLER AND DOMESTIC
SERVICE
1-1/2" PE PIPE WATER SERVICE W/
14 GA. VINYL COATED WIRE
TRACER TO BE GROUNDED AT
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METER
8-
PROPOSEDTREE
BRIDLE CONNECTION TO EX OHP
0
AND COMM LINE (CONNECTION
TO BE COORDINATED WITH PUD)
NEW OHP AND COMM SERVICE
6
(SERVICE TO BE COORDINATED
WITH PUD)
6" SSSCO
W/ 12" CAST IRON LAMPHOLE
COVER W/ 1/2" HEXBOLTS
6" SSS BUILDING CONNECTION
IE 339.25
DETAIL/
SHEET
O/CO5
G/C04
E/C04
L/C06
O/CO5
M/C06
V/C05
P/C05
E/C04
LEGEND:
.............
ASPHALT
............
7 -A. :.A CONCRETE
DEVELOPED AREA CALCULATIONS
(PROPOSED CONDITIONS)
AREA DESCRIPTION
AREA IN SQ FT
AREA IN ACRES
TOTAL SITE AREA
9,001
0.21
1 0
V-1
AREA DESCRIPTION
AREA IN SQ FT
AREA IN ACRES
HOUSE & GARAGE
3,583
0.08
DRIVEWAY
993
0.02
DRIVEWAY IN ROW
283
0.01
WALKWAYS
129
0.00
TOTAL IMP SURFACES
4,988
0.11 1
REMOVE EX SEWER CLEANOUT
0
AND SSS AS NECESSARY AND
CAP SSS
NEW GAS SERVICE (TO BE SIZED
BY OTHERS)
4' 0,4'DEEP DRYWELL FOR
BUILDING FOOTING DRAINS AND
AREA DRAINS
I/CO6
FG 338.50
TOP OF DRYWELL 337.50
4" 1E 336.56
@2
EA - PUMP STATION CONTROL
PANEL (ONE FOR EACH PUMP)
ss� 4
7 �ESMT
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DRAINAGE NOTES:
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GENERAL NOTES: ABBREVIATIONS: LS LAND SURVEYOR 'z"
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BLDG = BUILDING PL = PROPERTY LINE
1. DETENTION PIPE MATERIAL SHALL BE ONE OF THE FOLLOWING: 1. ALL FINAL RESTORATION RESULTING FROM THE INSTALLATION OF
5
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BM = BENCHMARK PVI = POINT OF VERTICAL
- ACSP - ALUMINIZED CORRUGATED STEEL PIPE (TYPE 2 IVEETS AASTO UTILITIES IS TO BE COMPLETED BY THE CONTRACTOR. INTERSECTION
0
CD
0
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L-uj = � �a:
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BOTS = BOTTOM OF STEP(S)
DESIGNATIONS M274 AND M36) CB = CATCH BASIN ROW = RIGHT OF WAY
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- CAP - CORRUGATED ALUMINUM PIPE (16 GAUGE OR BET7 ER) UTILITIES (GAS, POWER, ETC) AND WET UTILITIES (WATER, SEWER, AND CW = CONCRETE WALK SDCO = STORM DRAIN CLEANOUT
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5' SEWER ESM'T - 6" 1E (N) 334.27
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8
4/25/2016
OF
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KEY NOTES
KEY DESCRIPTION
CONCRETE SIDEWALK
NEW DRIVEWAY
2
SAWCUT AND MATCH EG. IF
(C3 ASPHALT OVER CONCRETE,
D REPLACE PAVEMENT PER ONSITE
INSPECTOR'S DISCRETION
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STRIPING AS NECESSARY
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EX 4" WIDE WHITE PAINTED
PARKING LANE
FLOW ARROW (TYP)
NEW PARKING LANE STRIPING, 4"
IT WIDE, WHITE
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EX 3RD AVE NORTH CONDITIONS
MAY INCLUDE ASPHALT OVER
CONCRETE. REPLACEMENT
EXTENTS TO BE DETERMINED BY
ONSITE INSPECTOR DURING
CONSTRUCTION. JOINT
LOCATIONS AS SHOWN ARE
SCHEMATIC ONLY
EXISTING PARKING LANE
STRIPING TO BE REMOVED
DETAIL/
SHEET
H/C06
J/C06
K/C06
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IS 7892 0
(OB12015) 16"PR
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50
FG 338.50
DRIVEWAY PROFILE (A -A)
SCALE: HORIZ. 1 10'; VERT. 1 5'
TWI N
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c �-TOPS 3�5.38
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EX CW 345.37 EX TOC 345.39
4DS
BOTS 339 24 1 1 1_ I EX FL 344.89 (0812015)
ABBREVIATIONS:
BLDG
= BUILDING
BM
=BENCHMARK
BOTS
= BOTTOM OF STEP(S)
CB
= CATCH BASIN
CL
= CENTERLINE
CW
= CONCRETE WALK
DRN
= FOOTING DRAIN
EG
= EXISTING GRADE
EL
= ELEVATION
ELEV
= ELEVATION
ESMT
=EASEMENT
EX
= EXISTING
FF
= FINISHED FLOOR
FG
= FINISHED GRADE
FL
= FLOW LINE
G
=GAS
HMA
= HOT MIX ASPHALT
ID
= INNER DIAMETER
IE
= INVERT ELEVATION
LF
= LINEAL FEET
LS
= LAND SURVEYOR
OHP
= OVERHEAD POWER
PL
= PROPERTY LINE
PVI
= POINT OF VERTICAL
INTERSECTION
ROW
= RIGHT OF WAY
SD
= STORM DRAIN
SDCO
= STORM DRAIN CLEANOUT
SDFM
= STORM DRAIN FORCE
MAIN
SDMH
= STORM DRAIN MANHOLE
SS
= SANITARY SEWER
SSMH
= SANITARY SEWER
MANHOLE
SSS
= SANITARY SIDE SEWER
SSSCO
= SANITARY SIDE SEWER
CLEANOUT
TOC
= TOP OF CURB
TOPS
= TOP OF STEP(S)
TYP
= TYPICAL
W
= WATER
WDF
= WOOD FENCE
UND 518 " REBA R & CAP
I-S 7892 "
(0812015)
7 r. EX CW 344.67
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I Ij ROW 344.71 3 / . . EG 345.71
6TOPS 340.99 pss-sss-sss TOC 345.87, E
G 345.60
FG 340.99 FG 343.75 2 1 RIM 343.90 EX FL 34537
RIM 345.51
_SD_ RIM 345.12
DN L-RIM 340.79- FG 341.36--\ IRIM 343.21 G EG 345.53 FOUND 4"X4- CONCRETE
DR DRN RN DR�- 8
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FG 343.75 1E IN(E) -3,39.52
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51 OF 7 RIM 359.37-/
EG 345 EX FL 345.15 Cj
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\AT E T EG 345.95
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5' SEWER ESM'T 0
(AIFN 1747984) FOUND '3//Ar D. IRON PIPE,
(0812015)
I
0
GRADING PLAN
SCALE: 1" = 10'
tu
41
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RIM=346.03' &I m ctry oF mmbmo'-
IL 10 Mr(lV)=,)l+U. /,D
1E 18" RCPlr"=,340.66'
(3)
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�- � I - I I -
EX SSMH
RIM=346.03'
1E (NS) CENTER CHANNEL=322.98
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DRAWN BY: KR
CHECKED BY: TG
SCALE: AS SHOWN
DATE:
REV.
ISHEET
3 8
03/25/2016
OF
6
SHEET NUMBER
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PLACE 3/4"-1.5" WASHED GRAVEL IN
THE TRENCH AND ON BOTH SIDES OF
FILTER FABRIC FENCE ON THE SURFACE.
CD
t,D
Ila
FILTER FABRIC MATERIAL IN
CONTINOUS ROLLS, USE STAPLES
OR WIRE RINGS TO ATTACH
FABRIC TO WIRE,
WIRE MESH SUPPORT FE\10E
TO SUPPORT FILTER FA 'IC.
BURY BOTTOM OF FILTER
MATERIAL 8"' TO 12"
6' MAX,
'2" X 21' WOOD POSTS OR
EQUIVALENT
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL,
FILTER FABF
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN,
SILT FENCE
PER COE STANDARD PLAN E1.1
Ld
RESIDENCE Li
In
0
Ir-r-
CLEANOUT WITH 450 n
BEND AND CAP 1
NOT TO EXCEED 100' BETWEEN
CLEAN OUTS
CLEANOUT (WYE WITH CAP
AND LOCKING LAMPHOLE COVEI
& CONCRETE LEVELING COLLAR
12"+/-
J_
WATER TIGHT CAP
RISER
12" PVCZ
SLEEVE
6" RISER
<
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ry
Ld
3:
Li
Cn
y y
NMI CITY INSPECTION REQUIRED ON FORM
5-1/2"
WORK PRIOR TO POUR
1' R
1' BATTER
1'R
0.05 FT/FT
14 1 . . 4 \<�'_
CLJ <
41 4
< 4
4
4
A 4
18' STANDARD
24' ARTERIAL
NOTESi
1, FORMS SHALL BE TRUE TO LINE AND GRADE
AND SECURELY STAKED,
2, THRU JOINTS SHALL BE PLACED ADJACENT
TO CATCH BASINS,
3. EXPANSION JOINTS SHALL BE EVERY 10 FEET
AND DUMMY JOINTS EVERY 5 FEET.
4. THRU JOINTS SHALL HAVE 1/2' TO 5/8' WIDE
PREMOLDED JOINT FILLER,
5. 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.
14xl 4"x6"
CONCRETE
COLLAR
LEVELING COLLAR
bi
n
0 LOCKING LAMPHOLE COVER
(YI /12" MIN.
CONCRETE PAD
4" OR 6" SIDE SEWER
GENERAL CLEANOUT DETAIL
6" WYE AND 450
AND 1/8 BEND 6" CITY STUB
n
45 0
END
12"
4" OR 6" SIDE SEWER
ASPHALT SURFACE
CLEAN OUT DETAIL AT PROPERTY LINE
F_
12" LOCKING LAMPHOLE COVER
A (EAST JORDAN IRON WORKS CO.)
pl-
6" RISER (MODEL #: 00366108)
12" PVC SLEEVE
[30 [3
- 13 -
PVC CAP 13 13 13
1100
0130
D
NOTE:
TYPICAL CL NOUT UNDER ASPHALT
SIDE SEWER JOINTS SHALL BE
OR CONCRETE GASKETED
SSS CLEANOUT
PER CITY OF EDMONDS STANDARD DETAIL E6.2
A M A A
2- 5/8' MINUS C)'TC
CURB AND GUTTER
PER CITY OF EDMONDS STANDARD PLAN E2.8 �Co
CATCH BASIN INLET PROTECTION
PER CITY OF EDMONDS STANDARD DETAIL E1.3
IN
NOTES:
Straw Halls Must
Be Placed Along
Slope Cbntoura
1 W-25'(3-9rn)
N
Spacing Depends
on W1 Type and
Slope Steepness
Live
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- and native seeds am
captured behind the rolls.
3"-Sw (76-125mm)
L!00 DIA,
250mrn)
I X I Stake
not to scale (25 x 25mm)
NOTE:
I.Straw toll inst0ation requires the:placcment and secure gWdng of the roll in a trencb, 3'�-S" (75-125mm)
deep, dug. on contour. runod.must. nol bc,al1ow0dito run under or around roll.
STRAW WATTLE
PERD.O.E. FIGURE 4.2.14 KID
1. CATCHBASINS TO BE CONSTRUCTED IN
ACCORDANCE WITH ASTM C 478 (AASHTO M
199) & ASTM C 890 UNLESS OTHERWISE
SHOWN ON PLANS OR NOTED IN THE
WSDOT/APWA SPECIFICATIONS.
2. REINFORCING SHALL BE EQUIVALENT TO
WELDED WIRE FABRIC HAVING A MINIMUM AREA
OF 0.12 SQUARE INCHES PER FOOT. WELDED
WIRE FABRIC SHALL COMPLY TO ASTM A 497
(AASHTO M221). WIRE FABRIC SHALL NOT BE
PLACED IN THE KNOCKOUTS.
NOT TO SCALE
AN
"DONEE IN
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PROJ. MANAGER: TG
DESIGNED BY: BI,TG,KR
DRAWN BY KR
KG CHECKED BY: TG
PER CITY OF EDMONDS STANDARD DETAILS E1.2 PER SNOHOMISH COUNTY PUBLIC WORKS
SCALE: ASSHOWN
�01 �' �O
STANDARD DETAIL 5-060
DATE: REV. SHEE
4
OF
03/25/2016
1 1 6
SHEET NUMBER
2 B Z�Ab
"04
),-Pps r-""
0
A A A A A A A
CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUC-ION ENTRANCE
DURING THE CONSTRUCTION PERIOD,
CONSTRUCTION ENTRANCE rF'�
3. THE BOTTOM OF THE PRECAST BASE
SECTION MAY BE ROUNDED.
4. PRECAST BASES SHALL BE FURNISHED WITH
CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL
HAVE A WALL THICKNESS OF 2" MINIMUM.
5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH
MAXIMUM DIAMETER OF 20". KNOCKOUTS MAY
BE EITHER ROUND OR "D" SHAPED. PIPE TO BE
INSTALLED IN FACTORY SUPPLIED KNOCKOUTS.
6. KNOCKOUT OR CUTOUT HOLE SIZE IS
EQUAL TO PIPE OUTER DIAMETER PLUS
CONCRETE INLET WALL THICKNESS.
7. THE TAPER ON THE SIDES OF THE
PRECAST BASE SECTION AND RISER SECTION
SHALL NOT EXCEED 1/2" PER FF.
8. CONCRETE INLET FRAME AND GRATE SHALL
BE IN ACCORDANCE WITH THE WSDOT/APWA
SPECIFICATIONS AND MEET THE STRENGTH
REQUIREMENTS OF FEDERAL SPECIFICATION
RR-F-621D. MATING SURFACES SHALL BE
FINISHED TO ASSURE NON -ROCKING FIT.
9. FRAME AND GRATE MAY BE INSTALLED WITH
FLANGE DOWN OR CAST INTO RISER.
SEE TEXT SECTION 5-06
WSDOT/APWA PLAN 1-A
CATCH BASIN TYPE 1
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RIM
FLOW CONTROI
STRUCTURE
CONNECTION
AND CONTROL
DEVICE (SEE
DETAIL A)
OUTLET PIPE
ALLOWABI
OUTLET
LOCATION
1800 TO 31
RIM 342.97
A
z
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OVERFLOW ELEV 337.27
SUPPORT (2 REQ'D) PVC CAP
SEE DETAIL B A .
IE 334.27-
CONTROL DEVICE c:)
SEE DETAIL A C\l
TYPE 9 MNRL AGG
c:) 4
W/ PORTLAND
4
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CEMENT z
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UPSTREAM
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RIM 340.79
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SLOPE BOTTOM
TO DRAIN
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PCP, RCP, OR CPEP Z.: W/ PORTLAND
CEMENT
DETENTION PIPE
(25 LF 36" DIAMETER)
ELEVATION A
PROFILE VIEW OF DETENTION PIPE AND FLOW
CONTROLSTRUCTURE
NOT TO SCALE
R.O.W. PROPERT
LINE
�,D
@METER SUPPLIED BY CITY
I L-1 c:l r_j I
00 1 r--j FINISHED
NOTEi GRADE
BACK SIDE OF METER BOX
SHALL BE SET AT THE
PROPERTY LINE, METER
BOXES SHALL NOT BE L A
PLACED IN DRIVEWAY AREAS, �l
BALL VALVE% -------------- \�
-------------
6
A
LJ - - - - - - - Li
DI RECTION
WATER @) -,,,,<OF FL70W��
MAIN A
F
MATERIAL LIST
ALL 1' SERVICES TO BE TYPE 'K' SOFT COPPER TUBING.
1' BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET.
<FORD OR MUELLER),
DUAL PURPOSE UNION.
@ MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL
7 TO FORD B84-444Q FOR V
@ WHEN REPLACING EXISTING SERVICES: 11 METER SETTER WITH ANGLE BALL METER VALVE.
15' HIGH WITH DUAL PURPOSE UNIONS ON INLET AND OUTLET, HORIZONTAL IN
HORIZONTAL OUTLET. EQUAL TO FORD VB74-15W-11-44.
WHEN PLACING NEW SERVICES: USE SAME AS ABOVE AND ADD A SINGLE CHECK.
EQUAL TO FORD VBH74-15W-11-44.
0 1' CC TAP SERVICE SADDLE EQUAL TO ROMAC 101S
CARSON 1324 MSBCF WITH DUCTILE IRON COVER WITH CAST IRON READER DOOR.
FOR VACANT LOT (FUTURE USE) LOCATION MARKED WITH PAINTED 2' X 4' STAKE
WITH 'WATER' STENCILED ON IT.
14GA. VINYL COATED WIRE TRACER (TAPED TO PLASTIC PIPE EVERY 101) TO BE
GROUNDED AT METER AND HOUSE,
G SCHEDULE 40 3/4' OR V PLUG, REMOVE WHEN CONNECTION IS MADE TO CUSTOMER LINE.
WATER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR.
PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4' OR 1' METER THROUGH THE CITY,
3 CITY WILL INSTALL METER AFTER PURCHASE,
IF USING 3/4" METER, CONTRACTOR WILL PROVIDE REDUCERS.
1 " WATER SERVICE FOR 3/4" OR 1
METER INSTALLATION
PER CITY OF EDMONDS STANDARD DETAIL E7.6
A A e A c
PUMP GENERAL NOTES
1. PUMPS SHALL BE STANDARD MANUFACTURE AND SHALL BE
SPECIFICALLY DESIGNED FOR THE APPLICABLE USE (E.G.,
DRAINAGE DISCHARGES FOR A SPECIFIC PROJECT) USING THE
PUMP MANUFACTURER'S RECOMMENDED OPERATING
GUIDELINES. PUMP SIZING DATA AND/OR CALCULATIONS SHALL
BE SUBMITTED TO THE CITY OF EDMONDS DURING THE REVIEW
PROCESS OF A ROUTED PLAN SET.
2. NO MORE THAN ONE PROPERTY SHALL BE CONNECTED TO ANY
PUMP SYSTEM, INCLUDING THE FORCE -LINE, UNLESS
AUTHORIZED BY THE CITY OF EDMONDS.
3. AN ELECTRICAL PERMIT IS REQUIRED FOR AN ELECTRICAL
HOOKUP OF A PUMP IF A NEW CIRCUIT IS REQUIRED FOR THE
PUMP.
4. THE DISCHARGE PIPE (FORCE -LINE) SHALL HAVE A
NON -CORROSIVE CHECK -VALVE, A "QUICK -RELEASE"
CONNECTOR/FITTING, AND A NON -CORROSIVE GATE -VALVE TO
FACILITATE PUMP REMOVAL. THE PIPE SHALL BE PVC SCHEDULE
40, PVC SCHEDULE 80, OR DUCTILE IRON AS APPROVED BY THE
SITE INSPECTOR.
5. A FORCE -LINE PIPE MAY NOT CONNECT DIRECTLY TO A PUBLIC
MAIN. PRIOR TO CONNECTING TO THE PUBLIC MAIN, THE
FORCE -LINE SHALL DISCHARGE INTO A STANDARD,
GRAVITY -FLOW SECTION OF SERVICE DRAIN PIPE.
6. FORCE -LINE SECTIONS OF PIPE ARE REQUIRED TO HAVE "PIG
PORTS" FOR EACH OF THE FOLLOWING TWO CONDITIONS: 1) A
MAXIMUM OF 100 FOOT INTERVALS AND 2) WHEREVER FITTING
BENDS TOTAL 1350.
7. THE PUMP SHALL BE INSTALLED IN A CATCH BASIN TYPE 11 - 54"0
PER DETAIL M/C06.
8. PUMP SYSTEMS SHALL BE DESIGNED AND INSTALLED TO PROVIDE
EASY ACCESS FROM THE GROUND SURFACE TO ALL MECHANICAL
AND ELECTRICAL DEVICES.
9. THE FORCE MAIN PIPE LOCATED OUTSIDE THE BUILDING MUST
WITHSTAND THE LINE PRESSURE PER THE TESTING
REQUIREMENTS.
10. AN AUDIBLE ALARM SYSTEM IS RECOMMENDED FOR PUMP
SYSTEMS.
v v r-1
rL
FLOW CONTROL
STRUCTURE
NDN-SHRINK GROUT 991
A
COUPLING V-0" MAX
(optbnal) --------------
PVC PIPE STUB*
�00
0�
-1 F
-1 L
GA3KET (TYP) A 4.
4
A
4
PVC ADAPTER* W/
DOUBLE GASKET
4.
A
A.
AND ADHESIVE
BONDED SAND FINISH
ON EXTERIOR. MIN 7" L70NGla A
_14
CAULK SPACE BETWEEN
PVC ADAPTER AND PIPE STUB
CONNECTION & -CONTROL DEVICE
DETAIL A
PVC PIPE*
CONTROL DEVICE
ASSEMBLY TO BE
REMOVABLE FROM
INSIDE THE FCS
SET SCREW TO
PREVENT ROTATION
INVERT*
PVC PIPE CROSS*
ORIFICE V-0" MIN
DIAMETER* V-6" MAX
DRILLED ORIFICE
IN PVC INSIDE
CAP PLUG
PUMP SPECIFICATIONS
SUBMERSIBLE EFFLUENT
SUBMERSIBLE EFFLUENT
GENERAL DESCRIPTION
PUMP 1 - LIBERTY MODEL
PUMP 2 - HYDROMATIC
260 (1/6 HP)
OSP 50 (1/2 HP)
12.8 GPM @ 13'TDH (BASED ON
46 GPM @ 13' TDH (BASED ON
PUMP DESIGN FLOW & TDH
FORCE MAIN DIAM. AND LENGTH
FORCE MAIN DIAM. AND LENGTH
PER PLAN DOUBLED TO ACCOUNT
PER PLAN DOUBLED TO ACCOUNT
FOR MINOR LOSSES)
FOR MINOR LOSSES)
MINIMUM SOLIDS HANDLING
3/4" MIN
3/4" MIN
PER MANUFACTURER'S
PER MANUFACTURER'S
PUMP E=FICIENCY
RECOMMENDATIONS OPERATING
RECOMMENDATIONS OPERATING
RANGE
RANGE
PUMP E-ECTRICAL
SINGLE PHASE
SINGLE PHASE
PUMP CONTROLS
PER MANUFACTURER'S
PER MANUFACTURER'S
RECOMMENDATIONS
RECOMMENDATIONS
PUMP MOUNTING & DISCHARGE
PER MANUFACTURER'S
PER MANUFACTURER'S
RECOMMENDATIONS
RECOMMENDATIONS
DISCHARGE MANIFOLD
PER MANUFACTURER'S
PER MANUFACTURER'S
RECOMMENDATIONS
RECOMMENDATIONS
1-1/4"
2"
(USED FOR TDH CALCS. CAN USE
(USED FOR TDH CALCS. CAN USE
FORCE MAIN & FITTINGS
1-1/4" MIN UP TO 4" MAX BUT
2" MIN UP TO 4" MAX BUT
REQUIRES RECALCULATION OF
REQUIRES RECALCULATION OF
TDH)
TDH)
CONTROUFLOAT
PER MANUFACTURER'S
T
PER MANUFACTURER'S
SPECIFOATIONS
RECOMMENDATIONS
RECOMMENDATIONS
NOTES:
1. THESE SPECIFICATIONS ARE SCHEMATIC IN NATURE AND SHALL BE CONFIRMED BY THE SUPPLIER
AND CO\ITRACTOR.
2. PUMP FLOATS/CONTROLS AND DISCHARGE VALVES SHALL BE FIELD TESTED AND ADJUSTED TO
ACHIEVE DESIGN FLOW AND OPTIMUM PUMP CYCLE TIMES PER MANUFACTURER'S
RECOMMENDATIONS.
3. DUPLEX PUMP STATION REQUIRED.
4. AT A MINIMUM, PUMP 2 (1/2 HP PUMP), CAPABLE OF PUMPING THE 100-YEAR STORM EVENT, SHOULD
BE INSPECTED AND CYCLED ON AN ANNUAL BASIS TO VERIFY IT IS IN GOOD WORKING ORDER.
FIBERGLASS OR HIGH
DENSITY POLYETHYLENE
BASIN - 24"0 EFFLUENT PUMP(S)
DUPLEX SYSTEM REQUIRED
FLEX COUPLING
1.25" PVC SCHEDULE
6" CONCRETE BLOCK 40, PVC SCHEDULE
80, OR DUCTILE IRON
FORCE MAIN
C
CPL F06RI A
[in _lmll FA I RAW I I
CPL
FLEX COUPLING
PLAN
2" PVC SCHEDULE
40, PVC SCHEDULE
80, OR DUCTILE
IRON FORCE MAIN
PUMP DISCHARGE FITTINGS
TO CONNECT TO FORCE MAIN
DUPLEX PUMP STATION
NOT TO SCALE
D A Ei A F A n A
9/_7
PUMP 1 OFF
(SWITCH 3)
ELEV 336.50
PUMP 1 ON
(SWITCH 2)
ELEV 335.75
6" INLET
IE 334.23
PUMP 1 OFF
(SWITCH 1)
ELEV 332.75
POWER/CONTROL
CABLES
MANHOLE BOTTOM
ELEV 331.23
FIBERGLASS OR HIGH
DENSITY POLYETHYLENE
BASIN - 24"0
AIR VENT. CONNECT
TO HOUSE PLUMBING
VENTILATION
POWER/CONTROL
CABLES
6" INLET
IE 334.23
APPROX. 7.5- (VERTICAL)
PVC FLEX PIPE (SIZE PER
PLAN; 1.25"0 OR 2"0)
SEE ABOVE PUMP
CONTROL SCHEMATIC
FOR FLOAT ELEVATIONS
3'MINIMUM
6" CONCRETE BLOCK -L
i v K
CINCH ANCHOR
WIRE ROPE
CLIP (SS)
DEFORMED
Y8"STEEL
ROD (SS OR
ALUMINUM)
+_ENGTH TO FIT
PVC PIPE &
CROSS
FLOW CONTROL
STRUCTURE
PIPE SUPPORT
Q ETAI L 8
RIM
I E 343.10
1 EA - 1.25" FORCE MAIN
IE 340.00
1 EA - 2" FORCE MAIN
IE 340.00
HIGH LEVEL ALARM
(SWITCH 3)
ELEV 337.00
PUMP 2 ON
(SWITCH 2)
ELEV 336.50
PUMP 2 OFF
(SWITCH 1)
ELEV 332.75
PUMP 1 _j I PUMP 2
PUMP CONTROL SCHEMATIC
NOT TO SCALE
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REMOVABLE TRAFFIC RATED, SOLID, LOCKING
LID FLUSH W/ SURROUNDING PAVEMENT
RIM 343.10
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FITTINGS AS NECESSARY
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KR
APR 2 6 2016
CHECKED BY:
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SCALE:
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REV.
SHEET
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RAILS cfTY
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ANTI -FLOTATION PLATE
4/25/2016
OF
OR FLANGE
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SHEET NUFBER
CONCRETE ANTI -FLOTATION
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IORK PRIOR TO POUR
ION JOINT
10, DUMMY JOINT
4 4 .�A
A A4 .4
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2'MIN.
10, O.C. 5'O.0
.............. _M_ I
SAW CUT ACP A MIN.
AL OF 2'FROM EDGE OF
PLAN GUTTER.
FULL DEPTH 1/2" EXPANSION
JOINT MATERIAL 5'TO 10'
2%
A
4 q-
"M T T.'..'f
44,
I -"T
T�
1-111 :L 1:;:q
:dA _MM
A A LIT-1
UNDISTURBED EARTH OR
SECTION """�\COMPACTED NATIVE MATERIAL
UNLESS OTHERWISE SPECIFIED
2'MIN.
SAW CUT BY ENGINEER
2"- 5/8" MINUS CSTC
NOTE:
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.
7. SAW CUT AND REMOVE ACP PAVEMENT A MIN. OF 2'FROM GUTTER
FACE TO INSURE ADEQUATE COMPACTION OF ACP AND GUTTER SUBGRADE
CONCRETE SIDEWALK
PER CITY OF EDMONDS STANDARD DETAIL E2.13
FINAL JOINT SHALL BE A NEAT HMA CLASS 1/2'
STRAIGHT LINE AND ALL EXPOSED PG 64-2E
EDGES SHALL BE TACKED NEATLY (SEE NOTE 5)
WITH WSDOT STANDARD
SPECIFICATIONS 5-04,3(5)A
APPROVED TACK OR APPROVED
EQUAL. SLOPE EXCAVATION TO
AVOID UNDERMINING EXISTING
EXISTING HMA-i
PAVEMENT.
VII ' ,
,
'4
EXISTING
A
MATERIAL I I El 4
1=1 I F
W-
4 El I F
7 4
_j
1-1/4' MINUS TRENCH WIDTH
CSBC PER WSDOT'
9-03.90)
IMPORT OR NATIVE MATERIAL
(SEE NOTES 3&4)
BACKFILL SHALL BE COMPACTED TO
95% MAXIMUM DENSITY (SEE NOTE 2)
NOTES,
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 WSDOT STANDARD
SPECIFICATIONS APPROVED JOINT SEALANT OR APPROVED EQUAL.
TYPICAL HMA AND UTILITY PATCH KK
PER CITY OF EDMONDS STANDARD DETAIL E2.3
0
r-9
0
z
<
z
LLJ
z
0
"0" RING
HOUSE
PERFORATED PVC
FOOTING DRAIN
FLOW
DRY WELL
PLAN VIEW
NTS
AREA DRAIN
(WITH SUMP)
48 INCH DIAMETER
HOLE FILLED WITH
1 3" WASHED
2
DRAIN ROCK
MARK CENTER OF HOLE
WITH 1" CAPPED PVC
OR OTHER MEANS
HOUSE FOOTING FLUSH WITH SURFACE
DRAIN TOPSOIL
U1,11111f
VMIN.
FLOW
MIN 4" DIA.
FINE MESH SCREEN
PVC PIPE
AREA DRAIN
VARIES
(WITH SUMP) 48 INCH DIAMETE
FOOTING
DRAIN
SIDES OF HOLE-/
'.0 HOLE FILLED WITH
LINED WITH
1 3" WASHED
2
FILTER FABRIC DRAIN ROCK
15'MIN. U_ U.ON ()- 0-
'D Q 0"p
1)- 0 9; N c0i
MIN. VABOVE SEASONAL
HIGH GROUNDWATER TABLE
DRY WELL
SECTION
NTS
DRYWELL I
NOT TO SCALE C
v v v
/
2
MIN SAW CUT,
EXISTING PAVEMENT
(c C'q
NOTE:
1. IF DRIVEWAY WIDTH EXCEEDS
15', INSTALL A FULL DEPTH EXPANSION
JOINT.
2, DRIVEWAY APRON SHALL BE A MINIMUM
OF 6' THICK AND SHALL BE PLACED ON
2' OF 5/80 CSTC AND COMPACTED GRADE,
3. A MINIMUM 2' SAW CUT IS REQUIRED IN
THE ASPHALT WHERE NEW CURB / GUTTER
IS PLACED (SEE DETAIL ABOVE),
CONCRETE SHALL BE CLASS 3- 300OPSI
PANSION JOINT
OR
16" VERTICAL CURB
(TO MATCH EXIST. ONLY)
EXPANSION JOINT
6/
1/2" LIP
S�_U?E
6' CURB
I DRIVEWAY CURB TRANSITIONAL DETAIL FOR
CURB AND GUTTER SHALL BE PDURED CURB AND GUTTER OR VERTICAL CURBS
SEPARATELY FRDM THE SIDEWALK,
CITY INSPECTIDN REQUIRED DN FEIRM WDRK
CATCH BASIN FRAME AND VANED GRATE PRIDR TD PDUR,
OR MANHOLE RING AND COVER DRIVEWAY ENTRANCE
RECTANGULAR ADJUSTMENT SECTION PER CITY OF EDMONDS STANDARD DETAIL E2.26
OR CIRCULAR ADJUSTMENT SECTION
NOTES
1. NO STEPS ARE REQUIRED WHEN HEIGHT IS 4'OR LESS.
2. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE SLOPED TO FACILITATE
CLEANING.
3. THE RECTANGULAR FRAME AND GRATE MAY BE INSTALLED WITH THE FLANGE
UP OR DOWN. THE FRAME MAY BE CAST INTO THE ADJUSTMENT SECTION.
4. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM.
PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE
OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR
IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3.
CATCH BASIN DIMENSIONS
CATCH
MIN.
MIN.
MAXIMUM
MINIMUM
BASIN
WALL
BASE
KNOCKOUT
DISTANCE
DIAMETER
THICKNESS
THICKNESS
SIZE
BETWEEN
KNO CKOUTS
54
4.5
8
42
8
PIPE ALLOWANCES
CATCH
BASIN
DIAMETER
PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER
CONCRETE
1
ALL
METAL
cPssPG)
SOLID WALL
PVC 0
PROFILE@
WALL PVC
if
54
if
30
if
36
30
36
36
-MAXIMUM TRENCH -
PAY WIDTH
(SEE TABLE BELOW)
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G) Corrugated Polyethylene Storm Sewer Pipe (Standard Specification 9-05.20
8' MIN 8' MIN -
Q (Standard Specification 9-05.12(l))
(Standard Specification 9-05.12(2)) -SEE NOTEI
N OTE:
REINFORCING STEEL (TYP.) 1 . MAXIMUM WIDTH OF TRENCH AT TOP PIPE
36" FOR PIPE UP TO AND INCLUDING
12" NOMINAL DIAMETER
GRAVEL BACKFILL FOR
I.D. PLUS 18" FOR PIPE LARGER THAN 12"
PIPE ZONE BEDDING
INTEGRAL BASE
SEPARATE BASE PRECAST WITH RISER
PRECAST (48" - 72" ONLY)
110
CATCH BASIN TYPE 11 - 54
PER WSDOT STID DETAIL B-1 0.20-01
A A
F
L L)
W W
0
0
PROJ. MANAGER: TG
DESIGNED BY: B1, TG, KR
NOMINAL DIAMETER
2. REFER TO CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF WSDOT STANDARD DRAWN BY: KR
SPECIFICATIONS. FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION.
CHECKED BY: TG
3. TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTON OF 95% DENSITY PER ASTM D 15,57. SCALE: ASSHOWN
DATE: REV. HEET
s 8
1203/25/2016 OF
-.L-
2� jV3HEET NUMBER
Aa TYPICAL TRENCH SECTION
PER CITY OF EDMONDS STANDARD DETAIL E4-2 BUILDING EDW4
1\ �O2 aly or
C 0 6
A-
A A A A
e