405 3RD AVE N.PDF4879
405 3RD AVE N
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TAX ACCOUNT/PARCEL NUMBER: 0,
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CITY OF EDMONDS
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cc STATE SURCHARGE -4.0 50
W PERMIT APPLICATION: 180 DAYS
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IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION Building Official or his/her Deputy: and Fees are paid, and
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WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. receipt is acknowledged in space'provided.
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DATE SIGNED (425) SIG FIE DATE
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A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
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DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
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Structuraf Notes
Design without r
Construction Phase
Services
Project Data
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Legal Description
Building Data
Zoning Code
Index of Drawings
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q99 12:12 425928944*
DODDS
GEOSCIENCES INC.
Post office Box 238.5
Kirkland, WA 98083
Te/ephonc (425) 8-07-1064
Facsimile (425) 828-9443
Doug Herman
403-3 d Avenue North
Edmonds, WA 98020
HAVE A GREAT DAY 0 PAGE 01
RECEIVED
JUL 0 7 100-0,,S
DEVELOPMENI SERVICF-S GM�
Cll-� OF E0140141M
STREET FILE`�`t"_ Job Number 9069
July 5, 1999
Subject: Geotechnical Engineering Report
Proposed Residence behind 403 — 3rd Avenue North
Edmonds, Washington
Dear Mr. Herman:
This letter presents the results of our reconnaissance of your property at 403 - Yd Avenue
North in Edmonds, Washington. We have previously completed the project immediately
south of this site and so are familiar with site soils. in addition, prior to our site visit, two
test pits were excavated in the backyard of 403 - P Avenue North to allow us to observe
subsurface soils.
The test pits revealed that the proposed building area is overlain with three to five feet of
loose gravelly silty sand which. has been deposited atop brownish -gray medium -dense
silty sandy soil,
We understand the entire proposed building area of the backyard was preloaded with
more than five feet of fill during construction of the project south of this site.
FouiLdatioos'.
It is our preliminary opinion that the structure may be supported on conventional
continuous bearing on a n-�nirnum of two feet of densely compacted two to four -inch slag
or quarry spalls placed atop the native mediuni-dense sandy soils below the fill at a
minimum depth of three feet below existing grades, oveT-excavation below design
footing depths will be required.
A bearing pressure of one thousand (1,500) psf may be assumed for footings bearing
directly on the compacted slag or quarry spalls at least 1.5 feet below fin. ish grades. The
design bearing pressure may be increased by one-third to accommodate short term wind
and seismic loads. To provide protection against shw failure, we recommend
continuous have minimum widths of twenty4our inches (24"). Compaction of the
bearing surface prior to placement of the quarry spalls may be required. Spall.s should
extend out beyond the footing edge a distance at least one half the depth of the spalls
under, the footings.
07/06/99 13:20 TX/RX NO.2473 P.001 M
'? PAGE 02
0/06,11999 13:12 42-5582G944- HAVE A GREAT DAY
HERWN RF,,VDPNCE Job Number 9069
Ju�y 5, 1999 Page 2
We estimate that footings bearing on properly prepared spallswill settle approximately
one-half inch between building corners or for every thirty feet of continuous footing
distance.
Lateral loads such as wind and seismic forces are accommodated by fliction between the
foundation elements and the bearing soils and by passive earth pressure against the
foundations. However, passive earth pressure is only available if compacted structural
fill is used to backfill against the foundations. The passive resistance of the existing fill
may be assumed to be an equivalent fluid pressure of two hundred (200) pounds per
cubic foot (pci).
Seijmig-�
The site is classified as Seisinic Zone 3 by, the Uniform Building Code. We recornmend
the designer utilize site soil coefficient SD for the underlying native soilsin their analysis.
Site Drainage:
The site should be graded during construction so that surface water is directed away from
any excavation. Water should not be allowed to pond where foundations, pavements) or
slabs are to be consMicted.
Final site grades adjacent to the buildings sbould be sloped away from the structures for a
minimum distance of ten feet. Roof and surface water drains should discharge to an
appropriate facility.
Excavgfiwumd- Soes:
Temporary and permanent excavation and slopes for this project must meet all applicable
government safety regulations. Temporary excavation slopes should be cut no steeper
than IA (Horizonta]:VerticaJ) for the entire depth of the cut, Flatter slopes may be
required depending upon location -variations in soils conditions and whether there is
groundwater present.
Contractors working in excavation& should use caution at all times. Sudden caving of the
side slopes is possible,
Permanent cut and fill slopes which are not other -wise reinforced should not exceed 2:1
(H:V).
0 1 7/06/99 13: 20 TX/RX NO.2473 P.002 M
07/06/1,;99 13:12 42SG22944-
HAVE A GREAT DAY PAGE 0-3
. 0
HTFRMAN RESIDENCE Job Number 9069
July 5, 1999 Pcige 3
General Earthwork and StructulaLf_i1j,
Site construction should begin by stripping and safely clearing the building site of all
vegetation, debris, and any other deleterious inaterial. Stripped materials may have to be
removed ftom the site. Groundwater seepage was noted during our fieldwork., Tile
contractor should anticipate, and be prepared to accommodate moderate seepage into
even shallow excavations.
Structural fill is defined as any fill placed below structures, including sJobs, where the fill
soils would need to support loads without unacceptable deflections or shearing,
Structural fill should be placed above unyielding utive site soils in maximum eight -inch -
thick loose lifts and compacted to a minimum, of 95% of Modified Proctor (ASTM
D1557), Quarry spalls should be tamped into placed with the back end of a trackhoe to a
dense unyielding condition.
Soilis typically difficult to place and compact as structural fill if more than thrcc perccnt
from the optimum moisture content at the linie of compaction. During wet weather or
under wet conditions, structural fill should coi)sist of a granular soil having less than five
percent silt or clay (illeasuied on that portion which passes the 3/�-inch sieve.). During dry
weather, water.may have to be added to the soil to achieve the required soil density,
Closure:
It is recommended we be retained to review the final development plans to verify site
specific subsurface requirements are inet and our recommendations have been accurately
interpreted in the plans.
It is also recommended that we be retained to provide professional geotechnical
consultation and observation services during design and construction., This allows us to-
1) Confirm that design conforms to specific subsurface requirements; 2) Confirin that
subsurface soils conditions exposed during construction are consistent with those
indicated by this report, 3) Evaluate whether earthwork and foundation construction
activities conform to the intent of the contract specifications and plans; and, 4) Provide
recommendations for design change,. in the event of changed conditions, While on the
site during coristruction, we will not direct or supervise the contractor or work, now will
we be responsible for providing on -site safety or dimensional measurements during
construction activities.
07/06/99 13:20 TX/RX NO.2473 P.003 0
07/0G/1999 12:12 42522e9444
HAVE A GREAT DAY 0 PAGE 04
HERMAN RE SIDENCE
iu�v 5, 1999
Job Number 9069
Page 4
It has been a pleasure providing you with our professional services, If there are any
questions concernIT)g t)jis report, please contact ine directly at 425-827-1084.
Thank you,
DODDS Geosciences Inc,
Mark K. Dodds, PR
MKD/ms
07/06/99 13:20 TX/RX NO.2473 P.004 m
CAF ENO. qA-S64
CAcal Areas Checklist 4
------- ------------------------------------------------------
Site Information (soils/topography/hydrology/vegetation)
1. Site Address/Location: .46.-,f ;;, r�4, At
2. Property Tax Account Number: :5177-2-
-1 Approximate Site Size (acres or square feet): (a 14 (a _5 93GO.�2
4. Is this site currently developed? __L�_Yes; _ no.
If yes; how is site developed? i A-wA.-:7- F--:-AA) i Lv t4)EAZ,5�
5. Describe t e general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet er a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: Approx. Depth:
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year?
8. Site is in the floodway &20 floodplain 00 of a w�ter course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? Pic Flows are seasonal? (What time of year?
10. Site is primarily: forested meadow shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site:
RkMMNATION
^ca_dk.doc� Rev 10/03/97
nit 6el V"IF, D
City of Edmonds DEC 2 8 1998 -
llfflbn�� . ; I PERMIT COUNTFR
CRITICAL AREAS CHECKLIST
The Critical Areas Checklist contained on this form is
to be filled out by any person preparing a
Development Permit Application for the City of
Edmonds prior to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The
information needed to complete the Checklist should
be easily available from observations of the site or
data available at City Hall (Critical Areas inventories,
maps, or soil surveys).
An applicant, or his/her representative, must fill out
the checklist, sign and date it, and submit it to the
City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map along with the signed
copy of this form to assist City staff in finding and
locating the specific piece of property described on
this form. In addition, the applicant shall include
other pertinent information (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in' completing their preliminary
assessment of the site
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
Name
26L IJ
Street Address
5c] meAj OR tA J A--- qee
city State zip
Telephone
Signature
I vp
Date
Applicant Representative:
Name
Street Address
city State
Telephone
Signature
Date
Zip
cnception\janakad.doc
(over)
1P C. 1 S,4 �)
Mr. Douglas Herman
403 3rd Avenue North
Edmonds, WA 98020
Subject:
Dear Applicant:
CITY OF EDMONDS BARBARA . FAHEY
MAYOR
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works a Planning/Building - Parks and Recreation - Engineering - Wastewater Treatment Plant
January 111, 1999
Determination regarding Critical Areas Checklist # 98-304
Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City
is located on the reverse side of the form (bottom of page).
It is very important for you to retain a copy of this Critical Areas Checklist' 'DETERMINATION" for your records.
IMPORTAktiNFORMATIOk TO BE NOTED:
PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT
ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIS OR CRITICAL AREAS STUDY.
The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a
project -specific determination.
You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL -40
PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED.
Permit applications include the following:
Enc: Determination
* Architectural Design Board
C:ReceptIonUana\CRLTR.doc
Building Permits
Conditional Use Permits
Subdivisions
Variances
Applications to the ADB* Land Use Applications
Any other development permit applications.
Thank you.
Planning Secretary
0 Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
Z
SEWER PERMIT
CITY OF EDMONDS SIPE
8 9 1 9 q '\1'3 9 1 84'
PERMIT
Address of Construction: 1-10,5 3 c� Awo ue. A/.
Property Legal Description (Include. a.11 easements):
Owner and/or Contractor:
State License N
Single Family
El Multi -Family (No. of Units
El Commercial
Public
r
C.
Building Permit No.
Invasion into City Right -of -Way: No 0 -Yes
RW.Construction Permit No.
Cross other Private Property: (k No. 13, Yes
Attach legal description and -copy of recorded easement
eDAJONDS
41c/v T
WIV e, PIANT,
I de�rtify that I have read and shall,comply with. alr city requirements Date
as indicated, on the back of the Perhi.&Card.
CALL DIAL -A -DIG (1-800-424-5555) BEFORE, ANY EXCAVATION'
OFFICE USE ONLY
FOR INSPECTION CALL 771-32e2-,PUBLIC WORKS DEPT.
Permit.Fee:-_ Issued By
Trunk Charge: Date Issued:
Assessment Fee: Receipt No.: ozi
Lid No.:
Partial Inspection: Date initial
Comments
Reason Rejected: Date -Initial
Final Inspection Approved: Date Initial 4)z 50tv
PERMIT. MUST BE POSTED ON JOB SITE
White Copy: File Green Copy: Inspector Buff Copy: Appiicant
Revised 3/90
Side Sewer Drawing
The City of Edmonds EASEMENT NO. ..— ....... --------------------
NEW CONSTRUCTION REPAIRS F-1 LID NO . .................. ASMT. NO . ..................
OWNER — ........ ...... ................. ................ CONTRACTOR0.w..,.rkc.ln-6
............... PERMIT NO.
JOB ADDRESS ....... 4.0-6-....34 .... ............................ LEGAL DESCRIPTION: LOT NO . ...................................... BLOCK NO - ------------------------ ...........
Li o
NAMEOF ADDITION ....................... ...................................................................... ..................
N
0
d /0 r
P\F c-
3tr
At2f#1
3
-3rJ Ave- N.
Approved:
PWW-0001-1 1175 (REV.1 1/78)
DATE... ........... B .. /ill -----------------------------
APPLICATION
for
The City of Edmonds SIDE SEWER PERNUT EASEMENT No . ..........................................
NEW CONSTRUCTION E] REPAIRS 0
11 -1-04firin
OWNER.......... L.-H.-Everett ................................................................. CONTRACTOR ................................................. ................................................ PERMIT No . ......................
ADDRESS ...... 40.3 ... 3.rd --- A.ve... ... N ............................................................... LEGAL DESCRIPTION: LOT No . .............................................. BLOCK No . ............................................
..... .. .. ..... .. .... . - -
xNAME OF ADDITION.. .......................................................................................................................................
I
0
0
0
Dye Tested On Sewer 1972
Approved:
DATE................................................ By ......................................................................
�t-oc. 18913
VIA U.S. MAIL
May 4, 2007
CITY OF EDMONDS
PUBLIC WORKS DEPARTMENT - 7110 - 210TH ST. S.W. - EDMONDS, WA 98026
(425) 771-0235 - FAX (425) 744-6057 - E-MAIL: kIein@ci.edmonds.wa.us
WEB SITE: www.d.edmonds.wa.us
Mr. Doug Herman
405--3rd Avenue North
Edmonds, WA 98020
STREET FILE
GARY HAAKENSON
MAYOR
RE: Trees in City Alley Right-of-way between Dayton Street, Maple Street and 8th
Avenue South and 9th Avenue South
Dear Mr. Herman:
To follow up with our on site meeting today, the deciduous tree in the vicinity of the northwest
comer of your property at 837 Maple Street, in the referenced City alley right-of-way, does not
appear to meet the size criteria to warrant a permit under the City alley right-of-way tree
removal policy. However, the landowner(s), whose property directly abuts the City alley right-
of-way needs to grant you or anyone else permission to change their abutting landscape in the
alley right-of-way.
Under City Code, it is the abutting property owner who has the right and responsibility to
maintain the landscaping along their respective frontage of the City right-of-way. Since this
alley way is not opened to the public, the landscaping maintenance responsibility is inclusive
up to the alley center line.
If you have any further questions, please call me at 425-771-0234.
Sincerely,
Noel F. Miller, P.E.
Director, Edmonds Public Works
cc: Jerry & Karen Crabb 835 Maple Street, Edmonds, WA 98020
'V�t�reii-A- d -dress File �
Incorporated August 11, 1890
Sister Citv - Hekinan- Janan
Receive[)
Xj- 1
1999
1)EVELOPMENT SE13VICES TFj'
C"y OF EW,40t4D'S 0
PUMP/FORCE. MAIN STORM DRAINAGE
SYSTEM
for
THE DOUG HERMAN RESIDENCE
LOCATED AT
PAVENUE NORTH
Prepared by
John W. Mellor, P.E.
WN A S
0
EXPInEs 2/24/o/
711919,9
DrHrman
0 0
PROPOSED PROJECT
Mr. Herman is proposing to build a single family residence on a lot 68'x 56' at the rear
of his present residence located at 400 3 d Ave- N. Access and egress for this lot and
proposed home will be from the alley between 3 d Ave N and 2nd Ave N and' behind the
Payside CondoMinhime, %A rd
lith the address of 323 3 Ave N.
The house, driveway, and walkways will comprise impervious surfaces of just less than
2,500 -so ft. For desion ni rnoses 2,500 sq ft will be Use d. Use of the standard Table 1
& Table 2 will provide the required detention volume and outlet orifice size.
Due to topographical circumstances with the proposed lot a gravity storm drainage
system would be impractical or impossible. However a detention/force main system can
be designed to accomplish the same results as a gravity system using the City"s
standard tables,
DESIGN OF DETENTION/FORCE MAIN
With proposed impervious surfaces of 2,500 sq ft the required detention volume from
Standard Table I is 62 cu ft. The orifice size from Standard Table 2 is 5/8".
The release rate from a 5/8" orifice depends upon the head. From Standard Table 2 the
head can vary 15'dependina on weather a 15" nine or 30" nine is used. Usina the
2 112
orifice equation Q,,ir,,e = 3.782 D H , we can jeiermine a� �Ilowable release rate.
Qorifte 3.782 D 2 H1r2 where D equals the diameter of the orifice in feet
H equals the static head on the orifice in feet,
35" for a 15" detention nine, and
50" for a 30" detention pipe.
3.782 x (0.05208333)2 X (2.91666)"
3.782 x 0.002712666 x 1.70782493
0.0175 2 cfs for a 15" diameter detention pipe or
0.01752 cfs x 60 sec/min x 7.481 gal/cu ft = 7.864 gpm
and
= 3.782 x (0.05208333)2 X (4.1666)"
= 3.782 x 0.002712666 x 2.04124129
Y63, , 4
I�r .0 U
0 0
0.02094 cfs for a 30" diameter detention pipe or
0.020.94 cfs x 60 sec/min x 7.481 gal/cu ft = 9.399 gpm
An average of these 2 release rates 7.864 + 9.399 = 8.6315 gpm along with a pumping
Z 2
A pumping head of 6.5'+ 2.0'will be used to size the pump/motor combination. The
pumping head is the sum of the static head and the head loss due to the skin friction of
pumping 8.6315 gpm through 135'of 1 '/2PVC piping used for the force main.
2
ITable 1 — Detention Pipe Sizes
Impermeable
Required
Area Sq. Ft.
Vol Cu Ft
2000
50
25j"11
V/
�5
r3000
3500
87
4000
100
4500
112
.5000
125
Note: Allowable Pipe Materials:
Pipe Diameter
15" 180 240
30"
40 28 16
10
50 35 20
13
60 42 24
15. Required pipe
70 49 28
18 length in feet
80 56 32
21
90 63 36
23
100 70 40
25
Reinforced Concrete
Aluminized Steel
Aluminum
CMP Asphalt Coated
N — 12 ADS (Not permitted on roads)
Table 2 — Outlet Orifice Sizes
Impermeable
Area Sq. Ft.
Outlet Orifice Diameter (inches)
2000.
5/8
2500
5/8
3000
3/4
3500
3/4
4000
7/8
4500
7/8
5000
7/8
Table 3 — Rectangular Catch Basin Requirements
Detention
Max. size
Catch Basin
pipe diameter
knockout
Type
< 18n
20"
Type 1, C13 15
18" to 24"
26"
Type IL, C13 16
24"to, 36"
36"
Typell,CB19 19(48"Basin)
36" to 42"
420
Typell,CB19 19(54"Basin)
*Source: Assoc. Sand
& Gravel Co. Standards
Revised 3/16/95
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. MAN
The Hydroniatic SW25/33
submersible pump is specifically
designed to meet the demands of
residential sump and septic tank
effluent applications. The 1-1/2
inch NPT discharge pump is
available with either a 1/4 or
1/3 horsepower, energy -efficient
motor, in both automatic and
manual configurations; and can
handle capacities up to 47
gallons per minute and heads to
26 feet.
The SW25/33 features a
heavy-duty cast iron construc-
tion that provides the durability
for a long service life, as well as
assisting in dissipating heat
from the motor, for cooler
operation. The pump's anti -
clog, vortex -design impeller is
made from a tough non-
corrosive, thermoplastic material,
which is capable of providing
long, trouble -free service even in
demanding applications.
The SW25/33's oil -filled
motor provides superior cooling
characteris tics, allowing the
motor to run cool and quiet in
extended service. This oil -filled
design also provides permanent
lubrication of the shaft bearings,
minimizing maintenance and
extending the service life of the
pump. In addition, to protect
SW25/33 TYPICAL INSTALLATION
Wide-angle
Piggyback Float SwitcE
The SW25/33 uses a tilt -
sensitive wide-angle float switch,
which is herineticallv sealed
inside a non -corrosive
polypropylene float. As liquid
level rises, float changes angic
until the switch makes circuit.
The switch is not sensitive to
rotation (no "tip" side), which
simplifies installation.
I Is 1111MIC11 to
Its rcliabilitN '
500,000 Cycles.
The %vide -angle system operates
benveen 115 and 125 degrees.
Drawdown range is 6 to 14
inches, variable with length
tethered to punip (5 inch
niaxinitini); and can be adjusted
in seconds. Puniping
differentials tip to 35 inches can
be obtained when the float is
tethered to the discharge pipe.
For maxiniurn ptinip life, adjust
tether length for deepest
clra,tvdown.
against overheating, the motor
windings contain an�autoniatic
reset thermal overload.
Automatic models feature an
easily adjustable, wide-angle
float switch incorporating a
unique piggyback plug
arrangement. This plug 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 properly.
Piggyback Switch Plug
The Hydroinatic wide-anglc float
switch features a unique piggyback,
plug arrangement. The punip power
cord plugs into the back of the
switch plug to provide ititoniatic
operation. To operate the punip
manually, simply plug the punip
power cord directly into the
electrical outlet, bypassing the switch
plug. The piggyback plug provides
case of service and allows the punip
to be cycled manually on a periodic
basis to ensure proper operation.
MEN=
The SW25/33 is a completely subilicrsible punip for use in
basement sunip or septic tank effluent applications; and is M
availabic in aUtoinaLic or niantial configurations.
Automatic models feature a wide-angle float switch with
piggyback plug-in arrangement. Switch is adjustable, easy to Water-resistant poNver cord
service and allows for simple conversion to manual operation. Nvith molded plug is availab)
in 10 or 20 foot lengths, an
is easily field serviceable.
Oil -filled motor
provides superior ------ -3
cooling and T
permanent Heavy-duty, cast iron
lubrication of construction provides long
bearings
mulinlizing life and assists in heat
dissipation for cooler moto
maintenance and
extending service operation.
life.
Energy -efficient 1/4 or 1/.
HP motor runs cool and
quiet for long life. Motor
windings contain automatic
reset, thermal overload
protection.
Lower ball and
upper bronze -
sleeve bearings <
support motor
shaft, minimizing
tile effects of
impeller thrust
loads. This design
results in
minimum friction
and perfect
alignment of rotor,
for longer service
from pump.
I
JRI
Mechanical shaft.seal
is carbon- and
cerarnic-fiaced for lon
leakproof lifii.
Discharge is.14/2 inch NY
JU ERR M M K
The anti -clog, vortex-cicsign-inigeller i r inlets prcveniffo'reign ,!Bottom -'suction esign
ra ne
creates whirlpool,pumping action to objects from, clogging pump — 'allcviaies build-up of debri.-
effectively rcmove.sollids-ladcn wastewater- ,-providing optimum operation and providing optilli I urn pump
from sumpi -Tile impeller is made from a reduced 'maintenance. .--,Performance and reduced
tough, thermoplastic material to prevent �maintenance.
d ab'
corrosion, withstan rasion and provide
long, trouble -free life.
rM
Pump Characteristics
Pump/Motor Unit
Submersible
Manual Models
SW25M]
SW33MI
Automatic Models
SW25AI
SW33AI
Horsepower
1/4
1/3
full Load Amps
8.0
10.0
Motor Type
Shaded Pole (4 pole)
R.P.M.
1550
Phase 0
1
Voltage
115
Hertz
60
Operation
Intermittent
Temperature
120OF Ambient
NEMA Design
A
Insulation
(lass A
Discharge Size
1-1/2- NPT
Solids Handling
1/2-
Unit Weight
30 lbs.
Power (ord
18/3, SJTW, 101 std.
(20' optional)
Materials of Construction
Handle
Steel
Lubricating Oil
Dielectric Oil
Motor Housing
(ast Iron
Pump (asing
Casthron
Shaft
Steel
Mechanical
Shaf I Seal
Seal Faces: (arbon/(eramic
Seal Body: Anodized Steel
Spring: Stainless Steel
Bellows: Buna-N
Impeller
Thermoplastic
Upper Bearing
Bronze Sleeve Bearing
Lower Bearing
Single Row Ball Bearing
Strainer/Base
Plastic
fasteners
Stainless Steel
Performance Data
I irk
44 41
! 47 4.5
36 33 29 26 23
43 40 37 34 30
18 12 6 01
26 22 16 10;1
I
Dimensional Data
3-1/2 5-7/8-1 1. All dimensions in in(hes
4-1/2 2. Component dimensions may
y ± 1/8 imh
T- 1-1/2 NPT 3. vNaor for construdion purpose
3-1/2 DISCHARGE unless (erlified
4. Dimensions and weights are
approximate
5. On/Off level adjustable
3-1/2 6. We reserve the right to
make revisions to our
produ(Is and their
spedficolions without notice
P m P 11-1/8
U:� PT
10-1/8 ON
9-1/2
DISCHARGE
HEIGHT
3 - 3-1/2
PUMP I
OFF I
AURORA/HYDROMATIC Pumps,.Inc.
1840 Baney Road, Ashland, Ohio 44805
(4119) 289-3042
'q"' Vew — --- j
STANDARD DRAINAGE DETENTION SYSTEM
WORKSHEET
0 Va'q E R 1111A �j
ADDRE SS
CALC BY:
PHONE:
DATE:
*.***DESIGN DATA
IMPERVIOUS AREA (/P PIPE DIA PIPE LG ORIFICE
2,-7(,2 <�
A.1
FINISHED
TIGHTL
L
DETENTION PIPE LENGTH LOCKING LID
XTYPICAL)
-V- MINIMUM V I
I MIN EhEPRRtM1CfOP
WSUR or
CONC BOX OR RISER
OUTLET
CONTROL
RECEIVED UPPER CATCH BASIN 'ORIFICE
CONTROL CATCH BASIN
JUL 0
DEVELOPMENT SERVICE( SYSTEM CROSS SECTION
CITY OF EDMONIPI:
2'X2'X6' DEEP, 4-6' SPALLS OR EOUAL
FROM CONTROL CO 2'X 2'X 3"DEEP, 3/4' CRUSHED ROCK f��EXISTING GRAiDE
,-7A�Ozk &-s
FROM CONTR L OUTLET WASHED ROCK
M JCONTR L "U'
OUTFLOW TRENCH, MIN 10' LtimGr
5' PERt PIPE TO BE LEVEL
P_ END CAPS
CH SHALL'BE LINED WITH MIRAFI
PRIOR TO PLACEMEN OF WASHEII DfW ROC
RIPRAP OUTLE7'
77�
RUNOFF� SP.REA:DER** TRENCH -
'CTD 7V 'q EN
FOOTING- MAINS SHAIdNiVE, CONNE E TIONSYSTEM
TE S.
1. Call Engineering Division (771-0220) for a tigh�tline and detention system inspection
before backfilling and for-finalinsp ion,
WROVED BY
2. Responsibility- for oper . ation d maintte*��ce otf ramage.. systems on rivate property is the -
p
responsibility of the property owner.. Material accumulated'in the. storage pipe must be flushed
out and removed from the catch basins to allow proper operation. Ile outlet control orifice.- DATE,
must be kent onen at all times.
9
6 9 0 . i 9 4 - �;
City'of Edmonds
R�qlffrWDWAY CONSTRUCTION
NOV 19 199jPERMIT Permit Nu mber:
0)\
0,
A AV4,11issue Date:
ENGINEERING 60 It,
A. Address or Vicinity of Construction: mue North
B - Type of Work (be specific): Install New Service
C. Contractor: -Washington Natural Gas Compan Contact: Gary Swanson
MailingAddress: 815 Mercer Street, Phone: 224-2080
State License #: Seattle, WA 98111 Liability Insurance: Bond:$
D. Building Permit # (if applicable): I Side Sewer Permit # (if applicable): .
E. F-1 Commercial EJ Subdivision El City Project [R] Utility (PUD, GTE, WNG, CABLE, WATER)
F1 Multi -Family JQ Single Family. F� Other
INSPECTOR: b4r2)9VAA*1 INSPECTOR:
F. Pavement or Concrete Cut IN Yes E]No (1) G. Size of Cut: — 2 x 5 H. Charge$
@ :Gas
APPLICANT TO READ AND SIGN
INDEMNITY. AXFaEWE"LFqtE--;r, to this applic�ation, agrees to hold the Chy of Edmonds harmless from injuries, do�ma es, or
claims of any kind or description whatsoever, foreseen or unforeen, that may be made against the City of Edmonds, or any of its departments,,or employ-
ees, including or not limited to the defense of any legal proceedings including defense costs, and attorneyfees by reason of granting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPEC77ON
AND ACCEPTANCE OF THE WORK ES77MATED RESTORATION FEES WILL BE HELD UN77L THE FINAL S77ZEETPATCH IS COMPLETED BY
CITY FORCES, AT WHICH 77ME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT.
Construction drawing of proposed work required with pennit application.
A 24 hour notice is required for inspection; Plefw cal the Engineering Department- 771-3202.
"Work is to be inspected during progress and 201 on
Restoration is to be in accordance with City Cod
Street shall be kept clean at all times.
Traffic Control and Public Safety shall be in accordance with City regulations,'as required by the, , City Engineer.
All street cut ditches shall be patched with asphalt or City approved materi al prior,to the end of the working day;
N4EXCEPTIONS.
I have read the above statements and understand the permit requirements and the pink copy of the permit will be available
on site at all timesfor twectio purposes.
Signature: Date: November 12, 1991
(Contrict6i.or Agent)
CALL DIATA-DIG PRIOR TO BEGINNING WORK
SHALL.BEGIN. PRIOR TO, PERMIT ISSUANCE
Engrg. Div. 1991
FIELD INSPECTIONTTES Tund I I I - Route copy to Street MO.)
Comments:
I Diagram.
CONTRACTOR CALLED FOR INSPECTION 0 YES 0 NO
Partial Work Inspection by P.W.:
Work Disapproved By: Date:
FINAL APPROVALBY: Date:-------
Lng. ijiv. jui�
A�
Amzvcv�
Alwmv�
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A \Nbshington Energy Gomparr/
4o�> 3z�,\,l �,i
WN
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un
A
IT gas main
Addendum to City of Edmonds
Right of Way
Permit Application
Submitted by: Kerry Walsh
Engineering Aide
Washington Natural Gas
622-6767 x2761
pager 945-<F9-r4
C,
[Loa'o
(,- U�Ivep- W&L-�Z)
-w- Wat-=.L
-g- gas
-ss- sewer
water hydrant
815 Mercer St. (P.O. Box 1869), Seattle, WA 98111 (206) 622-6767