18608 SOUNDVIEW PL.PDFiiiiiiiiiiiiii
14431
18608 SOUNDVIEW PL
'0 6, 0 -
ADDRESS:
TAX ACCOUNT/PARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED)
CRITICAL AREAS: DETERMINATION: [-] Conditional Waiver r] Study Require�d �Kaiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED: - I;_ --
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED
PLANNING DATA CHECKLIST DATED: L�l :�27 —3ng?
SCALED PLOT PLAN DA'
SEWER LID FEE $:
SHORT PLAT FILE: LOT:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #: 6i t19-0
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED:
OTHER:
LID #:
BLOCK:
LATEMP\DSTs\Fonns\Street File Checklist.doc
RM
PE IT NO: 9650
Cityof Edm7d n`as
PERMIT EXPIRES— 31,21e
141 C. I
SIDE SEWER PERMIT
Address of Construction: / T - I LtV ff
Property Tax Account Parcel No. e15 q to 0 0 2 (n
Attach copies of all access and utility easements Verified and Approved b
Owner and/or Contractor:
,Contractor License
Single Family
Multi-Farnily (No. of Units
F1 Commercial (No. of Units
Invasion into City *Right -of Way: El Yes [9No
*RW Construction Permit #
.Cross other'"PrivAte Property: tKYes El No
"Attach le and copy of r I ecorded,eas:
gal description ement.
nature and ack owledgement
--'Owner oKcontractor sig , il statement:
y signing fo r this permit I certify that I have read the City's public handout entitled
ide Sewer Specifications, an.d shall comply with all City requirements outlined therein.
Date
2 CALL DIAL -A -DIG (1-800-4N"'-5555) BEFORE ANY EXCAVATION W.
9 FOR INSPECTION CALL 425-771-0220 extensio'n`�
24 HOUR NOTICE REOUIRED FOR ALL INSPECTION REOUESTS
... ............
...... . .... . . ..... .
TOR OFFICE USE ONLY
Issu
Permit Fee Repair Fee $ ed 13T..
Trunk Charge $ Date Issued:
Assessment Fee $ Receipt No:_
City Permit Surcharge Fee $5.00 Total Fees Paid $
NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN
INSPECTOR ARRIVES A $45 RE.INSPECTION FEE WILL BE. CHAROED..
Job Site,�'Ready YES NO Date: Initial:
Partial Inspection:
Date: qIVO
Partial Inspection: 'Date: �'Jjj lnitial:.10,!��
FINAL INSPECTION APPROVED: Date, _jnitial:__D, (121 As -built to Street File:
15,'PERMIT MUST BE POSTED ON JMSITE lf.�-
White Copy: File Green Copy: Inspector Buff Copy: Applic-ant
L-,temp;bldgformsssperTnitjlg4/00
2.5'
/0, 2' Deep
/0, 4.5' Deep
2
.5'
0 E.D* CITY OF EDMONDS SIDE SEWER AS- BUILT
0
Nd ADDRESS: HOMEOWNER:
Q ta 1,8608. SOUNDVIEW P.L
CONTRACTOR: HELLE'REN SCALE: NT S
�at 1890 DATE DRAWN PERMIT
I' DRAWN:9/18/02 BY: 1. ABILA NO: 9650
00
00
I. , Critical Areas Ghecklist
Site Information (soils/ topograU/hydrology/ vegetation)
1. Site Address/ Location:
2. Property Tax Account Number: -434-Lp 00'@LO I e> 000''I
0 ze V '60
Appr x1mate ite i' !(icres- o-i sq-qare-1eet):
3 "S. -9.
4. Is this site currently developed? yes; no.
If yes; how is site developed?
5. Describe the general site'. topography. Check all that apply.
Flat: less than 5-feet elevation change, over entire site.
CA File No: () D, -�0-1
Rolling: slopes on site geriefally less than 15% (a. vertical rise of 10-feet over a horizontal
distance of 66-f6et).
Hilly: slopespresent on . sit I e 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 greatie'r thah' 30AI-present on site (a vertical rise of 10-feet over a horizontal
distance ** of less than 334e ' ei).
Other (please describe):
of year-round stan
6. Site'contains areas dingw4ter-
Approx. Depth:
7. Site contAns areas of seasonal standing Wait&: Approx., Depth:
What season(s) of the year?
' I ; I . . 140
8. Site is in the floodways- floodplain of a water course.
9. Site contains a creek or an area where water floi,�s across thegro'unds surface? Flows are year-round?
Eows are,
seasonal? (What time of year?
10. Siteis rimaril . forested ;meadow shrubs mixea.,YF:5
p i V.— .1 1 1. 1 . -
urba� land,-�cap�&,(Iavv shrubs e
11. Obvious wetland is resentonsite: I.,10
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I M
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0- - I
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so.' p-,"
P5
-map
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Critical Areas Checklist.doc/3.19.2001 .. � I � h -�
i nu knucai Areas knecmisi coniamea on tnis torm is to A property owner, or his/her authorized representative,
be filled out by any person preparing., a Development, must fill out the'checklist, sign and date it, and submit it
Permit Application for the City of Edmonds prior to. to the City.. The City will review the- checklist� -make a
his/her submittal of the application to the City. precursory site' visit, and make a deter*mi*n'ii:
a on of the
to ete a development
"T'
The purpose of the Checklist is to enable' Ciiy "_'subsequeptt siep&,, necessary, to compl'
permit application.
determine. whether. any 1potential Critical Areas are,. ori,;;
may be, present on the subject property. The 'information Please submit,a vicinity map.,,along with the signed copy
needed to complete the Checklist should be easily of this forin'to' assist City staff in finding and locating the
available ftor�6bservatio'nsofthe'siteordatiaVailEibleat' specific'- piece o'f"prop6ly�'clescribed'-o'n this form. In
City Hall (Critical areas inventories, maps or .1 s . oil; addition,- thet.:a0plibant shall include other pertinent
surveys). information. (e.g.., site plan, topography map, etc.)'or
studies in * conjunction with this Checklist to as�istant staff
in completing their 'preliminary assessment of the site.
The undffsigned applicant, and his/her/its heirs, and. a , ssigns, in consideration on the processing of the. application agrees
to release, indemnify, defend an d hold the' City of i onds'hArmless from any and all dama
ges, including reasonable
attorney's fees, arising from any..action or infractioq- ase
d in �whole, or part upon false, misleading, inaccurate or
incomplete information furnished by the applicant, his/her/its 'agents or employees.
By my signature, I certify that the information and'exhibits herewith submitted are true and correct to the best of my
knowledge and that I am authorized to file this application on the behalf of the owner a's listed below.
SIGNATURE OF APPLICANT/AGEN DATE L'�' 110 101—
Property Owner's Authorization
.w
By my signature, I c��fy that I have- authorized the above Applican't/Agent to apply for the subject land use application,
and grant my permission for the public officials. and the staff of the City of Edmonds to enter the subject property for the
purposes of inspection and p
,ponjg attendant.to this application.
SIGNATURE OF OWNER
Owner/Applicant:
IS QaLZS�= I )I—:- FF�N
Name
&LP-O+ SOW1140 Vic-_W F I
Street Address
L;--Df n 'C)90-2-0
city State zip.
Telephone: Wd\� '1-1+ (A?)V�
Email address (optional):
DATE
Applicant P�epresentative:
A - - - & a
Name
q5 lo -�qo,p I
:SVJ
Street Address
Pomc),�.if)_S
city State
Lrx (PL�D
zip
Loos",
Telephone:
I
Email Address (optional):,
Critical. Areas Checklist.doc/3.19.2001
06/06/2002 14:29 4256730539 PAC EMLD HW INC- PAGE 02
00 0
Critical Areas Checklist CA File NO: 001 a C 7
Site Informat":)n (,"Oils/ topography/hydrolOgy/vegetatiol-1)
Site Address/ Location: Sou"OVIC)d -;) I
"L3Y 1
2, Property Tax,�v
3. Appro Unt Number: 434-ts ooao I e OCDC, I .......
4. Xunate SitQ Size (acres orsquare feet): 13 q0Q) Lb
i's this Site clit-renfly developed? _ yes; --Y no.-
ff yes; how i,-, s
. ite developed?
5* Describe the g,�Ineritl site topography. Check all that apply.
45 than 5-feet elevation change Over entire site.
s'
Flat: je'
""tTes On site generally less than 15%
Jistance of 66-feet). (a vertical rise of 10-feet over a
HiIIY: QOpes present on site of Ino
Over a horizontal distance re than 15% and less than 30% ( a vertical rise
of 33 to 66-feet).
SteeP: �,,,rades of greater than 30%
di5tance of less than 33-feet).Present on site (a. vertical rise of 10-feet over a j,oj-iz,.r,tf,:
Other (PIezt!;A� describe):
6* Site contains area�. 77.
.1eax-round standing wa
7, Site conta, ter; Approx. Depth:
Ins areas Of seasonal standing water: -------
Wh2t Season(s) of �h�. Vear? Approx. Depth:
8* Site " in the flood vva,o,
9. Site contains a cre.?,.: - I - --X-0— floodplain ------ of a water course.
.or iin area where water flows across the
Flows are seasonaj? grounds surface? Flows are Year-round?
10' Site L; Primarily: fl-)"ested (What time of year?
urban landscaped 0atm, meadow shrubs
shrubs etcj mixed
11. Obvious wetland is
,,I
00
00
�0.6-:m 51-k--
pi&--- vs - A -3
SITE ADDRESS:
PROJECT DESCRIPTION:
PLANNING DATA
REDUCED SITE PLANPROVIDED?: &as bho),
MAP PAGE: CORNER LOT: Q FL . AG LOT:'
Mes Ovo .
ZONING: CRITICAL AREAS DETERMINATION #:_C,,A 02-
-Study Required:
Waiver
L3 Conditional Waiver
SEPA DETERMINATION:
13 Fee
13 Checklist
13 APO list w/ notariied form
ja4keeded for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Pu . get Sound or Lake Ballinger)
U Exempt Arrl-� 1�2-1 elms pa —idle- 64-1c 1W
S, -ve, vvl It vPe--*-1 f -
SETBACKS:
Required Setbacks:. . . .. /
Street: 1-5 L Side: 10 Right Side: 10 'Rear: 2,5
Actual Setbacks: 1 .1 . .
Street: 0�� Left Side: Right Side: 10 Rear:
Street map che�ckedfor additional setback required? (Yes I No i DN
DETACHED STRUCTURES:
1,441 ROCKERIES: fvr4w-,�n .9-f Y-.96keq5— t& k"k) e,04)6,,1eS v4de S *�Ak_
U FENcEsrrRELLISES:
. '� L
LJ BAY WINDOWS / PROJECTING MODULATION: ew-
L3 STAIRS I DECKS:
PARKING: Required: �9--Actual:_�
LOT AREA - IV4
,-�OT,�VS LOT COVEAI UP=
Calculations:
dv
BUILDING HEIGHT:
Datum point
I , - Maximum All
jot5 A.D.U. CREATED
V,Y �/ ?01
Y\.&
%;( -7 + 0-7 , qq oo , LI(22
,q1jq,000
k?rt-S1Aq -Datum Elevation:
_Actual Height:
SUBDIVISION:
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: (Yes No
OTHER:
Plan Review By.
NewBPPIami4gDataForm.D0C
7
rmin . V-13ruce, P.E. Engineer PHONE No. : 2o6 1 546 844
Nov. 11 2002 10:3" Pi
C
CIT 'lop?
Dennis M. Bruce, P.E.
M.S.C.E., M.B.A.
GeOtfthnical/Clyp Engineer
November 10, 2002
Pacific Emerald Homes, Inc.
P.O. Box 822
Edmonds, WA 98020
Subject: Geotechnical Evaluation — Foundation Recommendations
Now Single -Family Residence
18608 Sound View PI., Edmondst Washington
This engineering report presents the results Of a geotechnical evaluation of the
Pacific Emerald Homes, Inc. Property at 18608 Sound View Pl., Edmonds, Washington.
This evaluation was required due to owner./ contractor concerns, as well.as City of
Edmonds requirements for sloped properties.
REFERENCES:
• ProJect Plans by Randy Munson Designs
• site photograph's
RACKGROUND:
Currently (as of November 4. 2002) the overall property has experienced initial
clearing and preliminary grading (see photographs).
The overall property is rectangular in shape, approximately 100 feet wide (along
Sound View PI-) andapproximately 140 feet deep (westerly — towards Puget Sound).
See Site Plan.
The Overall Property contains a Moderate slope with Increasing slopes (up to 40
— 50 peroe.nt) in the northeast quadrant (see Topographic Map).
Prior to clearing, the lot had never been developed'and contained dense
shrubbery, graSses,.and trees.
The properties immediately adjacent this lot' have been developed and contain
single-family residences.
SOILs - FouNDATIOvs - sir -a DEvELopiemr . fivspecrON . DANNAW . DESIGN& PERW I LEML
P.O. FlOx 55502 .- Shoreline. Washinglon 98j65 . (206) 546-9217 - FAx 546-8442
W. Oruce, P. E. Engineer
Pacific Emerald Homes, Inc.
November 10, 2002
Page 2
EVALUATION:
MeE NO- : 206 546 8442
Nov. 11 2002 10:37PM P2
This engineer is extremely familiar with soil conditions in the area, having done
extensive. Investigations immediately east of Sound Mew pl. for a recent single-family
residence on a much steeper property.
Visual evaluation of 18608 Sound View Pl. reveals no evidence of any
geOtechnical distress: noslides, no sloughing, no soil tension cracks, or -any evidence of
erosional degradation.
In order to augment the existing eke geotechnic . al information, this engineer dug
4 Soil test holes (by hand) on November 4, 2002.
3 test holes were dug in the vicinity of the proposed residence foundation. I test
hole w a*s dug in the extreme northeast portion of the property (where the steepest soil
cut is anticipated).
It Is understood that an approximate 8-foot deep (maximum) soil cut is
anticipated at the extreme northeast portion of the proposed residence.
The findings of all 4 test holes were similar, namely:
0" to. 12" Moderately dense sandy loam with occasional
gravels.
12" to 38- (bOttOm of test holes) Dense silty sand with gravels.
No water was encountered in any of the four test holes. All test . hole walls
remained vertical and stable. No sloughing or caving occurred.
CONCLUSIONS . I RECOM ENDATIONS:
. Based on the findings of this investigation, and experience with similar sites in
the area, the Pacific Emerald Homes prop" at 18608 Sound View P1. is
geoftchnically approved fbr the proposed addition project, subject to the following:
Standard reinforced continuous a nd spread footings. Allowable bearing,
pressure: 2,000 p.s.f.
• Equivalent fluid Pressure of 35 p.c.f. Is recommended for any retaining wall
design provided drainage zone is . inspected and verified by this engineer.
• For retaining wall design, use friction factor of 0.5
P.C.f. 5 and passive pressure of 350
cru ce, 1,. L-. En9ineer
M"4E NO- : 206 546 844
NOv.. 11. 2002 10:313pM p3
Pacific Emerald Homes, Inc.
November 10, 2002
Page 3
GeotechnicM inspections by this engineer prior to any foundation concrete
placement.
The proposed structure can be supported on conventional continuous and,
spread footings bearing on undisturbed native soils or on structural fill placed above
native soils. See the later sub -section entitled Gene Ell Fill for
structural fill placement and compaction recommendations. Continuous and individ—ual
spread footings should have rninimum widths of eighteen 0 8) and twenty-four (24)
inches, respectively, and should be bottomed at least eighteen (18) inches below the
lower adjacent finish ground surface.
Depending on the final site. grades, some over -excavation ma . y be required below
footings to expose competent native soils. Unless lean concrete is used to fill the over
excavated hole, the width of the over -excavation at the bottom must be at least as wide
as the sum of two times the depth of the over -excavation and the footing width. For
example, an over -excavation extending two feet below the bottom of a three-foot wide
footing must be at least seven feet wide at the base of the excavation.
Footings constructed according to the above recommendations may be designed.
for an allowable soil bearing pressure'of two thousand (2,000) pounds per square foot
(p.s.f.). A one-third increase in this design bearing pressure may be used when
considering short-term wind. or seismic loads. For the above design criteria, it is
anticipated that total post -construction settlement of footings founded on competent,
native soils (or on structural fill UP to five (5) feet in thickness) will be about one-half
inch, with differential settlements on the order of one -quarter inch.
NOTE:, The bearing capacity of 3,000 p.s.f. applies to over -excavated and
backfill conditions. Footings placed on native soils may be deslgned for 2,000 p.s.f.
Lateral loads due to wind or seismic forces may be resisted by friction between
the foundations and the bearing soils, or by passive earth pressure acting on the
vertical, embedded portions of the foundations. For the latter condition, the foundations
must either be poured directly against undisturbed soil or the backfill placed around the
outside of the foundation must be Level structural fill. We recommend the following
design values be used for the foundation's resistance to lateral loading:
Param
Des.ign YAlue
CoeffiCient of Friction 0.55
Passive Earth Pressure 350 p.c.f.
r MLAI - V. bru ce, P. E. En91neer
Pacific Emerald Homes, Inc.
November 10, 2002
Page 4
Where:
PHONE NM : 206 546 844 Nov. 11 2002 10:39PM P4
(1) P.O. is pounds per cubic; foot.
(2) Passive earth pressure is computed using the equivalent fluid density.
We recommend that a Safety ftctor of at least 1.5 be used for design of the
foundation's resistance to lateral loading.
SLABS -ON -GRADE:
Slab-on-orade floors may be supported on undisturbed, competent native soils or
on structural fill. - The slabs 'may be supported on the existing soils provided these soils
can be re -compacted prior to Placement of the free -draining sand or gravel underneath
the slab. This sand and gravel layer should be a minimum of four (4) inches thick. We
also recommend using a vapor barrier such as 6-mil. plastic membrane beneath the
slab with minimum overlaps of 12 inches for sealing purposes.
PERMANENT W—U.NDATION AND RETAINING WALLS:
Retaining walls backfilled on one side only, should be designed to resist lateral
earth Pressures imposed by the soils retained by these structures. The followin
recommended design 9
parameters are for walls less than twelve (12) feet in height,
which restrain -level backfill:
Fwamete Desion Value
Active Earth Pressure 35 P.O.
Passive Earth Pressure 350 P.O.
Coefficient of Friction 0.56
Soll,Unit Weight 125 p.c.f.
Where:
(1) P.G.f. is po' unds per Cubic foot
(2) Active and Passiveearth pressures are computed using I equivalent fluid
densities.
For restrained walls which cannot defect at least 0.002 t! mies the wall
height, a uniform lateral pressure of one hundred (100 p.s.f. should be
added to the active equivalent fluid pressure).
v. nruce, P. E. En9ineer
'' RO�E 206 546 844 Nov. 11 20M 10: 39PM PS
Pacific Emerald Homes, Inc.
November 10, 2002
Page 5
The values given above are to be used for design of permanent foundation and
retaining wall& only. An appropriate safety factor should be applied when designing the
walls. We recommend using a safety factor of at least 1.5 for overturning and sliding.
The above design values do not include the effects of any hydrostatic pressures
behind the walls and assume that no surcharge slopes or loads will be placed above the
walls. If these conditions. exist, then those pressures should be* added to the above
lateral pressures. Also, if sloping backfill is desired behind the walls, then we will need
to be given the wall dimensions and slope of the backfill in order to provide the.
appropriate design earth pressures.
Heavy construction equipment should not be operated behind retaining and
foundation walls within a distance equal to the height of the wall, unless the walls are
designed for the additional lateral pressures resulting from the equipment. Placement
and compaction of retaining wall backfill should be accomplished with hand -operated
equipment.
Retaining Wall Backfill
Backfill placed within eighteen (IS) inches of any retaining or foundation walls
should be free -draining structural fill containing no organics. This backfill should contain
no more than five (5) percent silt or clay particles and have no particles greater than
four (4) inches In diameter. The percentage Of Particles passing the No. 4 sieve should
be between twenty-five (25) and seventy (70) percent. Due to their high sift content, if
the native soils are used as backfill, a drainage composite, such as Mirafi and
Enkadrain, should be placed against the retaining walls. The drainage composites
should be hydraulically connected to the foundation drain system. The purpose of these
backfill requirements is to assure that the design criteria for the retaining wall is not
exceeded because of a build-up of hydrostatic pressure behind the wall. The
subsection entitled General Earthwork and Structural Fill contains recommendations
regarding placement and compaction of structural fill be -hind retaining and foundation
walls. -
MC-AMION AN_Q SLOPES:
Project Plans Indicate a 8011 Cut UP to 8 feet maximum In the northeast comer of
the residence (See Site Plan).
Based on this engineer's on -site Investigations and eXPOrlenoe in the area, the
s011 cut (up to 8 foot maximum) may be made at a slope of 2H:3V (slightly steeper than
"-oruc ev v. L-.
En9ineer
Pacific Emerald Homes, Inc.
November 10, 2002
Page 6
2M 546 844
...11.2002 10:40PM P6
This engineer anticipates that temporary shoring consisting of Eco-Blocks mav
be required. On -site inspections by this engineer to verlfv,
Depending on weather conditions and excavation expertise, temporary shoring.
may not be required.
However, it Is essential that excavation contractor and ommir be prepared to
install Eco-Blocks under this engineer's on -site direction for temporary shoring.
Water should not be allowed to flow uncontrolled over the top of any temporary
or permanent Slope. All Permanently exposed slopes should be seeded with an
appropriate 9130cles Of vegetation, to reduce erosion and improve stability of the surficial
layer of soil.
DRAINAGE CONSIP-E-RATIONS:
i
Footing drains are recommended at the base of 'all footings and retaining walls.
These drains should be surrounded by at least six (6) Inches of one4nch-minus washed
rock wrapped in non -woven geOteXUIe filter fabric (Miraf, 140N, Supac 4NP, orelmilar
8 41 eas r
material). At the highest point, the perforated Pipe invert hould be t I t as low aV
the bottom Of the footing and it should be sloped for drainage. All roof and surface
water drains must be kept separate from the foundation drain system.
No groundwater was observed in either of the test pits during the fieldwork.
Seepage into the Planned excavation is Possible, and likely if excavation occurs during
winter months, and if encountered should be drained away from the site by use of
drainage dftes, perforated pipe, French drains, or by Pumping from sumps
interconnected by shallow connector trencher., sit the bottorn of the excavation.
The excavation of the site should be graded so that surface water is directed off
the site and away from the tops of slopes. Water should not be allowed to stand in any
area where foundations, slabs, or pavements are to be consiructed.. Any exposed
slopes to be covered with Plastic to minimize erosion. Final site grading in areas
adjacent to buildings should be sloped at least two (2) percent away from the -building,
except where the area adjacent to the building is paved.
GENERAL �THWORK AND STRUCTURAL FILL:
The Proposed building and pavement areas should be stripped and cleared of all
surface vegetation, all organic matter, and other deleterious'material. The stripped or
removed materials should not be mixed with any materials to be used as structural fill.
Structural fill is defined as any fill Placed under the building, behind permanent
retaining or foundation walls, or in other areas where the underlying Solis needs to
11%A I V.vrucep P.E. Engineer
PHONE NO. 206 -4r
e44 Nov. 11 2002 10-:40PM P7
Pacific Emerald Homes, Inc.
November 10, 2002
Page 7
Support loads. This engineer GhOUld Observe site conditions during and after
prior to Placement of any structural fill. excavation
All structural fill should be Placed in horizontal Ift with a moisture content at or
near the optimum moisture content. The optimum moisture content Is that moisture
content which results in the greatest COMPacted dry density. The Moisture content of fin
soils is very Important and must be Closely controlled during the fi
process. IlIng and compaction
The allowable thickness of the fill lift Will depend on the material type, compaction
equipment, and the number of passes made to compact the lift. In no case should the
'IftS exceed twelve (12) inches In loose thickness. The following table Pre"rits
recommended relative Compaction for structural fill:
Location of Fill Placement
Beneath footings, Slabs or walkways
Behind retaining walls
Reneath Pavements
Minimu i.Rejative
90%
95% for upper 12 inches of
Sub -grade, 90% below that level
Where: Minimum relative compaction is the ratio, expressed in Percentages, of
the compacted dry density to the maximum dry density, as determined in
accordance With ASTM Test Designation D-1557-78 (Modffled.Proctor).
Us* of On-Ske Soils
If grading activities take Place during wet ther, or when the slity, on-ske soils
are wet, site PreParation costs May be higher b wea
amuse of delays due to rains and the
Potential need to import granular fill. The on-ske $Oft are generally siffy and thus are
moisture sensitive.' Grading Operations WWII be difficult when the m
these soils exceeds the optimum moisture content. oisture content of
sa Moisture sensitive soils will also be susceptible to excessive I softening and
Pumping" from construction equipment traffic when the moistu contenti g
the Optimum moisture content. re r, reater than
Ideally, structural fill, which Is to be placed in wet weather, should consist of a
granular golf having no more than five (5) Percent silt Or clay particles. The percentage
V. cruce- K E- Engineer
P.H.ON.E. ND. 206 546
844io. 1,1:2002 10:4113M Pe
Pacific Emerald Homes, Inc.
November 10, 2002
Page a
of particles Passing the No. 200 sieve should be measured from that portion of the
Passing the three -quarter -Inch sieve. soil
The use Of "Some" on -site soils for, fill material may be
organic materials are segregated and aCCeDtable if the upper
inspection. moisture contents are monitored by engineering
DRAIN-AL119 !9QW.ROLS:
No drainage problems were evident on the Property at 18608 Sound View pl.
Currently, surface runoff flows westerly, (into easement and storm
storm water to Puget Sound discharge. systems transferring
This engineer understands that the Proposed new residence contains a storm
water drainage design that has been submitted to City of Edmonds.
Geotechnically, compliance with City of Edmonds drainage, requirements is
approved and recommended.
CONCRM.-
All foundation concrete (footings, . I
stem walls, slabs, any retaining walls, etc.)
shall have a MiLnimum Cement content of 5-1/2 sacks
per cubic yard of concrete mix.
&TJ—ON:
As discussed, the o 11 property is Slob Pchnically stable
Slopes in the northeast qu vera - The moderate
adrant of the Property Pose no geotech -
project nical hazard to this
Development of the property with the proposed single-family residence poses no
geotechnical hazard to the surrounding area, subject to compliance with City of
Edmonds approved plans and this engineer's on -site Inspedlons.
INSPEcTIONS:
The recommendations of this report are Only valid when key
aspects are inspected by Lhis 2 - geotechnical
:)n:
Soil cuts
Foundation sub -grade verification
Retaining wall, or rockery Placement
Any fill Placement
Engineer
PHOW No' 206 546, 8442 NCpv- 11 2002 10: . 42PM Plo
Oct 31 02 04:39p Pacloc Emerald Homes Inc 42S673009 P.2
OP Sol
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1JOL15
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NO EXCISE TAX
REOUIRED
AUG 2 9 20M
Filed for Record at the Request Of BOB DANTINI. Sfichom3ft W0111Y 119=11
Robert and Mary Jeffers
18604 Sound View Place By BOB DANTINI
Edmonds, Washington 98020
a
200208220530
08/22/2002 02:23 PM Snohomish
P.0003 RECORDED County
Notice of Easement and Maintenance Aureemen
00
0 Grantors Robert C Jeffers and Mary D Jeffers, husband and wife
Grantee Robert C Jeffers and Mary D Jeffers, husband and wife
Legal Description Lots 7, 8 and 18, Block B, Edmonds Sea View Tracts (Vol 3, Pg 76)
In SW 1/4, NE 1/4, Section 13 ' Township 27 North, Range 3 East,* W M
Assessors Tax Parcel ID Nos. 00434600200700 00434600200800 and 00434600201800
Notice is hereby given that Robert C Jeffers and Mary D Jeffers, husband and wife, owners of the
following described properties, situate in the City of Edmonds, County of Snohomish, State of Washington,
to wit
Parcel A
Lots 7 and 8, Block B, Edmonds Sea View Tracts, according to the plat thereof recorded
in Volume 3 of Plats, ppge 76, records of Snohomish County, Washington
Together With that portion of vacated Ocean Avenue lying northwesterly and adjacent
thereto
Parcel B
Lot 18, Block B, Edmonds Sea View Tracts, according to the plat thereof recorded in
Volume 3 of Plats, page 76, records of Snohomish County, Washington
do hereby reserve and convey unto the present and future owners, their heirs successors and assigns of
the hereinabove described Parcels A and B, a permanent easement for ingress and egress and the
installation, operation and maintenance of roadway and public and private utilities, over, under, across,
through and upon the following described property, situate in the City of Edmonds, County of Snohomish,
State of Washington, to wit
That portion of Lots 7, 8 and 18, Block B, Edmonds Sea View Tracts, according to the plat
thereof recorded in Volume 3 of Plats, page 76, records of Snohomish County,
Page I of 3
HP Officejet V Series V40 Log for
Personal Printer/Fax/Copier/Scanner Pacific Emerald Homes Inc
4256730539
Sep 17 2002 8:54AM
Last Transaction
Date Time Type Identification Duration Pages Resul
Sep 17 8:53AM Received 0:37 0 No fax
Washington, described as follows Beginning at the southerlymost corner of said Lot 18,
thence N 50'32'00'- W; along the southwesterly line of said Lot 18 and 7, a distance of
147 50 feet to an intersection with a line drawn parallel with and 7 50 feet northwesterly
of the southeasterly line of said Lot 7, thence N 39*28'00" E, a distance of 99 83 feet to
the northeasterly line of said Lot 8, thence S 50*32'00" E, along said northeasterly line and
the northeasterly line of said Lot 18, a distance of 15 00 feet to an intersection with a line
drawn parallel with and 7 50 feet southeasterly of the northwesterly line of said Lot 18,
thence S 39*28'00" W, a distance of 64 83 feet to the point of curvature of a curve to the
left having a radius of 20 00 feet, thence southerly, along the arc of said curve and
consuming a central angle of 90000'00", an arc distance of 3142 feet to the point of
tangency on a line drawn parallel with and 15 00 feet northeasterly of the southwesterly
line of said Lot 18, thence S 50*32"00" E, along said parallel line, a digtance of 112 50
feet to the southeasterly line of said Lot 18, thence S 39028'00" W, along said
southeasterly line, a distance of 15 00 feet to the point of beginning
Further, an easement is hereby reserved and conveyed unto the present and future owners, their
heirs, successors and assigns of the hereinabove described Parcel B, a permanent easement for the
installation, operation and maintenance of a storm water infiltration system and appurtenances, over,
under, across, through and upon the northwesterly 22 50 feet of the southeasterly 30 00 feet of the
southwesterly 17 00 feet of the hereinabove described Parcel A
And Further, an easement is hereby reserved and conveyed unto the present and future owners,
their heirs, successors and assigns of the hereinabove described Parcel B, a permanent easement for the
installation, operation and maintenance of a sanitary sewer pipeline and appurtenances, over, under,
across, through and upon the southwesterly 10 00 feet of the hereinabove described Parcel A
Maintenance, repair or reconstruction of any roadway or commonly used utilities, constructed upon
or within the easement right of way first hereinabove reserved and conveyed, shall be the responsibility
of the present and future owners, their heirs, successors and assigns, of the hereinabove described
Parcels A and 8, The cost of any such maintenance, repair or reconstructon, shall be jointly and equally
the owners of said Parcels A and B, EXCEPT that no owner shall be responsible for any portion of a
commonly used utility system, lying above or beyond his point of connection to the same, AND EXCEPT
the owner of said Parcel A shall not be responsible for the maintenance, repair or reconstruction of the
storm water conveyance, detention and dispersion systems and their appurtenances located in the first
and second easements right of ways hereinabove reserved and conveyed The maintenance of any sewer
pipeline and appurtenances located within the sanitary sewer easement hereinabove reserved and
Page 2 of 3
" A ^ n A ^ &% e% ^ ~ a% 'M
0 0
conveyed shall be borne by the owners of the hereinabove described Parcel B Any such maintenance
required shall be completed in a workmanlike manor, with all reasonable haste. and the property restored
to its original condition as soon as it is reasonably possible
This instrument shall be a covenant running with the lands hereinabove described and is binding upon the
owners of such lands, their heirs, successors and assigns, forever
r
,Jvv 2002
IN WITNESS WHEREOF we hereunto set our hands and seals this ;Y'� Day of
C Jefferj��/ Mary D Jeftrs --PrJ7
STATE OF WASHINGTON)
Ss
COUNTY OF SNOHOMISH)
On this day personally appeared before me Robert C Jeffers and Mary D Jeffers, husband and wife, to
me known to be the individuals described in and who executed the mthin and foregoing instrument, and
acknowledged that they signed the same as their free and voluntary act and deed, for the uses and
purposes therein mentioned
GIVEN my hand and official seal this A day of 2002
ME ye
Go
PUSL'
a -30'os &
OF V41"'
M 14
Notary Pulblic in and for \Alashingtc)n
State, residing at SUA-41.e . VA
My Commission expires on 'j- ?() - o3
Page 3 of 3
2flfl20fi22flXRA
'17
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PONAMY UUN"UTION ISO
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N-12 -------------------
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AS A rel"MWAGE Cl ILIWW ANNA' Mns
INSPECTIONS REO'D Date: 200, UjAMNSTOM STATE B490ay COM wod:l� .46
CALL 425-771-0220 EXT, 1326 OFMOM NO6 3 DOORS 10
N 39-28-0-
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LOT is
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LOT COVERAGE CALCULATION
------- 40-24—AP-0
view
LOT ANIE4 140MAC sa FT. -- — — — —
--------------------
LOT CIVVE� PERCENTAde 2&'14 X
8.0 TABLE OF AREAS APP146VED '3y PLANNIN(3
JV00 AREA 436A SQUARE FEET
3AMAGE 11593 SQUARE FEET RECEIVED
ORC44 SQUARE FEET
SQUARE FEET
PATIO 448
4,46 SQUAW FEET DEC - 4 2002
my-c
:A PERMIT COUNTER
UNDOxs .4o v vAum
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COVERAGE CALCULATION
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----------- tl== 6Q FT. 56un i,ew
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%MA 00
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6-AARE FM . . .. . . DEC 2002
446 501AW PJMT E
AREA —STUL,
A6 A PERMOAGE OP RICOR APMA
�NMTON OTATE 0,6fty c4mrz PERMIT
10.3 URNCNMW .40U, APPROVED By PLANNING COUNTER
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PhSTRUCTION
:::::! �—\Eh1TAQ—W.gEQi ma
EXPOSED SURFACES TO
B CO VERED WITHIN 2 DAYS
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TERIAL
FILE
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7 �E CITY M EDHOWS
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f------ I,--, ------------
rA ffl� LOT 02vEMA14 4024MO 6a Fr.
LOT AREA 14~90 GQ Fr.
-------- :: -------------
LOT co'.......
APPROV.�D AS NOT 2&-t4 ft
TABLE OF
;&EAS
BY EUGME91 60"RE FEET
1193 ea"IlIff MET
al 6QLIAM FEET
4" MW
WATER & SEWER Date: r�L Ar FEET
INSPECTIONS REaD A, CF PLOOWAPEA M25%
1326 �LO!.!�TCN STATE Ma%Sy CODE wwc4MjS .4m u. vALlm
CUT AND FILL WORKSHEET
03-Dec-02
Pacific Emerald
Homes: 18604 Sound View Place
LSA No . .4367
Cut Area
Fill Area
Volume of Volume of
Volume of
Volume of'
Section
Distance Separation
at Elev.
at Elev.
Cut, CF
Fill, CF
Cut, CY
Fill, CY
Match
0 0
0
0
0
242
0
0
847.
0:1
0
31
A
BI
7 7
12 5
7
240
18
1,205
1
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208
8
224
0
8
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12
210
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1
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17 1
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181
24
199
7
D1
28 11
65
190
556
2,074
21
77
D2
29 1
38
245
52
218
2
8
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36.5 7.5
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353
1.8.00
13
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37.5 1
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2
9
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2,257
26
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141
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5
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219
116
1,063
681
39
25
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55.5 1
291
37
255
77
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73.5 18.'
548
01
7,551
333
280
12
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74.5 1
129
0
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37
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419
405
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BUILDIPJ4
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RECEIVED
ro FV/ OCT 3 12002
PERMIT COUNTER
STREET FILE
Q,-o
i Li
NTRACTOR IS RESPONSIBLE FOR
NNER .
D DRAINAGE
EROS
11ON CONTROL AN
-14 1A
--------- >
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LEGAL DESCRIPTION
LOT IS
5 Wme Lu
CITY. OF EDMCNC)8
LOT COVERAGE CALCULATIOW
- - - - - - - - - - - - - - - - - - - -
LOT c4OVERAde' �024,M 5a FT.
LOT 14joCCAM 8a FT.
---------- --------
APPR tu 8.0 TABLE OF AREAS
V eLu
BY EN lem v
— - — - — - -Ivw. ARKA 43&4 ��Rff FEET
C.AR444 M93 5cmL6m FEET
-ORr44 al 5aJARE FEET
L_-VERM PATIO 46 -!411APM FEET
:DECK �Ab. 14UAWFEET
�L�W, AREA 840 akAOW FEET
wte: J/q 1 0
"m A, A 1EII:ENTAIWOR pLL,2jr ApWA.. IS25%
:001 WAASWW43TCN STATE ENERGY CODE � .-Q U, VALL
cp"Om NO. 3 �,DORS, :D'J'VALL
�-:EDILJM GA6 FJOAACE
STA"RD.DRAINAGE DE70TON SYSTEM
WORKSHEET
.OVY'NM I.-L-yvA-(,_sTjc_,cALc By: 4.
ADDRESS PHONE: 1622
Z rJ
DATE:
*****DESIGNDA,TA*****,
IMPE RVIOUS AREA PIPE DiA PIPE LG ORIFICE
DETENTION PIPE LENGTH LOCKING LID
XTYPICAL)
TYPICA
FINISHED
MINIMWN
IN
IN RAN1f0P W
Un
TIG;HTL 6*4 fir
UR WOM
Cc
K
.5X TO V SLOPE CONC BOX OR RISER
.4 . I
.5Z TO IX SLOPE
E a OUT T
2EL-co
OUTLET CONTROL
M 1 N.
UPPER CATCH BASIN ORIFICE
CONTROL CATCH BASIN
SYSTEM CROSS SECTION
2'X2'X6'.DEEP, 4-6- SPALLS 13R EGUAL
FROM CONTR13L CB 27 2'X 3' DEEP...3/4' CRUSHE D ROCK ISTING GRADE
FROM CONTROL 0 WAS
UTLET HED ROCK
1
0 Tr ENCII'MIN I*- LdM
L5' P Rr PIPE TO BE LEVEL
7
PERF PIPE W/ END CAPS
TR NCH SMALL L NU WITH MIRAr
RtARAP OErTUr POR TO PLACIEMEMI WASHED DRAIN ROCK
RUNOFF SPREADER. TRENCH
FOOTING DRAINS SHALL NOT -BE CONNECTED 70 DETENTION SYSTEM
NOTES:
AM - 10 A 9 CP 14A'S
1. Call Engineering Division (771-0220) for a tightline and detention system inspection'
APPROVED BY
before backfilling and for final inspections.
2, Responsibility for operation and maintenance of drainage systems on private property is the
ibility
/Z//07/0Z - -
responsi -storage pipe must be ft
of the property owner. Material accumulated in the ushed1l
D4TE
out and removed from the catch basins to allow proper operation. The outletcontrol. orifice
must be kept open at all times.
-1"? C. i S191
GARY HAAKENSON
CITY OF EDMONDS MAYOR
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: www.d.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
November 12, 2002
Le Ann Helleren
9510 1 901h Place W
Edmonds, WA 98026
RE: Sidewalk Construction at, 18608 Soun 'd"View Place
Dear Le Ann:
In response to your letter of October 8, 2002, the City will not require you to construct
sidewalks along the frontage of the property at 18608 Sound View Placeas a condition of
your building pen -nit approval.
Sincere)y,
DAVID K. GEBERT, PE
City Engineer
Cc: Lara Palmatier, Senior Permit Coordinator
Incorporated August 11, 1890
Sigve & Le A-nn Helleren
9510-190 1hPl SW
Edmonds, WA 98026
October 8, 2002
Dear Mr. David Gebertl
RECEIVED
0 C T 10 2.002
ENGINEERNG DIVISION
We are applying for a building permit at 18608 Sound View Place. This letter is in
regards to the sidewalk construction policy. After reviewing the criteria for sidewalks,
it is our understanding that we would not be required to install sidewalks.
I . Sidewalks are not required by ECDC 18390.030
2. No sidewalks exist within 1000 ft of the proposed development
3. No sidewalks indicated on the City Walkway Plan
4. No bikeways indicated on the city Walkway Plan
5. The project is not located on a street leading to facilities that result in ped traffic.
6. Sidewalks are not required to provide disabled access to. public faciliti . es.
After reviewing our property) do you agree? Will we be exempt from constructing a
sidewalk?
rom you. We can
We appreciate your attention to this matter and look forward to hearing f
be contacted at 425.640.6054 home
425.418.8099 cell (Sigve)
206.344.2688 cell (Le Ann)
Respectfully,
Le Ann Helleren
dL
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4-906
SE-13-27-3
To: File
From: Dave Gebert, City Enggine%
Subject: Sidewalk Construction, Sigve and Le Ann Helleren, 18608 Sound
Vie w- Place
Attachment: Sigve and Le Ann Helleren letter dated October 8, 2002
Sigve and Le Ann Helleren have requested City concurrence with their interpretation that the
City's Sidewalk Construction Policy will not require them to construct sidewalks along the
frontage of the property at 18608 Sound View Place as a condition of their single family
residence building permit approval. (See Attachment) -
Pursuant to ECDC 18.90.030, Table of Sidewalk Standards, RS-12 zoning (which 18608 Sound
View Place is) does not require sidewalks, except as shown in the Comprehensive* Sidewalk
Plan. It is, however, stated to be City policy that sidewalks will be required on all streets over
300 feet in length (which Sound View Place is).
Neither the latest adopted City Walkway Plan nor the draft update to the Walkway Plan indicates
sidewalks/walkways required on the portion of Sound View Place where the property in question
is located. The Walkway Plan indicates future sidewalks along Sound View Place south of
Wharf Street only, and along Wharf Street to Olympic View Drive. The property in question is
located north of Wharf Street, where future sidewalks are not indicated in the Walkway Plan.
The situation at 18608 Sound View Place does not meet any other criteria requiring construction
of sidewalks, as ser forth in the City's Sidewalk Construction Policy dated December 18, 2001.
There are presently no existing sidewalks on Sound View Place over its entire length. Sound
View Place is not designated as a bikeway in the latest City Bikeway Plan. The property in
question is not within 1000 feet of a park, school, church, shopping/commercial establishment, or
public facility.
In this specific situation, at this location, application of the policy that sidewalks be provided on
all streets over 300 feet is clearly contrary to the desires and intent of the City Walkway Plan and
City of Edmonds
V,
Development Services Department
Engineering Division
not consistent with the character of the surrounding neighborhood. It is clearly.not in the best
interest of the City to install a sidewalk at this location.
Therefore, sidewalk construction will not be required as a condition of building permit approval
at 18608 Sound View Place.
In addition, pursuant to the ' City Sidewalk Construction Policy, when it is determined that
sidewalks will not be required, payment in -lieu of construction will also not be required.
018
Sigve & Le Ann Helleren
95 10_1901hPI SW
Edmonds, WA 98026
October 8, 2002
Dear Mr. David Gebert,
RECEIVED
OCT 10 2002
ENGNEERNG DIVISM
We are applying for a building permit at 18608 Sound View Place. This letter is in
regards to the sidewalk construction policy. After reviewing the criteria for sidewalks,
it is our understanding that we would not be required to install sidewalks.
I . Sidewalks are not required by ECDC 18390.030
2. No sidewalks exist within 1000 ft of the proposed development
3. No sidewalks indicated on the City Walkway Plan
4. ' No bikeways indicated on the city Walkway Plan t traffic.
5. The project is not located on a street leading to facilities tha result in ped
6. Sidewalks are not required to provide disabled access to public facilities.
After reviewing our property, do you agree? Will we be exempt from constructing a
sidewalk?
We appreciate your attention to this matter and look forward to hearing from you. We can
be contacted at 425.640.6054 home
425.418.8099 cell (Sigve)
206.344.2688 cell (Le Ann)
Respectfully,
Le Ann Helleren
Ay' B
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SE-13-27-3
FROM D. Bruice, P. E. PHONE NO. 206 546 114 Nov. 10: 37�m 1 "'Pi
SiT R E E E
Dennis M. Bruce, P.E.
M.S.C.E., M.B.A.
Geotechnical/Clyil,En"aer
November 10, 2002
Pacific Emerald Homes, Inc.
P.O. Box 822
Edmonds, WA 98020
Subject: Geotechnical Evaluation — Foundation Recommendations
New Single -Family Residenroe
18608 Sound View PI., Edmonds, Washington
-Rzcj�iver)
NOV 12 2002
PERMIT COUNTER
This engineering report presents the results of a geotechnical evaluation of the
Pacific Emerald Homes, Inc. property at 18608 Sound View PI., Edmonds, Washington.
This evaluation was required due to owner / contractor concerns, as well as City of
Edmonds requirements for sloped properties.
REFERENCES:
• Project Plans by Randy Munson - Designs
• Site photographs *
BACKGROUND:
Currently (as of November 4, 2002) the overall property has experienced initial
clearing and preliminary grading (see photographs)- -
The overall property is rectangular in shape, approximately 100 feet wide (along
Sound Vle�w Pl.) and approximately 140 feet deep (westerly — towards Puget Sound).
See Site Plan,
The overall property contains a moderate Slope with increasing slopes (up to 40
— 50 percent) in the northeast quadrant (see Topographic Map).
Prior to clearing, the lot had never been developed and contained dense
shrubbery, grasses, and trees.
The Properties immediately adjacent this lot have been d*eveloped and contain
single-family residences.
SOILS ' FOUNDATIONS - Sirg 09VELOPMENr ' INSPECrION - DRAINAGE - DESIGN A PERAI/r - LEGAL
P.O. ]Box 55502 - Shoreline. Washington 98155 - (206) 546-9217 - FAX 546-8442
.FROM D.Bruce, P.E. Engi
PHONE NO. 206 546 94
Nov. 11 2002 10:37pM p2
Pacific Emerald Homes, Inc.
November 10, 2002
Page 2
EVALUATION:
This engineer is extremely familiar with soil conditions in the area, having done
extensive investigations immediately east of Sound View Pl. for a recent Single-family
residence on a much steeper property.
Visual evaluation of 18608 Sound View Pl. reveals no evidence of any
geotechnical distress: no slides, no sloughing, no soil tension cracks, or -any evidence of
erosional degradation.
In order to augment the existing site geotechnical information, this engineer dug
4 Soil test holes (by hand) on November 4, 2002,
� 3 test holes were dug in the vicinity of the proposed residence foundation. 1 test
hole was dug in the extreme northeast portion of the Property (where the steepest soil
cut is anticipated).'
It is understood that an approximate 8-foot deep (maximum) soil cut is
anticipated at the extreme northeast portion Of the Proposed residence.
The findings of all 4 test holes were similar, namely:
0" to 12" Moderately dense sandy loam with Occasional
gravels.
12" to 38" (bottom of test holes) Dense silty sand with gravels,
No water was encountered in any of the four test holes. All test hole walls
remained vertical and stable. No sloughing or caving occurred.
CONCLUSIONS I RECOMMENDATIONS:
Based on the findings of this investigation, and experience with similar sites in
the area, the Pacific Emerald Homes property at 18608 Sound View Pi. is
-geotephn call :a " roved for the Proposed addition project, subject to the following:
Standard reinforced continuous and spread footings. Allowable bearing
pressure: 2,000 p.s.f.
• Equivalent fluid pressure of 35 P.O. 13 recommended for any retaining wall
design Provided drainage zone is inspected and verified by this engineer,
• For retaining wall design, use friction factor of 0.55 and Passive pressure of 350
P.C.f.
FROM D. Bruce, P. E. , En#
PHONE NO. : 206 54r, 84J.
NOv..11.2002 10:3ePM P3
Pacific Emerald Homes, Inc.
November 10, 2002
Page 3
Geotechnical inspections by this engineer prior t any foundation concrete
placement.
The Proposed structure can be supported on conventional continuous and
spread footings bearing on undisturbed native soils or on structural fill placed above
native soils. See the later sub -section entitled General Eart!Lwot and Structural Fill for
structural fill placement and compaction recommendations. Continuous and individual
spread footings should have minimum widths of eighteen (18) and twenty-four (24)
inches, respectively, and should be bottomed at least eighteen (18) inches below the
lower adjacent finish ground surface. '
Depending on the final site grades, some over -excavation may be required below
footings to expose competent native soils, Unless lean concrete is used to fill the over
excavated hole, the width of the over -excavation at the bottom must be at least as wide
as the SUM of two times the depth of the over-excavatio'n and the footing width. For
example, an over -excavation extending two feet below the bottom of a three-foot wide
footing must be at least seven feet wide at the base of the excavation.
Footings constructed according to the above recommendations may be designed
for an.allowable soil bearing pressure of two thousand (2,000) pounds per square foot
(P-s.f.). A one-third increase in this design bearing pressure may be used when
considering short-term wind or seismic loads. For the above design criteria, it is
anticipated that total post -construction settlement of footings founded on competent,
native soils (or on structural fill up to five (5) feet in thickness) will be about one-half
inch, with differential settlements on the order of one -quarter inch.
NOTE: The bearing Capacity of 3,000 p,s.f. applies to over -excavated and
backfill conditions. Footings placed on native soils may be designed for 2,000 p.s.f.
Lateral loads due to wind or seismic forces may be resisted by friction between
the foundations and the bearing soils, or by passive earth pressure acting on the
vertical, embedded portions of the foundations. For the latter condition, the foundations
must either be poured directly against undisturbed soil or the backfill placed around the
outside of the foundation must be level structural fill. We recommend the following
design values be used for the foundation's resistance to lateral loading:
Paramete Design Yalue
Coefficient of Friction 0.55
Passive Earth Pressure 350 P.O.
FROM D.Bruce, P.E. Engi
.,-.PH.0,N.E--LN.O:-. : ..206 546 84 NOV'. .1.11 .2002 10:39PM P4
Pacific Emerald Homes, Inc.
November 10, 2002
Page 4
Where:
(1) P-c-f- is pounds per cubic foot.
(2) Passive earth pressure is computed using the equivalent fluid density.
We recommend that a safety factor of at least 1 .5 be used for design of the
foundation's resistance to lateral loading.
SLABS-Q-N---G—RADE:
Slab -on -grade floors may be supported on undisturbed, Competent native soils or
on structural fill. The slabs may be Supported on the existing soils provided these soils
can be re-comPacted prior to Placement of the free -draining sand or gravel Underneath
the slab. This sand and gravel layer should be a minimum of four (4) inches thick. We
also recommend using a vapor barrier such as 6-mil. Plastic membrane beneath the
slab with minimum overlaps of 12 inches for sealing purposes.
EE_RMANENT FOURDE—ATION AND RETAINING WALLS:
Retaining walls backfilled on one side only should be designed to resist lateral
earth Pressures imposed by the soils retained by these structures. The following
recommended design Parameters arefor walls less than twelve (12) feet in height,
which restrain level backfill:
ea[�M� Design Value
Active Earth Pressure* 35 p.c.f.
Passive Earth Pressure 350 p.c.f.
Coefficient of Friction 0.55
Soil Unit Weight 125 p.c.f.
Where:
(1) P.O. is Pounds per cubic foot
(2) Active and passive earth Pressures are computed using equivalent fluid
densities.
For restrained walls which cannot defect at least 0.002 times the wall
height, a uniform lateral Pressure of one hundred (100 p.s.f. should be
added to the active equivalent fluid pressure).
FROM D.Bruce, P.E. En -
91
2or, 54r, 134
Nov. 11 2002 10:39PM P5
Pacific Emerald Homes, Inc.
November 10, 2002
Page 5
The values given above are to be used for design of permanent foundation'and
retaining walls only. An appropriate safety factor should be applied when . designing the
walls- we recommend using a safety factor of at least 1.5 for overturning and sliding.
The above design values do not include the effects of any hydrostatic pressures
behind the walls and assume that no surcharge slopes or loads will be Placed above the
Walls. If these conditionsexist, then those Pressures should be added to the above
lateral Pressures. Also, if sloping backfill is desired behind the walls, then we will need
to be given the wall dimensions and slope of the backfill in order to provide the
appropriate design earth pressures.
Heavy construction equipment should not be operated behind retaining and
foundation walls within a distance equal to the height of the wall, unless the walls are
designed for the additional lateral pressures resulting from the equipment. Placement
and compaction of retaining wall backfill should be accomplished with hand -operated
equipment.
Retaining Wall Backfill
BacKill placed within eighteen (18) inches of any retaining or foundation walls
should be free -draining structural fill containing no organics' This backfill should contain
no more than five (5) percent silt or clay particles and have no particles greater than
four (4) inches in diameter. The percentage Of Particles passing the No. 4 sieve should
be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if
the native soils are used as backfill, a drainage composite, such as Mirafi and
Enkadrain, should be placed against the retaining walls. The drainage composites
should be hydraulically connected to the foundation drain system. The purpose of these
backfill requirements is to assure that the design criteria for the retaining wall is not
exceeded because of a build-up of hydrostatic pressure behind the wall. The
subsecfion entitled General Eart contains recommendations
regarding placement and compaction of structural fill behind retaining and foundation
walls.
EXCAVATION AND SLOPES:
Project Plans indicate a'soll cut up to 8 feet maximum in the northeast corner of
the residence (see Site Plan).
Based on this engineer's on -site investigations and experience in the area, the
so" Cut (UP to 8 foot maximum) may be made at a slope of 2H:3V (slightly steeper than
1: 1).
FROM D-Bruce,
P.E. Engi
Pacific Emerald Homes, Inc.
November 10, 2002
Page 6
PHONE NO. 206 54r
a 4#0 NO.v, 11 2002 10:40PM P6
This engineer anticipates that temporary shoring consisting of Eco-Blocks may
be required. On -site inspections by this engineer to verifv,
Depending on weather conditions and excavation expertise, temporary shoring
may not be required.
However, it is essential that excavation contractor and o ner be prepar to
-site direction for temporary shoring.
install Eco-Blocks under this engineer's on ed
Water should not be allowed to flow uncontrolled over the top of any temporary
or permanent slope. All permanently exposed slopes should be seeded with an
appropriate species of vegetation to reduce erosion and improve stability of the surficial
layer of soil.
DRAINAGE CONSIDERATION V
Footing drains are recommended at the base Of all footings and retaining walls.
These drains should be surrounded by at least six (6) Inches of one -inch -minus washed
rock wrapped in non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar
material). At the highest point, the perforated pipe invert should be at least as low as
the bottom of the footing and it should be sloped for drainage. All roof and surface
water drains must be kept separate from the foundation drain system.
No groundwater was observed in either of the test pits during the fieldwork.
Seepage into the planned excavation is Possible, and likely if excavation occurs during
winter months, and if encountered should be drained away from the site by use of
drainage ditches, perforated pipe, French drains, or by Pumping from sumps
interconnected by shallow connector trenches at the bottom of the excavation.
The excavation of the site should be graded so that surface water is directed off
the site and away from the tops of slopes. Water should not be allowed to stand in any
area where foundations, slabs, or pavements are to be constructed, Any exposed
slopes to be covered with Plastic to minimize eroslon. Final site grading in areas
adjacent to buildings should be sloped at least two (2) percent away from the -building,
except where the area adjacent to the building is paved.
GENERAL EARTHWORK AND STRUCTURAL FIL :
The proposed building and Pavement areas should be stripped and cleared of all
surface vegetation, all organic matter, and other deleterious material, The stripped or
removed materials should not be mixed with any materials to be used as structural fill.
Structural fill is defined as any fill Placed under the building, behind permanent
retaining or foundation wallsi or in other areas where the underlying Solis needs to
FROM D.Bruce, P.E.
Engin
Pacific Emerald Homes, Inc.
November 10, 2002
Page 7
PHONE..ND. : 206 54r
84ft Nov- 11 2002 10:40PM P7
support loads. This engineer should observe Site conditions during and after excavation
prior to Placement of any structural fill.
All structural fill should be Placed in horizontal lift with a moisture content at or
near the optimum moisture content. The Optimum moisture content is that moisture
content which results in the greatest compacted dry density. The moisture content of fill
soils is very important and must be closely controlled during the filling and compaction
process.
The allowable thickness of the fill lift will depend on the material type, compaction
equipment, and the number of Passes made to compact the lift, In no case should the
lifts exceed twelve (12) inches in loose thickness. The following table presents
re commended relative Compaction for structural fill:
t
Beneath footings, slabs or walkways
Behind retaining wall$
Beneath pavements
Minimu r Relative
COMMaction
95%
90%
95% for upper 12 inches of
Sub -grade, 90% below that level
Where: Minimum relative compaction -is the ratio, expressed in Pe . rcentages, of
the compacted dry density to the maximum dry density, as determined in
accordance with ASTIVI Test Designation D-1557-78 (Modified Proctor).
USO of On -Site Soils
If grading activillies take place during wet weather, or When the silty, on -site soils
are wet, site preparation costs may be higher because of delays due to rains and the
Potential need to import granular fill. The on -site iOil$ are generally silty and thus are
moisture sensitive. Grading operations will be difficuft when the moisture content of
these soils exceeds the OPtimum moisture content.
U Moisture sensitive soils will also be susceptible to excessive softening and
the optimum Moisture content. a t
Pumping" from construction equipment traffic when the moisture content is great r han
Ideally, structural fill, which is to be placed in wet weather, should consist of a
granular soil having no more than five (5) percent silt or clay Particles. The Percentage
FROM D..Brucep RE
Engin
Pacific Emerald Homes, Inc.
November 10, 2002
Page a
PHO�E. NO. 206 546 134
2002 10:41PM P13
of particles passing I the No. 200 sieve hould be measured from that portion of the soil
Passing the three -quarter -Inch sieve. s
The use Of "Some" on -site soils for fill material rn
organic materials are seg Mai —be acceptable if the upper
inspection. regaled and moisture contents are monitored by engineering
DRAI NAG! Co MRO
g LS:
No drainage problems were evident on the property at 18608 Sound View Pl.
Currently, surface runoff flows westerly (into easement and storm system transfer n
storm water to Puget Sound discharge. s ri g
This engineer understands that the proposed new residence contains a storm
water drainage design that has been submitted to CitY of Edmonds.
Geotechnically, compliance with Cityof Edmonds drainage requirements is
approved and recommended,
CON -RETE:
All foundation concrete (footings, stem walls,
shall have a Ml�ni slabs any retaining walls, etc.)
mum cement content of 5-1/2 sacks per -cubic yard of concrete mix,
�T'10N:
As discussed, the overall Property is 180technicall stable. The moderate
Slopes in the northeast quadrant of the pro
project. PertY Pose no geotechnical hazard to this
Development of the property with the Proposed single-family residence Poses no
geOtechnical hazard to the surrounding area subject to Compliance with City of
Edmonds approved Plans and this engineer's' on -site inspections.
INSP LqlLoNS:
The recommendations of this report are Only valid when key geotechnical
aspects are inspected by
• Soil cuts
• Foundation sub -grade verification
• Retafning-wall, or rockery placement
• Any fill placement
F ROM D. B , ru.Fe, . P. E. En
Pacific Emerald Homes, Inc.
November 10, 2002
Page 9
PHONE ND.
2.06 546 e4 NOV 11 2002 -10:41PM P9
• Subsurface drainage installation
• Temporary Eco-Block shoring, if required
!U_MMARY,
I
The Proposed Pacific Emerald Homes, Inc. now residence at 18608 Sound View
PI., Edmonds, Washington is ge0technically viable when constructed in accordance
with the recommendations hereint Compliance with City of Edmonds approved plans'
and r0quirements, and key geotechnical inspections g "In construction.
QL_OSURE
The findings and recommendations of this report were Prepared In accordance
with gene'
No other
of the field exploration and interpolatio of subsurface Jusions are based on the results
warranty, either express or implied, is made. The conr ct
rally accepted Professional engineering principles and pra ice.
n
Iftations. If condifions are encounte' conditions between explored
red during construction that appear to be different
than those described in this report, this engineer should be notified to observe the
situation and review and verify or modify the recommendations.
DMB.abj
If there are any questions, do not I hesitate to call.
� t)O �;-
Dennis m. Bruce, P.E.
Geolechnical / Civil Engineer
t-NUM D.Bruce, P.E. Engine PHONE NO. 206 546 8442
# . ft Nov. 11 2002 10:42pM plo
Cot 31 02 04:39p Pa c Emerald Homes Inc 42567 P-1
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Sigve & Le Ann Helleren
9510-190" PI SW
Edmonds, WA 98026
a
RECEIVED
OCT)'i 0 2002
ENGINEERNG DIVISION
October 8, 2002
Dear Mr. David Gebert,
We are applying for a building permit at 18608 Sound View Place. This letter is in
regards to the sidewalk construction policy. After reviewing the criteria for sidewalks,
it is our understanding that we would not be required to install sidewalks.
I . Sidewalks are not required by ECDC 18390.030
2. No sidewalks exist within 1000 ft of the proposed development
3. No sidewalks indicated on the City Walkway Plan
4. No bikeways indicated on the city Walkway Plan
5. The project is not located on a street leading to facilities that result in ped traffic.
6. Sidewalks are not required to provide disabled access to public facilities.
After reviewing our property, do you agree? Will we be exempt from constructing a
sidewalk?
We appreciate your attention to this matter and look forward to hearing from you. We can
be contacted at 425.640.6054 home
425.418.8099 cell (Sigve)
206.344.2688 cell (Le Ann)
Respectfully,
Le Ann Helleren
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SE-13-27-3
tity.of Edmond.s Permit No:
RIGHT-OF-WAY CONSTRUCTION PERMIT Issue. DateqLJJ()Z,
N. Addres�'6r Vicinity of Construction:
B. Type of Work (be specific
-0
C. Contractor:, My&&e2:1. (I r'JZVdeaZLAN Contact: -
Mailing Address: -Pb R?04 S? 4-4-a Phone:
State License #:-PA 4c, F_VA(nq 0 Y_ Z. Liability Insurance: Bond: $
D. Building Permit (if applicable): OR Side SeWer Permit # (if applicable):
E.' Commercial Subdi�ision El City Project El EUC (PUD,..VERIZON, PSE, AT& T, OVWD)
F! Multi -Family Single Family n!" Other
INSPECTOk:
F. PAVEMENT CUT: El YES F1 NO G., SIZE OF CUT x
CONCRETE CUT: El YES El NO
AII'LICANTTO 1U','Al) ANI) Sl(;N
INDEMNITY.- Applicant understands by hislher signature to this application helshe holds the. City of Edmonds harmless ftom
i�juries,damages or claims of any kind or description whatsoever, foreseen 'or unforeseen, that may be made against. the City of
Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense
costs and attorneyfees"by reason ofgranting this permit.
"THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERJALS.FOR A PERIOD OF ONE YEAR FOLLOWING. THE FINAL
..INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED. RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT RILL BE PROCESSED FOR ISSUANCE TO THE APPLIC4NT.
Tratfic control and public. safety shall be in accordance with City regulations as required by the, City Engineer. Every
flagger, must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required,,trqining in their possession.
46toration i's to be in accordance with City codes. All strcet-cut� trench work shall be patched with asphalt or City -
approved material prior to the end of the. workday - NO EXCEPTIONS.4'
Three.sets,of construction drawings of proposed work are required with the permit application.
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WOkk
IHAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE....
'44
THA T I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE A TALL TIMES FOR INSPECTIONS
Signature.��_o Date: Z.,
/0" (Contra�to�pf Agent)
FOR CITY USE ONLY
Approved by: 04_142:�__ Right-of-way'&,e: 10 � 5@14NCI
Time Authorized: Void After Disruption Fee/Pund 111:
F
Special Conditions:, Restoration ee:
Total Fee.11�
14;,�ngol Pggn-,:,-V Rlmipt.No:
Issued by:.
UPON COMPLETION OF PERMITTED.WORK, AN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS
COMMUNITY DEVELOPMENT CODE (Phone 425-771-0220 Ext. 1326
FINAL �APPRO VAL OF PERMITTED WORK.- C-)AM %Aao J I DATE:�� 04
lhs�ectWs S ture
For inspection requirements'see Engineering Inspection Information handout.
DAMy Doc6ments\Fprm.s\Eng,r.tmg\ROWpermit—.doc
W4&W
38508
1 13
Prepared. 'by:
Rok.�,rt L. Long
E.,"R i AA VV E Y 0 R
Lovell-Sauerland� & Associates
19400 33rd Avenue W. Suite 200
Lynnwood, Waishington 98036
Ald 2 - 0 0 �--
LSA No. 43.67
Spreader Trench Control Riser Calculations:
Riser Specificatiou*
- 8" riser wi z a 1/2"-outlet orific
outflow Calculations:
Head Conditions: Vary between 60.50 (pump on) to 64.50 (over -flow)
Minimum Head 0.5 ft.
Maximum Head 4.5 ft.
Orifice Outflow Equation: .
QoUt = Cdx A x (2 x 32.2 x h)o-'
Cd= 0.62 (orifice coefficient)
A = orifice area
h = head
"A" for 1/2" orifice:
A 3.14 x (.5/2/12)2
0.0014 sf
Minimum Maximum )0.5
Qmin =Cd x A x (2 x 32.2 x h)o-' )0.5 Qmax = Cd x A x (2 x 32.2 x h
0.62 x 0.0014 x (2 x 32.2 x 0.5 Qm. = 0.62 x 0.0014 x 2 x 32.2 x 4.5)0-'
Qmin = 0.
Qmin = 0.005 cfs Qmax
ok, G
Lovell-Saueiland and Associates Pacific Emerald Homes
N =mono LSA No. 4367
July 2002
we
TRA TION SIZING CALCULATIONS:
The following calculations are for the sizing of a low flow dispersion1spreader trench design to
accommodate the low flows for the development of Pacific Emerald Homes at 18604 Sound View
Place. A FROP tee regulates the allowable flows to the proposed spreader trench by conveying
storm run-off through a %" orifice of a FROP tee. The maximum flow though Y2" orifice with 3 feet
of head is 0.01 cfs. The excess (high) flows are detained in an on -site detention Pipe and are -
Pumped up to Sound View Place to the road drainage system. The detention tank and Pump are
sized to regulate the flows and match the undeveloped site run-off (see Engineering Report dated
July 29, 2002).
The trench length was sized using the current City of Edmonds design criteria that sizes the
trench based on trench surface area and soils percolation rates. The existing soils on -site are
medium dense sands. An on -site soil test Pit was evaluated to determine the design infiltration
rates in the location of the proposed trench. A test hole as dug approximately 3 feet deep* and
filled with water to pre-soak. After pre-soaking the hole, the hole was completely filled and draw -
down times were measured. The first 10 minutes the water level dropped about 10 inches. After
the initial 10 minutes the preceding 10 minute stages dropped an average of 3 inches (per 10
minutes). Three inches in 10 minutes gives an percolation rate of about 18 in/hr. Per the design
standards the maximum rate of sand will be used (8-27 in/hr).
Assuming a treatment rate of'o.01 cfs and a,, "'Percolation rate of 8.27 in/hr, the following
calculations size the proposed infiltration (dispersion/spreader) trench.
L [(Q) (Im 12 in/ft x 60 sec/min)] / (trench surface area)
0.01
cfs (max flow to s ste
M in min (per rate per soils- 8.27. in/hr)-
-Trench Surface area = 4 ft. (see cliagtam below)
L = U0.01) (0. 138 / 12 x 6-0)] / (4)
L = 13.04
Design Trench Length 14 feet
L 40
1 508
I -
L coi\ Wox
[EXPIRES 8/17/0q
_j
2+ 1 + 1 = 4- SURFACE AREA
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: wwwci.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
-1P C Planning Building Engineering
August 27, 2002
Robert Jeffers
18604 Soundview PL.
Edmonds, WA 98020
RE: Driveway Slope Waiver Request for 18608 Soundview PL (P.C. 02-284)
Dear Mr. Jeffers:
GARY HAAKENSON
. MAYOR
We have reviewed your request for a driveway slope waiver at the above address and provide the
f6llowing determination pursuant to . Chapter 18.80.060D of the Edmonds Community
Development Code. Based on inf6rination provided by your Engineerand our site visit, We have
decided to grant Your request for the driveway slope waiver up to 15%.
Since the driveway slope will exceed the 14%, an inspection will be required prior to paving.
If you have any questions, please contact me at 425-771-0220, ext 1324.
Sincerely,
'ley
Engineering Program Manager
ALC/cmc
c: Development Services Coordinators
VAlettersUeffers-dw slope waw-02284.doc Incorporated August 11, 1890 0
Sister City - Hekinan, Japan
iIiiiiiiiiiiiiiiiirm
00
Mr. Lyle Chrisman, Engineering Program Manager
City of Edmonds Community Services Department
121 Fifth Avenue North
Edmonds, WA 98020
RE: Pacific Emerald Homes— 18604 Sound View Place
Lot 18, Block 2, Edmonds Sea View Tracts
Waiver request- Maximum driveway slope.
Dear Mr. Chrisman:
ENGINEERS / SURVEYORS / PLANNERS / DIVELOPIABIT CONSULTAIM
June 4, 2002
LSA No.4367
This letter is a request for a waiver to the City's maximum driveway slope restrictions.
Pacific Emerald Homes is proposing to relocate an existing driveway that cuts through the
middle of a vacant lot. The vacant lot will become more reasonablely usable by relocating
the existing driveway to the site's southern boundary. The project site (vacant lot) is
located within the City of Edmonds at 18604 Sound View Place.
The natural topography of the site slopes from the frontage along Sound View Place down
about 22 feet to the lots westerly boundary. The existing driveway (to be relocated)
averages about 11 %, with a maximum exceeding over 16%. The driveway provides
access to an existing house located on the parcels west of the site. Pacific Emerald
Homes proposes to reconstruct the driveway along the south boundary of the site at a
slope of 15%. The design of 15% provides an economical and environmentally reasonable
alternative to fit the current topography of the site, and provides a reasonable area for a
future building pad on the lot. (it reduces the amount of required excavation and height
and length of retaining wall/rockeries).
The proposed driveway of 15% will have no adverse impact to public health, safety and/or
general welfare. Therefore, on behalf of our client, we are requesting a waiver to authorize
a maximum driveway slope up to 15%, by City Code 18.80.060 (D).
Thank you for taking the time to review this matter. Please call me if you need additional
information or have any questions.
Sincerely,
epe)4:7' C4,kr R EEC E 0 V E D
J U N 1 1 2GO2
Robert L. Long, PE DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
Lovell-Sauerland & Associates, Inc.
19400 33rd Ave. W., Suite 200, Lynnwood. WA 98036 800-775-7663 425-77S-1591 42S-672-7998 fax
4ft
Mr. Lyle Chrisman, Engineering Program Manager
City of Edmonds Community Services Department
121 Fifth Avenue North
Edmonds, WA 98020
RE: Pacific Emerald Homes— 18604 Sound View Place
Lot 18, Block 2, Edmonds Sea View Tracts
Waiver request- Maximum driveway slope.
Dear Mr. Chrisman:
L= ME
ENGINEERS / SURVEYORS PLANNERS / DEVELOPMENT CONSULTANTS
June 4, 2002
LSA No.4367
This letter is a request for a waiver to the City's maximum driveway slope restrictions.
Pacific Emerald Homes is proposing to relocate an existing driveway that cuts through the
middle of a vacant lot. The vacant lot will become more reasonablely usable by relocating
the existing driveway to the site's southern boundary. The project site (vacant lot) is
located within the City of Edmonds at 18604 Sound View Place.
The natural topography of the site slopes from the frontage along Sound View Place down
about 22 feet to the lots westerly boundary. The existing driveway (to be relocated)
averages about 11%, with a maximum exceeding over 16%. The driveway provides
access to an existing house located on the parcels west of the site. Pacific Emerald
Homes proposes to reconstruct the driveway along the south boundary of the site at a
slope of 15%. The design of 15% provides an economical and environmentally reasonable
alternative to fit the current topography of the site, and provides a reasonable area for a
future building pad on the lot. (It reduces the amount of required excavation and height
and length of retaining wall/rockeries).
The proposed driveway of 15% will have no adverse impact to public health, safety and/or
general welfare. Therefore, on behalf of our client, we are requesting a waiver to authorize
a maximum driveway slope up to 15%, by City Code 18.80.060 (D).
Thank you for taking the time to review this matter. Please call me if you need additional
information or have any questions.
Sincerely,
R ME C E I V E D
Pd)4:;-,C4kr JUN 1 1 2002
Robert L. Long, PE DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
Lovell-Sauerland & Associates, Inc.
19400 33rd Ave. W., Suite 200, Lynnwood, WA 9,8,0,36 .800-775-7663 425-775-1591 42S-672-7998 fax
ENGINEERING REPORT
WITH
STORM DETENTION PUMP SYSTEM
DESIGN AND SPECIFICATIONS
FOR
Pacific Emerald Homes
Lot 18, Block 2 Edmonds Sea View Tracts
L
QY WAS,
3 3 508
T
EXPIRES 8/17/69/1
Prepared by:
Robert L. Long
18604 Sound View Place
Edmonds, Washington
June 2002
Revised: July 2002
0 =�()
EN aim EE R& (Sup"YON z
Lovell-Sauerland & Associates
19400 33rd Avenue W. Suite 200
Lynnwood, Washington 98036
LSA No. 4367
INFILTRATION SIZING CALCULATIONS:
The following calculations are for the sizing of a low flow dispersion/spreader trench design to
accommodatethe lowflowsforthe developmentof Pacific Emerald Homes at 18604 Sound View
Place. A FROP tee regulates the allowable flows to the proposed spreader trench by conveying
storm run-off through a 5/8" orifice of a FROP tee. The maximum flow through 5/8" orifice with
3 feet of head is 0.022 cfs. The excess (high) flows are detained in an on -site detention pipe and
are pumped up to Sounds View Place to the road drainage system. The detention tank and pump
are sized to regulate the flows and match the undeveloped site run-off (see Engineering -Report
dated July 29, 2,002).
The trench length was sized using the current City of Edmonds design criteria that sizes the
trench based on trench surface area and soils percolation rates. The existing soils on -site are
medium dense sands. An on -site soil test pit was evaluated to determine the design infiltration
rates in the location of the proposed trench. A test hole was dug approximately 3 feet deep and
filled with water to pre-soak. After pre-soaking the hole, the hole was completely filled and draw -
down times were measured. The first 10 minutes the water level dropped about 10 inches. After
the initial 10 minutes the preceding 10 minute stages dropped an average of 3 inches (per 10
minu tes). - Three inches in 10 minutes gives a percolation rate of about 18 in/hr. Per the design
standards the maximum rate of sand will be used (8.27 in/hr).
Assuming a treatment rate of 0.01 cfs and *a percolation rate of 8.27 in/hr, the following
calculations size the proposed infiltration (d ispers io n/sp reader) trench.
L (Im / 12 in/ft x 60 sec/min)] / (trench surface area)
-L = ? (length of trench)
-Im = 0.138.in/min (per rate per soils- 8.27 in/hr)
-Trench Surface area = 4 ft. (see diagram below)
L = [(0.01) / (0. 138 / 12 x 60)] / (4)
L'= 29.17
Design Trench Length = 30 feet
2
2 + I + I = 4' SURFACE AREA
Lovall-Sauedand and Associates
September,2002
0 M 0
TMZ
ii16""iiam M
Pacific Emerald Homes
LSA No.4367
Spreader Trench Control Riser Cakulations.-,
Riser Specifications: . .
- 8" riser with a 5/8" outlet orifice.
Outflow Calculations:
Head Conditions: Vary between 60.50 (pump on) to 64.50 (over -flow)
Minimum Head = 0.5 ft.
Maximum Head 4.5 ft.
Orifice Outflow Equation:
QoUt cdx A x (2'x 32.2 x h)'-'
Cd =0.62 (orifice coefficient)
A = orifice area
h = head
"A" for 5/8 orifice:.
A = 3.14 x (5/8 /2/12)2
A = 0.0021 sf
Minimum Maximum
Qmi, = Cd x A x (2 x 32.2 x h)1.5 QMaX = Cd x A x (2 x 32;2 x h)1.5
Qmin = 0.62 x 0.0021 x (2 x 32.2 x 0.5)'-' Qm.), = 0.62 x .0.0021 x (2 x 32.2 x 4.5)0 - 5
Qmin = 0.007 cfs QMaX = 0.022 cfs.
.02
Lovell-Sauedand and Associates PacificEmerald Homes
September 2002 N -L-SA No. 4367
66ili�= =Z
11
ENGINEERING REPORT
WITH
STORM DETENTION PUMP SYSTEM
DESIGN AND SPECIFICATIONS
FOR
Pacific Emerald Homes
Lot 18, Block 2 Edmonds Sea View Tracts
. L.
GIST
L
rEXPI ES
Prepared by:
Robert L. Long
18604 Sound View Place
Edmonds, Washington
June 2002
Revised: July 200
E 9 0 1 N 1 6 R 3 1 1 U R V E Y 0 R 3
�i = = z
Lovell-Sauerland & Associates
19400 33rd Avenue W. Suite 200
Lynnwood, Washington 98036
60 M
OFF
LSA No. 4367
Pacific Emerald Homes
Lot 18, Block 2 Edmonds Sea View Tracts
Introduction
This summary report provides site design information for the proposed lot development for
Pacific Emerald Homes. It includes storm drainage, driveway and grading design
calculations and analysis to support to the redesign of a access driveway to provide an
adequate building pad for the site. The property is located at 18604 Sound View Place
in Section 13, T 27 N, R 3 E, W.M.
Applicant: Pacific Emerald Homes
Contact. Sigve Helleren
Phone Number (425) 771-5313
Site Address: 18604 Sound View Place
Edmonds, WA 98020
Tax Parcel Number 004346-002-018-00
TABLE OF CONTENTS
NUMBEROF
SECTION CONTENTS PAGES
A. Project Summary ........................................... 2
B. Site Plan ................................................. 1
C. Parcel (Vicinity) Map ........................................ 1
D. Storm Drainage Detention Calculations .......................... 3
E. Storm Drainage Pump System Sizing Calculations ................. 6
F. Storm Drainage Pump System Specifications ...................... 9
G. Waiver request Letter- Maximum driveway slope .................. 1
Lovell-Saueriand and Associates Pacific Emerald Homes
July 2002 E �N-wq LSA No. 4367
Site Development Summary
Drainage Improvement Design:
Pacific Emerald Homes proposes to relocate an existing driveway that cuts through the
middle of an existing lot (Lot 18 Block 2 Edmonds Sea View Tracts). By relocating the
existing driveway to the lot's south boundary, a reasonablely usable building lot is created.
The existing driveway provides access to an existing residence located on the parcels
I (Lots 7 & 8) west of the site. The relocated driveway would provide a shared access for
the existing residence (Lots 7 & 8) and a future residence to be built on the site (Lot 18).
Drainage runoff from the relocated driveway and the proposed (future) house will be
collected and directed to the on -site drainage detention system. The system consists of
a 36" detention pipe, a spreader trench for low flows (and overflows), and a storm drainage
pump system. The storm drainage pump system is designed to pump the increased runoff
from the site to the existing storm drainage system along the west side of Sound View
Place, approximately 28 feet of elevation difference. The pump will be installed during the
construction of the proposed house. In the interim drainage from the relocated driveway
will be directed to and detained in the 36" detention pipe. In the interim, all release flows
from the detention system will flow to the spreader trench. The runoff flow increase will
be negligible due to the fact that the impervious surface of the existing driveway is
approximately the same area as the relocated driveway. Runoff flow to the spreader
trench will vary between 0.01 cfs to 0.005 cfs with the varying head of the detention
system.
Runoff calculations which include the relocated driveway and the impervious surface from
a future house located on the site (Lot 18) are attached. Listed below is a summary of the
site drainage conveyance calculations.
Site Area, Summq!y: Draina-ge Runoff Calculation Summa!y:*
Site Area = 13,973 sf Peak 2-year Developed Flow = 0. 10 cfs
Additional off -site driveway (from lot 8) = 500 sf Peak 10-year Developed Flow= 0.13 cfs
Total Collected Area = 14,473 sf (0.33 ac.) Peak 1 00-year Developed Flow = 0.21 cfs
* See Section D for calculations.
Proposed Pervious = 1,473 sf (0.03 ac.) : CN = 86
Proposed Impervious = 13,000 sf (0.30 ac.): CN 98
New Driveway = 4,000 sf
Future Lot Development = 9,000 sf
Pumn System Discharge Summa!3L., 2- year 1 0-year 1 00-year
Continual Max. Pump Time @ 40 gpm(O-90 cfs) 10 min. 20 min. 50 min.
Avg. Pump Time in Peak Hour (490-550 min.) 30 min. 44 min. 60 min.
Average Down Time in Peak Hour 30 min. 16 min. 0 min.
Average Peak Hour Release Rate 0.045 cfs 0.066 cfs 0.09 cfs
Lovell- Sauerland and Associates Pacific Emerald Homes
July 2002 LSA No.4367
I
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Storm Drainage Ft
]pe CapagLty.**
The table below lists the minimum pipe slopes to convey the 100-year developed storm.
The design plans maintain the minimum slope for the storm drainage conveyance pipes
(see construction plans).
Pipe
Pipe
Flow
Size
Material
Q1OO__
6 in.
Smooth Walled
0.21 cfs
6 in.
Corrugated
0.21 cfs
4 in.
Smooth Walled
0. 21 cfs
4 in.
Corrugated
0.21 cfs
Calculations using Mannings Formula
Minimum slope 0.50%
Grading and Erosion Control:
Minimum
Full Flow
Slope***
Capacity
0.50%
0.43 cfs
0.50%
0.22 cfs
1.03%
0.21 cfs
4.12%
0.21 cfs
This project will require grading to construct the proposed driveway and utilities, including
the off -site storm drain line. Standard erosion control measures are proposed to be used
during construction. The primary erosion and sediment control BMP during construction
will be proper soil stabilization methods. Exposed soils shall be stabilized by application
of effective bmp's that protect the soil from the erosive forces of raindrops, flowing water,
and wind. Applicable practices include, but not limited to, temporary and permanent
seeding, sodding, mulching, plastic covering, erosion control fabrics, matting, soil
application of polyacrylamide (pam) , the early application of gravel base on areas to be
paved, and dust control. The contractor shall select a soil stabilization method best suited
for the particular situation. Stock piles must be stabilized and protected with sediment
trapping measures. In addition, site containment of exposed soils shall be sustained by
using silt fence barriers along the down -slope boundaries of the site's disturbance areas.
See the site development plan for details.
Permanent erosion control bmp's: Permanent vegetation cover, limiting cut and fill
slopes to 2:1 max., and the tight -line storm drain line conveying runoff to the base of the
slope to the west are all proposed to prevent/minimize erosion and siltation.
Estimated grading calculations: The following grading quantity estimations were
calculated using a computer modeling program within the AutoCAD computer drawing.
The calculations are approximate. The quantities listed are for the permitting process only
and should not be considered precise amounts for bidding purposes. The estimated
grading quantities are:
Approximate Fill: 200 CY
Approximate Cut: 100 CY
Conclusion: Included in the site development construction plans are detail grading and
drainage improvement details. With proper installation, maintenance and inspections of
the proposed construction the project should have minimal impact to the surrounding
environment.
Lovell-Sauerland and Associates Pacific Emerald Homes
July 2002 mn LSA No. 4367
A-2
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SECTION 13,T.27N..R.3 E.,W.M.
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EDM"-QNDS SEA VIEW TRACTS
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VICINITY MAP
TREE LEGEND
PLAT DATA
LEGAL DESCRIPTION
LEGEND
BASIS Of KARINGS
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Wulwl�wam=
HOTES
APPROVED FOR CONSTRUCTM
CITY OF EDMONDS
SITE DEVELOPMENT PLAN
FOR
PAaRC EMER" HOMES, INC
IN SWI/4,NEI/4 OF SECTION 13.T.27N.,R.3 E.,W.M.
CITY OF EDMONDS
SNOHOMISH COUNTY. WASHINGTON
LNR &
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Parcel (Vicinity) Map
Lovell-Sauedand and Associates Pacific Emerald Homes
June 2002 LSA No.4367
6i"i666wii,-'ii_z C -
Emerald Pacific Homes LSA No.
SCS Weighted average curve number calculations
4367
29-Jul-02
08:53 AM
SCS Hydrologic Soils type:—>
C
Square Feet
Acres
Site Area
13,973
0.321
Additional off -site driveway collected.
500
0.011
Drainage Collection area:
14,473
0.332
Existing conditions
Assumptions:
CN:
Undisturbed forest land
76
0
Second growth forest
81
14,473
0.332
Meadow or pasture
85
0
Grass, > 75% coverage
86
0
Grass, > 50% coverage
90
0
Impervious- Ex. Road
98
0
--------------------------------------------
Total Weighted CN for each basin:
------- ------------ — - — —
------ — -----------------------------
81.0
------------------------------
- — ------------------
Pervious:
Area, acres:
0.332
Weighted CN:
81.0
Percent pervious area:
100.0%
Impervious:
Area, acres:
0.000
Weighted CN:
98.0
Percent impervious area:
— -------------------------------------------------------
0.0%
------------------------------------------ — --- — —
---- — ----
Basin Area
Future conditions
-------------------------------------------
Square Feet
Acres
Drainage Collection area:
14,473
0.332
Assumptions:
CN:
Second growth forest
81
0
0.000
Meadow or pasture
85
0
0.000
Grass, > 75% coverage
86
1 A73
0.034
Impervious
98
13,000
0.298
Driveway Area
4,000
0.092
Future Lot Development
9,000
----------------------------------------
0.207
Total Weighted CN:
— -------
— - — -------------------
96.8
— — --- — - — ------------------------
— -----------------------
Pervious area to detention system:
Area, acres:
0.034
Weighted CN:
86.0
Percent pervious area:
10.2%
Impervious area to detention system:
Area, acres:
0.298
Percent impervious area:
89.8%
Lovell-Sauerland and Associates Pacific Emerald Homes
July 2002 =�u LSA No.4367 0-1
PACIFIC EMERALD HOMES
LSA No.4367
BASIN SUMMARY
BASIN ID: E002 NAME: EXISTING 2 YR.
SCS METHODOLOGY
TOTALAREA ....... : 0.33Acres BASEFLOWS: 0.00cfs;
RAINFALL TYPE .... TYPE1A PERV IMP
PRECIPITATION .... 1.50inches AREA..: 0.33Acres 0.00 Acres
TIME INTERVAL .... 10.00 min CN .... 81.00 0.00
TC ... 10.00 min 0.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.01 cfs VOL: 0.01 Ac-ft TIME: 530 min
BASIN ID: E010 NAME: EXISTING 10 YR.
SCS METHODOLOGY
TOTALAREA ....... 0.33Acres BASEFLOWS: 0.00cfs
RAINFALLTYPE TYPE1A PERV
IMP
PRECIPITATION-, 200inches AREA - 033Acres
0 00 Acres
TIMEINTERVAL - 1000min CN ... 81 00
0.00
TC. 10.00 min
0.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.03 cfs VOL: 0.02 Ac-ft TIME: 500 min
BASIN ID: E100 NAME: EXISTING 100 YR.
SCS METHODOLOGY
TOTALAREA ....... : 0.33Acres
BASEFLOWS: 0.00cfs
RAINFALL TYPE .... TYPE1A
PERV
IMP
PRECIPITATION.. 300inches
AREA 0.33Acres
0.00 Acres
TIMEINTERVAL. 10.00min
CN 81 00
000
TC .... 10.00 min
0.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.09 cfs VOL: 0.03 Ac-ft TIME: 500 min
BASIN ID: D002 NAME: DEVELPED 2 YR.
SCS METHODOLOGY
TOTAL AREA : 0.33Acres BASEFLOWS:
0.00cfs
RAINFALL TYPE .... : TYPE1A PERV
IMP
PRECIPITATION 1.50inches AREA..: 0.03Acres 0.30Acres
TIMEINTERVAL : 1000min CN 8600
98.00
TC .... 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0. 10 cfs VOL: 0.03 Ac-ft TIME:
500 min
BASIN ID: D010 NAME: DEVELPED 10 YR.
SCS METHODOLOGY
TOTAL AREA... : 0.33 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... : TYPE1A
PERV
IMP
PRECIPITATION :2.00inches
AREA., 0.03Acres 0.30Acres
TIME INTERVAL .... : 10.00 min
CN. 8600
9800
TC .... 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0. 13 cfs VOL: 0.05 Ac-ft TIME:
500 min
BASIN ID: DiOO NAME: DEVELPED 100 YR.
SCS METHODOLOGY
TOTALAREA. .- 033Acres BASEFLOWS: 0.00cfs
RAINFALL TYPE .... : TYPE1A PERV IMP
PRECIPITATION..:3.00 inches AREA. 0 03 Acres 0. 30 Acres
TIME INTERVAL. - 1000 min CN 8600 98.00
TC..: 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.21 cfs VOL: 0.07 Ac-ft TIME: 500 min
Lovell-Sauerland and Associates Pacific Emerald Homes
July 2002 LSA No.4367
I
BASIN ID� D 100 NAME: DEVELPED 100 YR.
BASIN ID D002
NAME: DEVELPED 2 VRL
SCS METHODOLOGY
SCS METHODOLOGY
TOTAL AREA- 033Acres BASEFLOWS: 0.00cfs
TOTAL AREA
0.33 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE TYPEIA PERV IMP
RAINFALL TYPE
TYPEIA
PERV IMP
PRECIPITATION 3.00 inches AREA..: 0.03 Acres 0.30 Acres
PRECIPITATION....
1.50 inches
AREA.: 0.03 Acres 0.30 Acres
TIME INTERVAL....: 10.00min CN 86.00 98.00
TINE INTERVAL
10.00min
CN 86.00 98.00
�:
TC : 10.00min 10.00min
TC 10.00min 10.00min
'0:.20
ABSTILACTION COEFF: 0.20
ABSTRACTION COEFF-
PEAK RATE: 0.21 cfs VOL: 0.07 Ac-fk TIME: 500 min
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PEAK RATE: 0. 10 cfs VOL: 0.03 Ac-ft TIME
500 min
TIME
DESIGN TIME DESIGN
TIME DESIGN TIME DESIGN
RUNOFF
RUNOFF
RUNOFF RUNOFF
RUNOFF
(min)
WS)
(min)
(CIS) (min)
(cfs) (min) (cfs) (min)
Ids)
(min)
(cfs)
10
0.0
310
0.0130
610
0.0245
910 0,0149
1210
0.0112
1510
20
0.0
320
0,0134
620
0.0241
920 0.0147
1220
00112
1520
30
00
330
0.0134
630
O�0241
930 0,0147
1230
00112
1530
40
00
340
O�0151
640
0,0220
940 0.0147
1240
O�01 12
1540
so
0.0
350
0.0155
650
0.0215
950 0.0147
1250
0.0112
1550
60
0.0
360
0.0155
660
0,0215
960 0.0147
1260
0.0112
1560
70
0.0
370
0.0173
670
0.0201
970 0.0140
1270
0.0112
1570
80
0.0
380
0.0177
680
0.0198
980 0.0138
1280
0.0112
1580
90
0.0
390
0,0177
690
0.0198
990 0.0138
1290
0.0112
1590
100
0.0004
400
0.0208
700
0.0191
1000 0.0138
1300
0.0112
1600
110
0.0005
410
0.0214
710
0.0190
1010 0.0139
1310
0.0112
1610
120
0.0005
420
0.0214
720
0.0190
1020 0.0139
1320
0.0112
1620
130
0.0023
430
0.0259
730
0.0183
1030 O�0139
1330
0.0112
1630
140
0.0027
440
0.0269
740
0.0181
1040 0.0139
1340
0.0112
1640
50
0.0027
450
0,0269
750
0.0181
1050 O�0139
1350
0,0112
1650
60
0.0045
460
0.0324
760
0.0174
1060 0.0131
1360
0.0104
1660
170
0.0049
470
0.0335
770
0.0173
1070 0.0130
1370
0.0103
1670
180
O�0049
480
0.0340
780
0.0173
1080 0.0130
1380
0.0103
1680
190
0.0062
490
0.0855
790
0.0166
1090 0.0130
1390
0,0103
1690
200
0.0064
500
0.0963
800
0.0:64
11100 0.01130
0.01103
1700
210
0,0064
5 1 0
0 .0960
810
0.0 64
1 10 0.0 30
:400
410
0.0 03
1710
220
0.0074
520
0.0561
820
0.0164
1120 0.0122
1420
0.0103
1720
230
0.0076
530
0.0477
830
0.0164
1130 0.0121
1430
0.0103
1730
240
0.0077
540
0,0476
840
0.0164
1140 O�0121
1440
0.0102
1740
250
O�0089
550
0,0374
850
0.0157
1150 0.0121
1450
0.0018
1750
260
0.0092
560
0.0352
860
0.0;56
1 0.0:2:
0.0
760
270
0b092
570
0,0351
870
0.0 56
1:60
70 0.0 2
�460
470
00
770
280
0.0109
580
0.0281
880
0.0156
1180 0.0113
1480
0.0
1780
290
0.0112
590
0.0266
890
0.0156
1190 0.0112
1490
0.0
1790
300
0.0112
600
0.0266
900
O�0156
1200 0.0112
1500
0,0
1800
BASIN ID: D010 NAME: DEVELPED 10 YR.
SCS METHODOLOGY
TOTAL AREA 0.33 Acres BASEFLOWS 0.00 cfs
RAINFALL TYPE TYPEIA PERV DAP
PRECIPITATION 2.00inches AREA.. 0.03Acres 0.30Acres
TIME INTERVAL 10,00min CN : 86.00 98.00
TC : 10.00min 10.00min
A13STRACTION COEFF: 0.20
PEAK RATE: 0. 13 cfs VOL: 0.05 Ac-ft TIME: 500 min
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs)
10
0.0
310
0.0194
610
0.0337
910 00202
1210
0.0151
1510
20
0.0
320
0.0199
620
0.0331
920 0,0200
1220
0.0151
1520
30
0.0
330
0.0199
630
0.0330
930 0.0200
1230
0.0151
1530
40
0.0
340
0.0223
640
0,0301
940 0.0200
1240
0.0152
1540
50
0.0
350
0.0228
650
0.0295
950 0.0200
1250
0,0152
1550
60
0.0
360
0.0228
660
0,0295
960 0.0200
1260
0.0152
1560
70
0.0
370
0.0252
670
0.0275
970 O�O�90
0.0:52
80
00
380
00258
680
0.0271
980 0.0 89
�270
280
0.0 52
:570
580
90
0.0
390
0.0258
690
0,0271
990 0.0188
1290
0.0152
1590
100
0,0020
400
0,0300
700
0,0261
1000 0.0188
1300
0.0152
1600
110
0.0024
410
0.0309
710
0.0259
1010 0.0188
1310
0,0152
1610
1 20
0,0025
420
0.0310
720
0,0259
1020 0.0188
1320
0.0152
1620
130
0.0053
430
0.03 7 1
730
00250
1030 0.0188
1330
0.0152
1630
140
0.0059
440
O�0384
740
0.0248
1040 0.0188
1340
0.0152
1640
150
0.0060
450
0.0395
750
0,0248
1050 0,0188
1350
0.0152
1650
160
0.0084
460
0,0458
760
0.0238
1060 0.0178
1360
0.0141
1660
170
0.0090
470
0,0474
770
O�0236
1070 0.0176
1370
0.0139
1670
10
0,0090
480
0.0481
780
0.0236
1080 0.0176
1380
0.0139
1680
90
0.0106
490
0.1194
790
0.0226
1090 0.0176
1390
0.0139
1690
200
0.0109
500
0.1344
800
0.0224
1100 0.0176
1400
0.0139
1700
210
0.0109
510
0.1339
810
0.0224
1110 0.0176
1410
0.0139
1710
220
0.0121
520
0.0778
820
0.0224
1120 0.0166
1420
0.0139
1720
230
0.0124
530
0.0660
830
0.0224
1130 O�0164
1430
0.0139
1730
240
0.0124
540
0.0658
840
0.0224
1140 0.0164
1440
O�0138
1740
250
0.0140
550
0.0515
850
0.0214
1150 0.0164
1450
0.0024
1750
260
0.0143
560
0.0494
860
0.0212
1160 0.0164
1460
0,0
1760
270
0.0143
570
0.0484
870
0.0212
1170 0.0164
1470
0.0
1770
280
0.0166
580
0.0386
880
0.0212
1180 0.0153
1480
0.0
1780
290
0.0: 7
590
0.0366
890
0.0212
1190 0.0151
1490
0.0
1790
300
0.0 7 �
600
0.0365
900
0.0212
1200 0.0151
1500
0.0
1800
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) Ws) (min) (cfs)
10 0.0 310 0.0328 610 0.0519 910 0.0309 1210 0.0231 1510
20 0,0 320 0.0336 620 0,0509 920 0.0306 1220 0,0231 1520
30 0.0 330 0.0336 630 0.0509 930 0.0306 1230 0.0231 1530
40 0.0 340 0.0372 640 0,0463 940 0.0306 1240 0.0231 1540
so 0.0 350 0.0379 650 0.0454 950 0.0306 1250 0.0231 1550
60 O�O 360 0.0379 660 0.0454 960 0.0306 1260 0.0231 1560
70 0.0014 370 0�005 670 0.0423 970 0.0290 1270 0.0231 1570
80 0.0016 380 0.0422 680 0.0417 980 0.0287 1280 0.0231 1580
90 0.0017 390 0,0423 690 0.0417 990 0.0287 1290 0.0231 1590
100 0,0071 400 0.0487 700 0.0402 1000 0,0287 1300 0,0231 1600
110 0.0082 410 0.0501 710 0,0398 1010 0.0287 1310 0.0231 1610
120 0.0083 420 0.0502 720 0.0398 1020 0,0287 1320 0.0231 1620
130 O�O 128 430 0.0596 730 0,0383 1030 0,0288 1330 0.0231 1630
140 0,0138 440 0.0616 740 0,0380 1040 0.0288 1340 0.0231 1640
150 0.0138 450 0,0617 750 0.0380 1050 0,0287 1350 0,0231 1650
160 0.0174 460 0.0728 760 0.0365 1060 0.0272 1360 0.0215 1660
170 0.0182 470 0.0752 770 0.0361 1070 0,0269 1370 0,0212 1670
180 0,0182 480 0.0763 780 0.0361 1080 0.0269 1380 0.0212 1680
190 0.0202 490 0.1873 790 0.0346 1090 0.0269 1390 0.0212 1690
200 0.0206 500 0.2106 800 0.0343 1100 0,0269 1400 O�0212 1700
210 Ob206 510 0.2098 810 0.0343 1110 0.0269 1410 0,0212 1710
220 0.0220 520 0.1211 820 0.0343 1120 0.0253 1420 0,0212 1720
230 0,0223 530 0.1024 830 0.0343 1130 0.0250 1430 0.0212 1730
240 0.0223 540 0.1022 840 0.0343 1140 0.0250 1440 0,0210 1740
250 0.0245 550 0.0797 850 0,0328 1150 0.0250 1450 0.0037 1750
260 0.0250 560 O�0750 860 0.0324 ::60 0.0250 :460 0,0 :760
270 0.0250 570 0.0748 870 0,0324 70 O�0250 470 0.0 770
280 0.0285 580 O�0596 880 0.0325 1180 00234 1480 0.0 1780
290 0,0292 590 0.0564 890 O�0325 1190 0.0231 1490 0.0 1790
300 0.0293 600 0,0564 900 0.0325 1200 0,0231 1500 0.0 1800
Lovell-Sauerland and Associates
July 2002
I 66.6"66W7=77"M Z-
Pacific Emerald Homes
LSA No. 4367 D .3
I
I STORM DRAINAGE PUMP SYSTEM
Using Ile Hazen Williams formula (ref: Pg 37-14, Handbook of Applied
Hydraulics; "C" values pg 2-10; pipe fitting equivalent lengths
from Civil Engineering Review Manual, pg 3-57.)
h = k * QAX = head loss, ft
Q discharge, gpm
L = pipe length
x 1.85
d = pipe diameter
k 10.44 * L * 1/C111.85 * 1/d A 4.8655
C = Hazen -Williams coefficient
Assumptions:
Bottom of Tank Elevation =
60.00
Pump Elevation =
58.00
Pump Off Elevation =
60.00
Pump On Elevation =
60.50
Max. Tank Elevation =
64.00
Alarm Elevation =
64.00
Pressure Line Outlet Elevation =
87.50
Maximum Total Dynamic Head =
27.50
Pump On Total Dynamic Head =
27.00
Hazen -Williams coeff C, use =
130
PVC- sch 40
Pipe Diameter, d =
2.00 inches
Friction Losses
Equivalent
2" Line
Equivalency
Number
Length (ft)
2" 90- Elbow
5.2
2
10.4
2" Pipe
1.0
176
176.0
Total
186.4
System Curve:
.
Friction
Dynamic Head (ft.)
Total
Head (ft)
Velocity (f ps)
One Pump:
Rate (gpm)
Head (ft)
Max.
Pump On
Max.
Pump On
2" pipe
16
25
1.38
3.16
27.50
27.50
27.00
27.00
28.9
30.7
28.4
30.2
1.6
2.6
35
5.89
27.50
27.00
33.4
32.9
3.6
40
7.54
27.50
27.00
35.0
34.5
4.1
45
9.38
27.50
27.00
36.9
36.4
4.6
55
13.59
27.50
27.00
41.1
40.6
5.6
I
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Lovell-Sauerland and Associates Pacific Emerald Homes
July 2002 0 mommu LSA No.4367
I 66"ii6Wii-6� C-1
2-YEAR STORM
Time to Fill
Time to Empty
Total Cycle
Inflow
Pipe to
Pipe (min.)
Time
Time (min)
2 Year
pump on (min.)
(Pump off)
(min.)
Storage
0
0.0000
0.0
0.0
0.0
Stage
Volume(cD
100
0.0004
1416.7
6.4
1423.0
Pump off = 60.00
0
200
0.0064
88.5
6.8
95.4
Pump on = 60.50
34
300
0.0112
50.6
7.3
57.9
Top of Tank = 64.00
292
400
0.0300
18.9
9.6
28.5
Alarm = 64.00
500
0.0963
5.9
-80.1
-74.2
Overflow = 64.50
600
0.0266
21.3
9.0
30.4
700
0.0191
29.7
8.1
37.7
gpm
cfs
800
0.0164
34.6
7.8
42.3
)eak Pump Rate = 40
0.09
900
0.0156
36.3
7.7
44.0
1000
0.0138
41.1
7.5
48.6
1100
0.0130
43.6
7.4
51.0
1200
0.0112
50.6
7.3
57.9
1300
0.0112
50.6
7.3
57.9
1400
0.0103
55.0
7.2
62.2
1500
0.0000
0.0
0.0
0.0
Inflow above allowable
Outflow
Allowable Outflow
= 0.09 cfs (40gp
Q
Q
Q
Volume
Time
In
Out
Net
(CF)
490.00
0.0855
0.09
0.0000
0.00
500.00
0.0963
0.09
0.0063
1.89
510.00
0.0960
0.09
0.0060
3.69
520.00
0.0561
0.09
0.0000
0.00
Total Storage
5.58
Required stoage above Pump on =
5.6 c.f.
Pump On Elevation =
60.50
Bottom of Tank Elevation =
60.00
Depth in Tank =
0.50
Availibale Depth in Tank =
3.50
Volume availibale, Volume left in Tank =
258.0 c.f. (from Stage Storage Table)
Design stoage above Pump on =
258.0 c.f.
Lovell-Sauerland and Associates Pacific Emerald Homes
July 2002 LSA No.4367
F-11
10-YEAR STORM
Storage
Stage
Volume(cD
Pump off =
60.00
0
Pump on =
60.50
34
Top of Tank =
64.00
292
Alarm =
64.00
Overflow =
64.50
gPm cfs
Peak Pump Rate 40 0.09
Inflow above allowable Outflow
Allowable Outflow = 0.09 cfs (40gpm)
Time
480.00
490.00
500.00
510.00
520.00
Time (min)
Inflow
10 Year
Time to Fill
Pipe to
pump on (min.)
Time to Empty
Pipe (min.)
(pump off)
Total Cycle
Time
(min.)
0
0.0000
0.0
0.0
0.0
100
0.0020
283.3
6.5
289.8
200
0.0109
52.0
7.2
59.2
300
0.0171
33.1
7.9
41.0
400
0.0300
18.9
9.6
28.5
500
0.1344
4.2
-12.5
-8.3
600
0.0365
15.5
10.7
26.3
700
0.0261
21.7
9.0
30.7
800
0.0224
25.3
8.5
33.8
900
0.0212
26.7
8.3
35.1
1000
0.0188
30.1
8.0
38.2
1100
0.0176
32.2
7.9
40.1
1200
0.0151
37.5
7.6
45.2
1300
0.0152
37.3
7.7
44.9
1400
0.0139
40.8
7.5
48.3
1500
0.0000
0.0
0.0
0.0
Q
Q
Q
Volume
In
Out
Net
(CF)
0.0481
0.09
0.0000
0.00
0.1194
0.09
0.0294
8.82
0.1344
0.09
0.0444
22.14
0.1339
0.09
0.0439
26.49
0.0778
0.09
0.0000
0.00
Total Storage
57.45
Required stoage above Pump on =
Pump On Elevation
Bottom of Tank Elevation
Depth in Tank
Availibale Depth in Tank
Volume availibale Volume left in Tank
Design stoage, above Pump on =
57.5 c.f.
60.50
60.00
0.50
3.50
258.0 c.f. (from Stage Storage Table)
258.0 c.f.
Lovell-Sauerland and Associates
Pacific Emerald Homes
July 2002
0 =NMRU
LSA No. 4367
F-3
100-YEAR STORM
Storage
Stage
Volume(cf)
Pump off =
60.00
0
Pump on =
60.50
34
Top of Tank =
64.00
292
Alarm =
64.00
Overflow =
64.50
912M
CfS
Peak Pump Rate =
40
0.09
Time to Fill
Time to Empty
Total Cycle
Inflow
Pipe to
Pipe (min.)
Time
Time (min)
100 Year
pump on (min.)
(Pump off)
(min.)
0
0.0000
0.0
0.0
0.0
100
0.0082
69.1
7.0
76.1
200
0.0206
27.5
8.3
35.8
300
0.0293
19.3
9.5
28.8
400
0.0487
11.6
14.0
25.6
500
0.2106
2.7
-4.7
-2.0
600
0.0564
10.0
17.3
27.3
700
0.0402
14.1
11.6
25.7
800
0.0343
16.5
10.3
26.8
900
0.0325
17.4
10.0
27.4
1000
0.0287
19.7
9.4
29.1
1100
0.0269
21.1
9.1
30.2
1200
0.0231
24.5
8.6
33.1
1300
0.0231
24.5
8.6
33.1
1400
0.0212
26.7
8.3
35.1
1500
0.0000
0.0
0.0
0.0
Inflow above allowable Outflow
Allowable Outflow = 0.09 cfs (40gpm) Q
Time In
480.00 0.0763
490.00 0.1873
500.00 0.2106
510.00 0.2098
520.00 0.1211
530.00 0.1024
540.00 0.1022
550.00 0.0797
np on =
Pump On Elevation
Bottom of Tank Elevation
Depth in Tank
Availibale Depth in Tank
Volume availibale Volume left in Tank
Q
Q
Volume
Out
Net
(CF)
0.09
0.0000
0.00
0.09
0.0973
29.19
0.09
0.1206
65.37
0.09
0.1198
72.12
0.09
0.0311
45.27
0.09
0.0124
13.05
0.09
0.0122
7.38
0.09
0.0000
0.00
Total Storage =.
232.38
232.4 c.f.
60.50
60.00
0.50
3.50
258.0 c.f. (from Stage Storage Table)
np on = 258.0 c.f.
Lovell-Sauetiand and Associates Pacific Emerald Homes
July 2002 0 MMMMU LSA No. 4367
66""aii-66� r- Y,
I
STAGE STORAGE TABLE
UNDERGROUND PIPE
Description: 36'OF TPIPE
ID No. PI
Diameter:
3.00 ft. Length: 36.00 ft.
Slope-:
1.1111 ft/ft ups1r:
dnstr:
STAGE <-STORAGE->
STAGE
<-STORAGE-> STAGE <-STORAGE-> STAGE <-STORAGE->
(ft)
--- cf --- -- Ac-Ft-
(ft)
----cf--- --Ac-Ft-
(ft)
--- cf--- --Ac-Ft-
(ft)
--- cf--- --Ac-Ft-
60.00
0.0000 0.0000
60.80
54.476 0.0013
61.60
138.03 0.0032
62.40
218.24 0.0050
60*10
60.20
2,6026 0*000 1
7.2856 0.0002
60*10
61.00
64,207 0,0015
74.252 0.0017
61,70
61.80
141*77 0,0034
159.42 0.0037
62,10
62.60
226,51 0*0052
234.30 0.0054
60.30
13.244 0.0003
61.10
84.552 0.0019
61.90
169.92 0.0039
62.70
241.23 0.0055
60.40
20.170 0.0005
61.20
95.052 0.0022
62.00
180.22 0.0041
62.80
247.18 0.0057
60.50
27.877 0.0006
61.30
105.70 0.0024
62.10
190.26 0.0044
62.90
251.87 0.0058
60.60
36.231 0.0008
61.40
116.44 0.0027
62.20
199.99 0.0046
63.00
254.47 0.0058
60.70
45.126 0.0010
61.50
127.23 0.0029
62.30
209.34 0.0048
I
L�
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11
Total Storage:
From Stage 60.00 to 60.50 From Stage 60.50 to 63.00 Total
36 LF of 36" Pipe- 27.9 cf 226.6 cf 254.5 cf
48" SDMH #1- 6.3 cf 31.4 cf 37.7 cf
Total= 34.2 cf 258.0 cf 292.2 cf
2-.f 1-1
't�
Lovell-Sauerland and Associates
July 2002
=M-Mu
Pacific Emerald Homes
LSA No.4367
Spreader Trench Control Riser Cakulations:
TA
M / �nj
Riser Specifications
- 8" riser wi 1/2"-outlet orific C
Outflow Calculations:
Head Conditions: Vary between 60.50 (pump on) to 64.50 (over -flow)
Minimum Head 0.5 ft.
Maximum Head 4.5 ft.
Orifice Outflow Equation:
QoUt = Cdx A x (2 x 32.2 x h)'-'
Cd =0.62 (orifice coefficient)
A = orifice area
h = head
"A" for Y2" orifice:
A = - 3.14 x (.5/2/12)2
--A_�= 0. 0 0 14 sf
Minimum Maximum
Qmi,, = Cd x A x (2 x 32.2 x h)'-' Qmax = Cdx A x (2 x 32.2 x h)'-'
Qmin = 0.62 x 0.0014 x (2 x 32.2 x 0.5)0-' Qma,(= 0.62 x 0.0014 nx2 x 32.2 x 4.5)0-'
Qmin = 0.005 cfs Qmax = �O * 01i7.0 �8
0
Lovell-Saueriand and Associates Pacific Emerald Homes
July 2002 9 ME"No LSA No.4367 E-6
I k6"i66kia" ii z
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6
!2
cc
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 system.
AURORAPUMP
A UNIT OF GENERAL SIGNAL
Installation
Manual
Before operation, read the following
instructions carefully. Reasonable care
and safe methods should be practiced.
Check local codes and requirements
before installation. Servicing should be
performed by an authorized Hydromatic
Service Center.
Warning: Read all instructions before
starting any operation on pump.
Subject
Introduction
Installation
Typical
Installation Drawing
Trouble Shooting
Warranty
Always disconnect the pump and
controls from the 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.
Warning: Risk of Electrical
Shock — This pump has NOT
been investigated for use in
swimming pool areas.
Page
2
3
4
4 & 5
6
Warning: To reduce risk of electrical
shock or severe personal injury, please
observe the following:
I . Connect only to a PROPERLY
GROUNDED, grounding -type
receptacle.
2. Septic tank to be vented in
accordance with local plumbing
codes.
2
11
11
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3. Do not smoke or use sparkable
electrical devices or flame in a
septic (gaseous) or possible septic
sump.
4. A septic sump condition may exist.
If entry into sump is necessary,
then I ) provide proper safety
precautions per OSHA
requirements and 2) do not enter
sump until these precautions are
strictly adhered to.
5. Do not install pump in location
classified as hazardous per N.E.C.,
ANSI/NFPA 70 - 1984.
Failure to heed above
cautions could result in
injury or death.
i! allation
(30)
USE WITH APPROVED MOTOR
CONTROL THAT MATCHES
MOTOR INPUT IN FULL LOAD
AMPERES WITH OVERLOAD
ELEMENT(S) SELECTED OR
ADJUSTED IN ACCORDANCE
WITH CONTROL INSTRUCTIONS
UTILISER UN DEMARREUR
APPROUVE CONVENANT AU
COURANT A PLEINE CHARGE DUE
MOTEUR ET DONT LES ELEMENTS
THERMIQUES SONT REGLES OUR
CHOISIS CONFORMENENT AUX
INSTRUCTIONS QUIL
L'ACCOMPAGNENT.
(10)
USE WITH APPROVED MOTOR
CONTROL THAT MATCHES
MOTOR INPUT IN FULL LOAD
AMPERES.
UTILISER UN DEMARREUR
APPROUVE CONVENANT AU
COURANT A PLEINE CHARGE
DUE MOTEUR.
These important instructions must be
followed for satisfactory performance
of your pump. Before installation,
check your local electrical and
plumbing codes.
I - Provide proper sump.
Recommended Minimum Sump Diameter
SHEF50/100 24"
2. Make sure float (automatic models)
hangs free. It should not come into
contact with side or bottom of
sump pit.
3. Make sure sump is free of string,
cloth, nails, gravel, etc. before
installi.ng pump.
4. Do not set pump directly on the
bottom of sump if it is not solid.
Raise the pump by using bricks or
concrete blocks underneath it.
5. 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.
6. Hydromatic check valve should be
installed in discharge pipe, at least
twelve inches above the discharge
outlet of the pump.
7. Connect to power source using 3-
prong grounded 115 or 230 volt AC
receptacle. Do not remove ground
pin from electrical plug. Do not use
an extension cord.
Note: All 3 phase pumps require
connecion to a properly sized
Hydromatic control panel, with
thermal overload protection. (All
single phase models have built-in
thermal overload protection on the
motor windings).
8. For proper automatic operation
make sure the pump power cord is
plugged into the back of the
. piggyback" receptacle on the
switch cord.
9. Use pump submerged for pumping
waterlike liquids (temperature to
140- F).
10. Caution: Do not pump flammable
liquids, strong chemicals or salt
water.
11. 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 insure
pumping system is working
properly when needed.
12. An audible alarm system such as
the Hydromatic Q Alert for high
water conditions should be installed
for additional protection against
high water conditions.
Note: The Q Alert alarm panel is
for indoor use only. For applica-
tions and product information,
contact your Hydromatic
Distributor.
Your pump warranty is
void...
If ... power cord has been cut.
If ... pump has been used to
pump mud, cement, tar,
abrasives or chemicals.
If .. pump has been used for
pumping of hot water
(above 140117).
pump has been dismantled
by other than authorized
Hydromatic Service Center
or Distributor.
1 3 F-3
ic a I
flation
uble
ofing
I W
Servicing should be
performed only by an
authorixed Hydromatic
Service Center.
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SHEF50/1 00
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.
Note: Automatic thermal
overload protects the sealed -
in -oil motor (10 units).
Running dry may overheat
the motor and activate the
overload protector until the
unit cools.
Pump does not run
or hum.
I . Line circuit breaker may be off,
blown or loose.
2. Water level in sump may be too
low. Run in more water.
3. Pump and/or switch cord plug may
not be making contact in
receptacle.
4. If pump is using the series
(piggyback) cord plug, the two
C�
1 4 F_q
plugs may not be plugged tight
together.
5. Float may be stuck. Be sure float
operates freely in basin.
6. If the unit is being operated by the
optional float control 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 float
raised up to a start position, replace
the complete piggyback switch
assembly and retest with new
assembly.
7. If all symptoms check OK, motor
winding may be open; take to
Authorized Hydromatic Service
Center for check.
Pump runs but does not
deliver water.
1. Check valve may be installed
backwards. Arrow on valve points
in direction of flow.
2. Discharge gate valve, if used, may
be closed.
3. Pump may be air locked. Start and
stop several times by plugging and
unplugging cord.
4. Pump head may be too high. Pump
cannot deliver water over 65'
(SHEF 50) or 90'(SHEF 100 )of
vertical lift. Horizontal distance
does not affect pumping, except for
friction loss through the pipe.
5. Inlet in pump base may be ' clogged.
Remove pump and clean out
openings.
6. Impeller or volute openings may be
plugged or pairtially plugged.
Remove pump and clean out.
Pump runs and
pumps out sump but
does not stop.
1. Float is stuck in up position. Be
sure float operates freely in basin.
7. Switch contacts may be stuck,
replace switch.
Pump runs but
delivers only small
amount of water.
1. Pump may be air locked. Start and
stop several times by plugging and
unplugging cord.
2. Pump head may be too high. Pump
cannot deliver water over 65'
(SHEF 50) or 90'(SHEF 100 )of
vertical lift. Horizontal distance
does not affect pumping, except
loss due to friction through
discharge pipe.
3. Inlet in pump base may be clogged.
Remove pump and clean out
openings.
4. Impeller or volute openings may be
plugged or partially plugged.
Remove pump and clean out.
5. Pump impeller may be partially
clogged causing motor to run slow,
resulting in motor overload. Clear
impeller.
Fuse blows or
circuit breaker trips
when pump starts.
1. Inlet in pump base may be clogged.
Remove pump and clean out
openings.
2. Impeller or volute openings may be
plugged or partially plugged.
Remove pump and clean out.
3. Pump impeller may be partially
clogged causing motor to run slow,
resulting in motor overload. Clear
impeller.
4. Fuse size or circuit breaker is too
small.
5. Defective motor stator return to
Authorized Hydromatic Service
Center for verification.
Motor runs for short
time then stops. Then
after short period starts
again. Indicates tripping
overload caused by
symptom shown.
1. Inlet in pump base may be clogged.
Remove pump and clean out
openings.
2. Impeller or volute openings may be
plugged or partially plugged.
Remove pump and clean out.
3. Pump impeller may be partially
clogged causing motor to run slow,
resulting in motor overload. Clear
impeller.
4. Defective motor stator: return to
Authorized Hydromatic Service
Center.
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Aurora/Hydromatic Pump, a Unit of
General Signal, warrants to the original
purchaser of each of Hydromatic Pump
product(s) that any part thereof which
proves to be defective in material or
workmanship within one year from,
date of installation or 18 months from
manufacture date, whichever comes
first, will be replaced at no charge with
a new or remanufactured part, F.O.B.
factory. Purchaser shall assume all
responsibility and expense for removal,
reinstallation and freight. Any item(s)
designated as manufactured by others
shall be covered only by the express
warranty of the manufacturer thereof.
This warranty does not apply to
damage resulting from accident,
alteration. design misuse or abuse.
If the material furnished to the Buyer
shall fail to conform to this contract or
to any of the terms of this written
warranty. Aurora Pump shall replace
such nonconforming material at the
original point of delivery and shall
furnish instruction for its disposition.
Any transportation charges involved in
such disposition shall be for the
Buyer's account. The Buyer's
exclusive and sole remedy on account
or in respect of the furnishing of
material that does not conform to this
contract, or to this written warranty,
shall be to secure replacement thereof
as aforesaid. Aurora Pump shall not in
any event be I iable for the cost of any
labor expended on any such material or
for any incidental or consequential
damages to anyone by reason of the
fact that such material does riot
conform to this contract or to this
written warranty.
ALL IMPLIED WARRANTIES,
INCLUDING THE IMPLIED
WARRANTY OF
MERCHANTABILITY AND THE
IMPLIED WARRANTY OF FITNESS
FOR A PARTICULAR PURPOSE,
ARE LIMITED IN DURATION TO
THE SAME EXTENT AS THE
EXPRESS WARRANTY
CONTAINED HEREIN. Some States
do not allow limitations on how long an
implied warranty lasts, so the above
limitation may not apply.
AUROP.A/HYDROMATIC PUMPS, INC.
1840 Baney Road lart(ft-aY7
Ashland, Ohio 44805 U.S.A.
Phone: (419)289-3042
Fax: (419)289-8048 � MEMBER
MANUFACTURER EXPRESSLY
DISCLAIMS AND EXCLUDES ANY
LIABILITY FOR CONSEQUENTIAL
OR INCIDENTAL DAMAGES FOR
BREACH OF ANY EXPRESS OR
IMPLIED WARRANTY ARISING IN
CONNECTION WITH THIS
PRODUCT. INCLUDING WITHOUT
LIMITATION. WHETHER IN TORT,
NEGLIGENCE, STRICT LIABILITY
CONTRACT OR OTHERWISE. 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
0
rights, and you may also have other
rights which vary from State to State.
NOTE:
PUMP MUST BE REPAIRED BY
AUTHORIZED AURORA/
HYDROMATIC SERVICE CENTER
OR WARRANTY WILL BE VOID.
IF SERVICE CENTER IS NOT
AVAILABLE, RETURN PUMP TO
PLACE OF PURCHASE.
A UNIT OF GENERAL SIGNAL
y
Part No. 05625-257-1
F- (o
Pump Characteristics
Pump/Motor Unit
Submersible
Manual Models IN)—
MI
M2
M3
M
MAI
M5
Automatic Models
Al
A2
-
I -
I -
Horsepower
1/2
Full Load Amps
14.5 7.617.13.2/3
111.6 1.2
Motor Type
Capacitor Startl
30
R.P.M.
3450
Phase
10
30
Voltage
115
209-230
209-23
460
575
Manual Model (100)
1"
M2
MAI
M5
I
Automatic Models
A2
.
.
Horsepower
I
Full Load Amps
113.0/11.sl
6.0/5.81 2.8 1 1.9
Motor Type
Capacitor Start
1 30
RPM
3450
Phase
10
30
Voltage
1208-230
12011-2301 460 1 575
Hertz
60
Temperature
140* F Max Fluid Temp.
NEMA Design
L B
Insulation
Class B
Discharge Size
2' NPT Std.
Solids Handling
3/4-
Unit Weight
58 lbs. (50) 1 65 lbs. (100)
Power Cord
I I 5V, 14/3, SJTW-A, 230V, I a,
16/3 SJTW-A, 3o, 16/4, STWA
All cords 20' std. with 30' opt.
Materials of Construction
Handle
Stainless Steel
Lubricating On
Dielectric Oil
Motor Housing
Castiron
Pump Casing
Cost Iron
Shaft
Stainless Steel
Mechanical
Shaft Seal
Seal Faces: Carbon/Ceramic
Seal Body: Bross
Spring: Stainless Steel
Bellows: Buna-11
Impeller
Enoneered ThermoplusfK
Upper Bearing
Single Row Ball Bearing
Lower Bearing
Single Row Ball Bearing
Bottom Plate
Polyester Cooled Steel
Fasteners
Stainless Steel
Legs
Engineered Thermoplostk
Performance Data
30-
90
25- so
70
1 hp
T 20-
Z 60
E
'0 50
-615- ca
ca
'
rl 7hp
Q
a) X
1/2 hp
/2
40
to- 30 -
20
10
0 0
Capacity, US GPM 0
10 20 �O 50 60 70 80 90
r
liters/second 0
1 15 6'
cu meters/hr
1 0 1 5 2 0
Total Head (feet)
13
22
40
50
SS
63
70
80
90
GPM 1/2 HP
57
41
27
13
0
I HI
IN
77
68
63
55
42
22
Dimensional Data
1. All dimensions in inches.
2. Component dimensions may vary +/- 1/8 inch.
3. Not for construction purposes unless certified.
4. Dimensions and weights are approximate.
5. We reserve the right to make revisions to our products and their
specifications without notice. —.1116 7-3t8
6. Float switch (automatic models only).
DL%CKARGE r NPT
�DISCKAFIGE2'NFT
-T—
DGCKAAGE PIPE
NOT INCLUDED i
-&Ali � V-6b`
DISCKARGE RPE
NOT INCLUDED
FLOAT 14 1.1/2
12-1. swrrcm
FLOAT 1
sWITCH
SHEF50 SHEF 100
AURORAMYDROMATIC Pumps, Inc. F-7
1840 Baney Road, Ashland, Ohio 44805 (419)289-3042
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PUMP SPECIFICATIONS .
CAST IRON EFFLUENT
SUBMERSIBLE HIGH HEAD PUMPS
GENERAL: Contractor shall furnish all labor, materials, equipment and incidentals required to
provide I (Oty.) submersible centrifugal high head effluent pump(s) as specified herein.
The pump models covered in this specification are the SHEF 33, SHEF 50 and SHEF1 00. The
pump furnished for this application shall be MODEL -SHEF .60 — as manufactured by Aurora/
Hydromatic Pumps.
DESIGN CONDITIONS: Each pump shall be rated H.P., volts, phase,
-(00 hertz and operate at RPM.
OPERATING CONDITPNS: The pump shall deliver U.S. GPM/LPS at fe meters
TDH., and handle a inch solid. �574�m ry.,
The curve submitted for approval shall state, in addition to head and capacity performance, solid
handling capability, amp rating, and design impeller diameter.
CONSTRUCTION: Each pump shall be of the sealed submersible type, incorporating features
normally found in pumps furnished for the heavy duty industrial or municipal markets.
These features include:
The pump volute, motor, and seal housing shall be high quality gray cast iron, ASTM A-48,
Class 30.
The pump inlet shall be open and clear, without screening to provide access for effluent and
spetic tank solids.
All external mating parts shall be machined and Buna N, O-Ring sealed.
All fasteners exposed to the pumped liquid shall. be 300 series stainless steel.
All powercords shall bewater resistant ULorCSA approved, with double insulation, and sized
as a function of Amp. draw.
MOTOR AND SHAFT: The stator, rotor and bearings shall be mounted in a sealed submersible
type housing. Single phase motors shall be shaded pole (SHEF33), or split phase with centrifugal
switch and start capacitor (SHEF50 and SHEF1 00). Three phase motors shall be Polyphase. Full
Load and Locked Rotor Amps. as well as Start and Run winding resistance shall be tabulated for
mm
each pump.
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BEARINGS, SHAFT AND MECHANICAL SEAL: An upper radial and lower thrust bead ng shall
be required. The upper bearing in the SHEF33 is a bronze. The lower and both bearings in the
SHEF50 and SHEF1 00 shall be heavy duty single r ' ow ball bearings which are permanently and
continuously lubricated and cooled by the dielectric oil which fills the motor housing.
The motor shaft shall be corrosion resistant steel and sealed from the pumped liquid with acarbon
ceramic mechanical seal.
IMPELLER: The Impeller shall be high capacity, two vane, high head design with four pump out
vanes on the back side. These vanes wash out grit and stringy material that will damage the shaft
and mechanical seal.
AUTOMATIC CONTROL: All single phase pumps should be capable of automatic operation.
FLOAT SWITCH: The SHEF33, SHEF50 and SHEF1 00 pumps are supplied with a tilt -
sensitive wide-angle float switch which is sealed in a non -corrosive PVC enclosure. The
switch is UL listed for water and sewage and CSA certified. The float switch shall also be fitted
with a piggy -back plug that allows the pump to be operated manually without removal from
the sump.
PAINTING: All pumps shall be painted after assembly but before testing with a water reducible
alkyd air dried enamel. The paint shall be applied in one coat with a minimum thickness of 3 to 4
mils.
TESTING: ALL Pumps shall be individually tested to include the following:
The pump and power cord shall be visually inspected for imperfections, cuts or nicks.
The pump shall have a ground continuity check and the motor chamber shall be Hi -potted to
test for moisture content and/or insulation defects.
The motor and volute housing shall be pressurized and a 10 second air leak decay test run.
Oil is added, and the pump is run. Voltage and current are monitored visually, electronically,
and the tester liste,ns for any noise or malfunction.
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Mr. Lyle Chrisman, Engineering Program Manager
City of Edmonds Community Services Department
121 Fifth Avenue North
Edmonds, WA 98020
RE: Pacific Emerald Homes— 18604 Sound View Place
Lot 18, Block 2, Edmonds Sea View Tracts
Waiver request- Maximum driveway slope.
Dear Mr. Chrisman:
ENGINEERS / SURVEYORS / PLANNERS / DEVELOPMENT (ONSULTANTS
June 4, 2002
LSA No. 4367
This letter is a request for a waiver to the City's maximum driveway slope restrictions.
Pacific Emerald Homes is proposing to relocate an existing driveway that cuts through the
middle of a vacant lot. The vacant lot will become more reasonablely usable by relocating
the existing driveway to the site's southern boundary. The project site (vacant lot) is
located within the City of Edmonds at 18604 Sound View Place.
The natural topography of the site slopes from the frontage along Sound View Place down
about 22 feet to the lots westerly boundary. The existing driveway (to be relocated)
averages about 11 %, with a maximum exceeding over 16%. The driveway provides
access to an existing house located on the parcels west of the site. Pacific Emerald
Homes proposes to reconstruct the driveway along the south boundary of the site at a
slope of 15%. The design of 15% provides an economical and environmentally reasonable
alternative to fit the current topography of the site, and provides a reasonable area for a
future building pad on the lot. (it reduces the amount of required excavation and height
and length of retaining wall/rocker;--s).
The proposed driveway of 15% will have no adverse impact to public health, safety and/or
general welfare. Therefore, on behalf of our client, we are requesting a waiver to authorize
a maximum driveway slope up to 15%, by City Code 18.80.060 (D).
Thank you for taking the time to review this matter. Please call me if you need additional
information or have any questions.
Sincerely,
/Pe)4:;,C4kr
Robert L. Long, PE
I
C2.
Lovell-Saueriand & Associates. Inc.
19400 33rd Ave. W.. Suite 200, 1-mmood. WA 98036 800-775-7663 425-775-IS91 425-672-7998 fax
woof.) 00 N IS 6 N Iq N
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FUNCTION OF EX. PIPE IS UNKNOWN- I LLI & N
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j?A-T?6* I INSTALLE BY CITY OF
F`V(f R ORA N EUMON17,'
1+81 - ao, �T
NO e E,
1A., TYPE Z -4 Vc. 716PTLI S T Up 0 2. 7, IN.
54 z
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W1 I3ESTRICTOF I
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FLOOR 0��IN TO,\
T..... CONNECTITO 5AN
0 1 SX dE(4/ER �Tva ITARV C. 1. 4,5
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F�-
FUTURE �MPFRVIDUS
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SEPER471E REVIEW e
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LA-
'CoWJE��T�Tr) 1. EKISTING UTIYTIES MAY VARY FROM LOCATIONS SHOWN ON THIS PLAN. THE
Ex. TREE CONTPACTOR SHALL NOTIFY THE ENGINEER OF ANY DIFFERENCES THAT ARE
X. \5TUM F To, BE
DISCOYERED THAT MAY CAUSE A CONFLICT WITH THE APPROVED DESIGN.
tlQF-?u 610 IN
C) EX TVM F
1— 2. FOOTING DRAINS ARE TO BE CONNECTED TO THE DRAINAGE SYSTEM. IF FOOTING
\N\ (\J ELEVAIIONS ARE LOWER THAN THE DETENTION SYSTEM OVERFLOW, 'THEN FOOTINGS
U) SHALL BE CONNECTED TO THE DRAINAGE SYSTEM DOWNSTREAM OF THE RESTRICTOR
(\J L Ex., 0 0 CATCH BASIN.
;3,9 CD N ro 1�j LP
rQ f\j N In In
'00) 11) 1 1
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1 1 1 EX. A400SE
CONTRACTOR TO AUC119 12AMA(5E ro TREE,
INCLUUIN6 ROOT SY5TEM. TRENCt4 /N
,5,QME L6CQTION AS EX. SEWER MAIN OF� EX 4 2 " LU
FUt9TPEF? MA f�'CG 1�
LL)
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LANPSC4PIN(S, FENC-E5 ANP
67-RUCTURES TO BE REST6REU
TO O�Ii6INAL CONPITION CIN LOTS
EX WOOP I ANP Z�.
FENCE
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3. THIS PLAN ALLOWS UP TO 5000 CF. OF ADDITIONAL IMPERVIOUS AREA ON LOT
1, SHORT PLAT NO. S-7-87, WITHOUT MODIFICATION TO THE DETENTION SYSTEM.
4. ALL ROOF AND FOOTING DRAINS TO BE 4' PVC 0 2.00% MIN. SLOPE UNLESS
OTHERNISE NOTED.
21
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RECE]YED
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PERMIT COUNTER
V/(f INITY MAP
,9CALE'1":3(0G0'
15'ACCC55 i UTILITY E4SEMeNT
4' 25'
69 (0,
4_
4" F_ oF T;-IICKENEP F-17GE I
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2" MIN. COMPT PC-F'1779, CF?Li5"E0 5c)RFA<�W6,TOP COUR;5E
4"MIN. 60MFT (?EPT14,CF?U5t4E(7 SURFACIN6,64ISE COUR�S'
G'1,9F<AVGL OA5C, C(_"f3"�MQy BE PENOING 60ILS CO
-TYPI(:AL RDAP SE(MON
N.T S -
GENE94L NOTES:
1. LOCATION OF EXISTING UTILITIES AND IMPROVEMENTS SHOWN ARE APPROXIMATE ONLY
AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE THE EXACT
LOCATION(SI OF ALL UTILITIES AND IMPROVEMENTS TO AVOID DAMAGE OR
DISTURBANCE.
2. ALL CONSTRUCTION SHALL CONFORM TO THE 'STANDARD SPECIFICATIONS FOR
MUNICIPAL PUBLIC WORKS CONSTRUCTION" AND STANDARD PLANSAS ADOPTED BY THE
CITY OF EDMONDS, AND ANY REQUIREMENTS ESTABLISHED AT CITY HEARINGS ON THIS
PLAT.
3. ALL CONSTRUCTION IS SUBJECT TO THE INSPECTION BY THE CITY OF EDMONDS AND THE
CONTRACTOR SHALL NOTIFY THE CITY OF HIS SCHEDULE IN SUFFICIENT TIME TO PERMIT
INSPECTION PRIOR TO AND DURING THE WORK.
4. ALL WORK WITHIN THE PLAT AND CITY RIGHT OF WAY SHALL BE SUBJECT TO THE
INSPECTION OF THE ENGINEER.
5. THE CONTRACTOR SHALLBE RESPONSIBLE FOR OBTAINING ALL PERMITS FORROAD AND
UTILITY CONSTRUCTION.
6. PROVIDE AND MAINTAIN TEMPORARY SEDIMENTATION COLLECTION FACILITIES TO INSURE
SED�MENT-LADEN WATER DOES NOT ENTER THE NATURAL DRAINAGE SYSTLM. THESE
FAC LITIES MUST BE IN OPERATION PRIOR TO CLEARING AND GRADING, AND
SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION IS COMPLETE AND THE POTENTIAL
OF ON-SITF EROSION HAS PASSED.
7. UNLESS OTHERWISE NOTED ALL STORM SEWER PIPE SHALL BE CONCRETE (CP) NON -
REINFORCED, ASTM C-14 (24"DIAMETER AND LARGER TO BE REINFORCED, ASTM C-761.
B. ROAD RESTORATION SHALL BE PER CITY OF EDMONDS STANDARDS
9. ALL ROOF DRAINS SHALL BE CONNECTED TO STORM DRAINAGE SYSTEM
10 ALL CATCH BASINS TO HAVE LOCKING LIDS.
DE VELOPER
A.R. CONSTRUCTION
6306 - 215TH ST. S.W.
MOUNTLAKE TERRACE, WA. 98043
PHONE: 775-9346
BENCHMARK
INVERT OF SEWER PIPE OUT OF MANHOLE LOCATED NEAR
THE WESTERLY SIDE OF SUBJECT LOT 5.
INVERT ELEVATION = 36.00
TOPOGRAPHY AND BENCHMARK DEPICTED ON THIS PLAN
WAS TAKEN FROM BOUNDARY 6 TOPOGRAPHY SURVEY
PREPARED BY ANDERS LAND SURVEYING, JOB NO. 561,
DATED MAY 27, 1991.
DEVELOPMENT PLAN
FOR
ART RUNKEL
_n
00-10
IN NE 1/4,SECTION I3,T27N.,R.3E.,W.I`
CITY OF EDMONDS, WASH I NGTO!,
1) REV FER CITY REVIEW 3-16-Q2
Lovell-sauerland &Associates, I
Engineers /.Surveyors/ Planners/ Development Consult
19400 33rd Avenue W., Suite 200 - Lynnwood, WA 98037 - (206) 775-1591 - (206) 340-(
DRAWN CHECKED DATE F.B. SCALE FnX NO.
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SECTION E2
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SECTION D2 �- �
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11 .. .. .. �..-. .� ''. A
a DEC , 3 2002
0"'TREET FILE
zj
'Piece
j
Drp ,Vl�b
%V_!`
,.
plenor r., ! ".
. .
,k-,k,:�,.,,�,., I
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.
PUGET SOUND
RETAINING WALL —
(SEE DETAIL SHEET 2)
DRIVEWAY SECTION
N.T.S.
/41' SECTION 13,T.27N.,R.3 E.,W.M.
EX. 18" CULVERT
N\
40"
EROSION FENCE-----,
(TYP)
INSTALL INSERTA TEE
INV=30.80±
*FIELD VERIFY
bl,
v
�Y-
6'-6- P'Vc Ss
0 38.35%
ssco
TOP=45.0 c-
INV=3,140 (FIELD VERIFY) fi- 0 JN D V I rr— W T R A C T
41 Zj �j E� A
cl,
9
P G� 76
CONNECT NEW WATER SERVICE
LINE TO EXISTING SERVICE LINE.
(FIELD LOCATE)
irinn c 77,r,-71 r r, Qnl
ON FENCE EX. IRON PIN MTH CAP NO'D
(TYP)
cl-
ssco
TOP=56.30
INV=51.00 NIC �l
30' SPREADEI
TRENCH
(SEE DETAIL)
TOP = 59.00
176'-6" PVC
ROOF P/RAIN
P CE STORM
@ 2.0% STUB
0 R SEWER
CB #1
EXISTING RAGE
CONTROL STRUCTURE �) *
OVE�
(TO BE R
54" TYPE 2
ssco
TOP=66.00
INV=60.00 TOP=65.50 c
(SEE DETAIL) INV=57.00
6" EXTRUDED
CURB (TYP) CIRC�E
80' I�OT
10.
EX. CHAIN LINK
FENCE ±1.5' SOU H-
WESTERLY
RETAINING WALL
30" HEIGHT (MAX.)
(SEE DETAIL)
176'-2" PVC-SCH40 10,
EROSION FENCE
(TYp)
EX. IRON PIN WIT
NO'D 16190 S 43
1.02'
SSMH
TOP 82.90
INV. 75.15
15' SHARED DRIVEWAY EASEMENT
's,
12' PAVEMENT
1-10.
).50'
2% \ 80
CO�NECT
DRAINAGE SYSTEM
2" MIN. COMP'T. DEPTH CL."B" A.C.P. PAVEMENT
2" MINI. COMP'T. DEPTH AGG. LEVELING COURSE
4" MIN. COMP'T. DEPTH AGG. BASE COURSE
APPROVED SUBGRADE
EX. 3/4" IRON PIPE WITH
TACK IN LEAD PLUG IN
CASING VISITED : 5-4-02
4
00
00
11. 00
co
0
0
0
tv"
0)
CLEARING
LIMITS (TYP)
- a
C,<--
9-
\Nc
'b 0-1
(b 0B..#3
W/SO)D LI
8 'b
9),
il k C5
TOP=�89.00
P INV:F'87.50/1
19
0\ C>l
'b
cllp
c 0
c�
I CAP 40'-6" DI
39' W 0 1.00%
"EXTRUDED FIELD SET
URB (TYP)
65' RELOCATE EX. METER AND
INSTALL NEW WATER SERVICE.
PLACE METERS AT
SCALE I"=20'
10 0 30
0 20
TREE LEGEND
AP
APPLE TREE
AL
ALDER TREE
CE
CEDAR TREE
CH
CHERRY TREE
CO
COTTONWOOD TREE
DO
DOGWOOD TREE
FIR
FIR TREE
HE
HEMLOCKTREE
HO
HOLLY TREE
MA
MADRONA TREE
MP
MAPLE TREE
Pi
PINE TREE
VM
VINE MAPLE TREE
WI
WILLOW TREE
Po
POPLAR TREE
HA
HAWTHORN TREE
RE
REDWOOD TREE
SPR'
SPRUCE TREE
BI
BIRCH
OAK
OAK TREE
EXISTING CONTROL MONUMENT AS DESCRIBED
0
SET 1/2" X 24" REBAR & CAP
STAMPED "LSA 22969"
0
EXISTING REBAR & CAP STAMPED
"ANDERS 16190"
El
2" X 2" X 24" WOOD STAKE WITH TACK AND BRASS
WASHER STAMPED "22969"
(M)
COURSE AND/OR DISTANCE MEASURED PER THIS
SURVEY
(P-)
COURSE AND/OR DISTANCE PER EDMONDS SEA
VIEW TRACTS
(SP)
COURSE AND/OR DISTANCE PER S-16-91, RECORDED
UNDER A.F. NO. 9212160849
4#
�Lj
PUGET D
CASPERSST.
KAAIM IQT
DAYTON ST.
vi
VICINITY MAP
N.T.S.
PLAT DATA
APPLICANT/OWNER
PACIFIC EMERALD HOMES
P.O. BOX 822
EDMONDS, WA 98020
TELEPHONE : (425)771-5313
PROJECT CONTACT: SIGVE HELLEREN
ENGINEERING
LOVELL-SAUERLAND & ASSOCIATES, INC.
19400 33RD AVENUE W., SUITE 200
LYNNWOOD, WA 98036
TELEPHONE: (425)775-1591
PROJECT CONTACT: ROB LONG
SITE ADDRESS
18604 SOUND VIEW PLACE
EDMONDS, WA 98020
LEGAL DESCRIPTION
I-
00
m
LOT 18, BLOCK B OF EDMONDS SEA VIEW TRACTS, ACCORDING
TO THE PLAT RECORDED IN VOLUME 3 OF PLATS AT PAGE 76.
IN SNOHOMISH COUNTY, WASHINGTON.
SUBJECT TO EASEMENTS, RESTRICTIONS, AND RESERVATIONS
OF RECORD.
BASIS OF BEARINGS
SITE
S.R. 524
N 39*28'00" E AS MEASURED ALONG THE MONUMENTED CENTER
LINE OF SOUND VIEW PLACE PER PLAT OF SURVEY FILED UNDER
VOL. 13 OF SURVEYS, PG. 174, RECORDS OF SNOHOMISH
COUNTY, WA.
NOTES
THIS MAP WAS PREPARED WITHOUT BENEFIT OF A CURRENT TITLE REPORT FOR
THE PROPERTY AND AS SUCH DOES NOT PURPORT TO REFLECT ALL EASEMENTS
OR ENCUMBRANCES AFFECTING THE PROPERTY.
LOCATION OF UTILITIES SHOWN HEREON IS APPROXIMATE ONLY. INTERESTED
PARTIES SHOULD CONTACT THE PURVEYORS OF ALL UTILITIES TO ASCERTAIN
THE LOCATION OF ALL UTILITIES PROVIDING SERVICE THE PROPERTY.
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DAM: OX4 LoiL
BY-
18" ISIR
SITE DEVELOPMENT PLAN
FOR
PA CIR C EMERA L D H OMES., IN C
IN
SW1/4,NEl/4 OF
SECTION 13,T.27N.,R.3
E.AM-
CITY
OF EDMONDS
SNOHOMISH.
COUNTYt WASHINGTON
REV. 04
REVISE PER CITY COMMENTS- SPREADER TRENCH
RLL 9-03-02
REV. 03
REV. 02
REVISE PER CITY COMMENTS
ADDED PUMP SYSTEM
RLL 8-22-02
RLL 7-27-02
REV. 01
PER CITY OF EDMONDS
RLL 7-10-02
L
SECTION 13,T.27N.,R.3 E.AM.
PVI
STA =
0+12
PVI
ELEV = 86.30
A.D.
= -11.70
12.00'
VC
K 1.03
(o
0
0
to
C
+
(6
00
+
0
00
C)
C)
M
M
...... ............................
..............................
.............................. . ..............................
. ..............................
.............................. . ..............................
. .............................. . .............................. . .............................
Ld
> ......................
LOW POINT ELEV = 6 5.77
3. 3 ZM�%-
LOW POINT STA 1+75.27
..............................
. .............................. . .............................. . ........................
.. . ..............................
...
::85
....
..............................
......... ..............
. .........................
. .............................. .
.
PVI ELEV: 64.10
A. D. 21.32
K =:3.52
75.06' VC
.
........................... . ............................... ....... ............ ..... . ..............................
.
..............................
80
...................................
..
...........................
.............................. . ..............................
. ...........................
. ..............................
0
Ln
M
N
+
FINISH GRADIt
............... ............
LO
....................
r_
. .................. ........... . .............. ................
.........
>
M
............................. . .................
w--------
......... 7 ----- ......... .......... . ..............................
1�_EX.
. .
..............................
:75
+
GROUND
>
qj
>
w
.............. . ..............................
..............................
70
.......... . ..............................
........................
. .............................. . ..............................
. ............................ ------............ ............ . ..............................
.............................. . ................
2,1.
. . .
..................... . .............................. . ..............................
.
....... .......................
. 65
..............................
...............................
..............................
. . .........
.............................. ..............................
.
..............................................................
. ..............................
. .................. ............ . ..............................
. ..............................
. .............................. .
................. ............. .............................. .............................. ..............................
.............................
:60
NEW
DRIVEWAY
SCALE:
HORIZONTAL:
1":--20', VERTICAL:::
1"=5'
................................................................
..............................
.............................. . ..............................
. ..............................
. .............................. .
......................... .............................. . .............................. . . ...............................
.
..............................
:5 5
a
C
C14
.
00
(D
C�
0)
0
0
(0,6
6
(0(0 Coto
-
K)
00 00
2+00
EROSION AND SEDIMENT CONTROL (ESC) NOTES
1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE
CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE
ROUTE. ACCESS POINTS SHALL BE STABILIZED NTH QUARRY SPALLS OR CRUSHED ROCK
TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS
TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY
AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING
OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA
DIMENT IS
WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SE
REMOVED IN THIS MANNER.
2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS
ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE
APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING. OR
ALL BMPS SHALL BE SELECTED,
OTHER VEGETATION, PLASTIC COVERING, OR MULCHING.
DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS
SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS
SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL
30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30).
I
3. ESC MINIMUM REQUIREMENT
- PROTECTION OF ADJACENT PROPERTES
ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOS111ON BY
APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS,
DIKES OR MULCHING, OR BY A COMBINAT10N OF THESE MEASURES AND OTHER
APPROPRIATE BMPS.
4. ESC MINIMUM REQUIREMENT - MAINTENANCE
ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND
MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED
FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE
NTH THE MANUAL.
5. ESC MINIMUM REQUIREMENT - OTHER BMPS -S
AS REQUIRED BY THE CITY, OTHER APPROPRIA . TE BMP'S TO MITIGATE THE EFFECI
INCREASED RUNOFF SHALL BE APPLIED.
6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY
CONSTRUCTION
THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS
THE FOLLOWING:
A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS;
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY
AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF
TRENCHES;
C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS,
SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS);
D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING;
E. DAILY CLEANUP AND STREET MAINTENANCE.
]+UU
SITE DATA:
TOTAL SITE AREA=13,973 SF
ADDITIONAL OFF -SITE AREA COLLECTED=500 SF
IMPERVIOUS=13,000 SF (FUTURE)
PERVIOUS SURFACE=1,473 SF
DETENTION =233 CIF (MIN.)
DRAINAGE NOTES:
1. CALL ENGINEERING DIVISION (771-0220) FOR A INSPECTION BEFORE BACKFILLING
AND FOR FINAL INSPECTIONS.
2. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF DRAINAGE SYSTEM ON
PRIVATE PROPERTY IS THE RESPONSIBILITY OF THE PROPERTY OWNER. MATERIAL
HED OUT AND REMOVED FROM
ACCUMULATED IN THE STORM PIPES MUST BE FLUS
THE CATCH BASINS TO ALLOW PROPER OPERATION.
APPROXIMATE QUANTITIES OF EXCAVATION AND FILL.
TOTAL CUT ± C.Y. 100
TOTAL FILL ± C.Y. 200
THE QUANTITIES OF EXCAVATION AND FILL ARE APPROXIMATE ONLY.
CONSTRUCTION SEQUENCE
1. ATTEND PRE -CONSTRUCTION MEETING. CALL ENGINEERING
INSPECTOR (771-0220) TO SET UP MEETING.
2. CALL FOR UTILITY LOCATIONS (1-800�424-5555).
3. CONTRACTOR TO REVIEW AND READ ESC NOTES AND PLAN.
4. FLAG CLEARING LIMITS.
5. INSTALL AND MAINTAIN CATCH BASIN PROTECTION (AS NEEDED)
6. CLEAR SITE PER THIS PLAN (DEMO, ROUGH GRADING).
7. CONTRACTOR TO ADHERE TO STABILIZATION OF EXPOSED AREA
REQUIREMENTS.
8. INSTALL UTILITIES (SEWER, STORM, WATER, POWER, ETC.).
9. FINAL GRADE/PAVE, MAINTAIN MINIMAL CB PROTECTION.
10. HYDROSEED AND MULCH ALL EXPOSED AREAS.
11. REMOVE ESC DEVICES ONCE PERMANENT SITE STABILIZATION
MEASURES ARE INSTALLED.
D
D
10
0+00
TOP ELEV. 66.00
6" MIN.
16" MI
PIPE SUPPORT
CB#1 <
Id -
TYPE 2 CATCH BASIN 54" DIA. Uj
(JOINT LOCATION VARIES) U)
of
0
0
Uj V)
>
0 w-
w
LOW FLOW OUTLET V)
TO SPREADER TRENCH L__j
FLOW
INV. 60.00
3" MIN CLEARN."IE
10-00
5/8"
CUT HOLE
DIA. IN 12 GA.
PLATE AND WELD
TO CMP CROSS. HOLE
TO BE SHARP -EDGED,
SHOP DRILLED.
DETENTION SYSTEM DETAIL
>
0-
C14
I
12"
12"
LOCKING LID
OFFSET WHERE OPENING IS DIRECTLY
OVER LADDER AND RESTRICTOR IS
VISIBLE AT ONE EDGE OF GRATE
STD. POLYPROPYLENE STEPS
OVERFLOW EL=64.50
ALARM=64.00
INSTALL HANGING LADDER -
SECURE TO BOTTOM OF TANK
36LF-36" DETENTION PIPE
SLOPE = 0.00%
2-2/3"x1/2" CORRUGATION 16 GAUGE
ASPHALT COATED CMP
-PUMP ON=60.50
PUMP OFF EL=60.00
:,I;�
2'
ELEV. 59.00
3/4" TO 1-1/2" WASHED ROCK
ELEV. 57.50
LEVEL SPREADER TRENCH
INLET#2
W/ GRATE
TOP 65.60
CONCRETE TYPE "S" 6'
EXTENSION UNIT
T RISER LID
AS
CONCR
7. ETE TYPE "N" 8"
REDUCING FLAT SLAB UNIT
FOR 54" DIA. MANHOLE
36" CMP RISER
RESTRICTOR
LADDER
NO SCALE
0
LID
PUMP
C_
r"JVr-
PUMP SPECIFICATIONS AND NOTES:
HYDROMATIC EFFLUENT PUMP
1. SYSTEM SHALL UTILIZE MERCURY FLOAT SWITCHES.
SUBMERSIBLE HIGH HEAD PLAN
2. INSTALL AUDIO VISUAL ALARM SYSTEM
MODEL SHEF50 N.T.S.
1/2 hp MOTOR
3. INSTALL HOUR METER ON PUMP.
@ 3450 RPM
ERATED BACKUP FOR ALARM SYSTEM
4. INSTALL BATTERY OP
SINGLE PHASE, 115 W
(PER MANUFACTURER'S RECOMMENDATION)
35 FT. OF HEAD @ 40 GPM
NO SCALE
CB #3
3:
w C
r x
"L'
So
Sp
1 3" ALTERqATE LONG ONE LENGTH
11011
A
"0" BARS
BARS -SPACING So SPACING So
BAR DETAILS AND NOTATION - LOW WALLS
CANTILEVER! RETAINING WALLS
CONCRETE DIMENSIONS
Resist
Overturn.
Concrete
Base Pressure
Moment
Moment
S,F.
(cu. ft.
Height
hw
A
B
C
D
Mr
Mo
Mr
-�-o
per
fin. ft.)
'at Toe
at Heel
(ft.)
(ft.)
(ft.)
(ft.)
(ft.)
� (psf)
(psf)
(ft.-kips)
(ft.-kips)
30"
2'-6-
0'-7"
0'-11*
V-0"
985
311
2.807
1.133
Lose
2.477
1 5.50
rc 3.000 psi Sloping (33*40')
STRUCTURAL REINFORCEMENT fy 60.000 psi 2 Backfill
O-BARS
M-BARS
P-BARS
L-BARS
Stem
Size-
Size-
Size-
Size-
Height
Total
Steel
hw
Spac-
Spac-
Length-
Spac-
Steel
at Base
(ft.)
Ing
x
Y2
ing
Y1
Spa cing
Ing
(lbs.A.F.)
(in. /L.F.)
30-
#3 0 18
-
V-1
I
#3x2'-O 0 18
1#4 0 8
1 8.6
1 0.012
CONCRETE RETAINING WALL DETAIL
NO SCALE
PUMP SYSTEM SCHEMATIC
NO SCALE
54" DIA.,TYPE 2
36" DETENTION PIPE
FORCE MAIN STORM LINE
±176LF - 6" PVC, SCH-40
3'-4' DEEP (TYP.)
EX. GROUND
FILTER FABRIC
(MIRAFI 140N
OR EQUAL)
6"PVC
30 LF-6"PERF. PVC 0 0.00%
ELEV. 64.50
ELEV. 60.00
ELEV. 59.00
1/2" DIA. ORIFICE
RESTRICTOR
N.T.S.
APPROVED FOR CONSTRUCTION
Y
CITY OF DIMONDS
W
Z�
4
DATE:
BY.
PROFILE, NOTES, & DETAIL SHEET
FOR
PA CIR C EMERA L D HOMES, INC
IN SW1/4,NE1/4 OF SECTION 13,T.27N.,R.3 E.,W.M
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
REV. 04 REVISE PER CITY COMMENTS- SPREADER TRENCH RLL 9-03-02
REV. 03 REVISE PER CITY COMMENTS RLL 8-22-02
REV. 02 ADDED PUMP SYSTEM RLL 7-27-02
REV. 01 PER CITY OF EDMONDS RLL 7-10-02
PUGET SOUND
N-
SECTION 13,T.27N.,R.3 E.,W.M.
EX. 18" CULVERT yo
EROSION FENCE-----
(TYP)
INSTALL INSERTA TEE
INV=30.80±
*FIELD VERIFY
lb
71
711
6'-6" PVC SS,
0 38.'85%
SSC0
-TOP=4V5. C� S E A V I E W T R A C T S
INV=3 0 (FIELD VERIFY)
A. E D IM 0 1\1 D Z:)
/CQ
9 L 0 9
CONNECT NEW WATER SERVICE \V 0 L �13-j P Cj, 76
LINE TO EXISTING SERVICE LINE.
(FIELD LOCATE)
EX. IR ON PIN WITH CAP NO'D
\\\\�(ROSION FENCE
Typ) 16190, S 37*57' E, 5.80'
CIO,
SSW 36'-36" CMP J.
TOP=56.30 DETENTION PIPE
INV=51.00 @ 0.00%
co,
30 .... ...
TRENCH
(SEE DETAIL)
TOP = 59.00
1' 0
176'-6" PVC 6IR OF P/RAIN 17
@ 2.0% rP CE STORM I
0 RSEWER B0
R
7VO
'To M
f
CB #1
CONTROL STRUCTURE EXISTING �RAG��"
OV
(TO BE R 0Vf
E
54" TYPE 2 0/- 'y
ssco
TOP=66.00 6
INV=60.00 TOP=65.50
CLE
(SEE DETAIL) INV=57.00
LIMI
6- EXTRUDED
I *�;,va"?- , N K17U-0
CURB (TYP) IOT
80'
CIRC�E
150
/*
41
EX. CHAIN
LINK
FENCE ±1.5' SOUTH- N,; 0
WESTERLY
.0
CB
lb
RETAINING WALL ......
/SCID L(
30" HEIGHT (MAX.),
1 TOP-89.00
(SEE DETAIL) 0
0 T INV787.50/1
0
176'-2" PVC-SCH40 00-
EROSION FENCE
(TYP)
iwm CC%
EX. IRON PIN WITH CAP
NO'D 16190 S 43*39' W
1.02' 6" EXTRUDED
CURB (TYP)
SSMH
TOP 82.90
INV. 75.15
15' SHARED DRIVEWAY EASEMENT
Q; 's,
2'- 5"_ 17" 12' PAVEMENT
RETAINING WALL 150.
(SEE DETAIL SHEET 2) bo
0.50'
2%
80
nTrP===9TrnTF===fMT1T:=�==:nn -
< I
I 1111=7ii 1111 111111
0
12" DRAIN
ROCK Q\--2" SID 2 11 MIN'. COMP'T. DEPTH CL."B" A.C.P. PAVEMENT
711 -
/1 71 '1/1 2" MIN. COMP'T. DEPTH AGG. LEVELING COURSE
/x
4" MIN. COMP'T. DEPTH AGG. BASE COURSE
4;//
4" PERF. DRAIN APPROVED SUBGRADE
CONNECT TO
DRAINAGE SYSTEM
EX. 3/4" IRON PIPE WITH
TACK IN LEAD PLUG IN
CASING VISITED : 5-4-02
DRIVEWAY SEC11ON
N.T.S.
Is,
-V
ING
MID)
6-
11 eg
Q0
lb
9),
c�
-0j
C�
N)
Cj
�1�40'-6" DI
@ 1.00%
FIELD SET
RELOCATE EX. METER AND
INSTALL NEW WATER SERVICE.
PLACE METERS ATIE
N
SCALE 1 "=20'
10 0. 30
0 20
TREE LEGEND
AP
APPLE TREE
AL
ALDER TREE.
CE
CEDAR TREE
CH
CHERRY TREE
CO
COTTONWOOD TREE
DO
DOGWOOD TREE
FIR
FIR TREE
HE
HEMLOCK TREE
HO
HOLLY TREE
MA
MADRONA TREE
MP
MAPLE TREE
Pi
PINE TREE
VM
VINE MAPLE TREE
W1
WILLOW TREE
PO
POPLAR TREE
HA
HAWTHORN TREE
RE
REDWOOD TREE
SPR
SPRUCE TREE
BI
BIRCH
OAK
OAK TREE
LEGEND
EXISTING CONTROL MONUMENT AS DESCRIBED
0
SET 1/2" X 24" REBAR & CAP
STAMPED "LSA 22969"
0
EXISTING REBAR & CAP STAMPED
"ANDERS 16190"
El
2" X 2" X 24" WOOD STAKE 'WITH TACK AND BRASS
WASHER STAMPED "22969"
(M)
COURSE AND/OR DISTANCE MEASURED PER THIS
SURVEY
(P-)
COURSE AND/OR DISTANCE PER EDMONDS SEA
VIEW TRACTS
(SP)
COURSE AND/OR DISTAIICE PER S-16-91, RECORDED
UNDER A.F. NO. 9212160849
<)
0,
LLJ
<
PUGET DR.
C c
SPERS ST.
ir 00
0
EL
<
MAIN ST.
DAYTON ST.
Vi
01
VICINITY MAP
N.T.S.
PLAT DATA
APPLICANTZOWNER
PACIFIC EMERALD HOMES
P.O. BOX 822
EDMONDS, WA 98020
TELEPHONE : (425)771-5313
PROJECT CONTACT: SIGVE HELLEREN
ENGINEERING
LOVELL- SAUERLAND & ASSOCIATES, INC.
19400 33RD AVENUE W., SUITE 200
LYNNWOOD, WA 98036
TELEPHONE: (425)775-1591
PROJECT CONTACT: ROB LONG
SITE ADDRESS
18604 SOUND MEW PLACE
EDMONDS, WA 98020
LEGAL DESCRIPTION
LOT 18, BLOCK B OF EDMONDS SEA VIEW TRACTS, ACCORDING
TO THE PLAT RECORDED IN VOLUME 3 OF PLATS AT PAGE 76,
IN SNOHOMISH COUNTY, WASHINGTON.
SUBJECT TO EASEMENTS, RESTRICTIONS, AND RESERVATIONS
OF RECORD.
BASIS OF BEARINGS
N .59'28'00" E AS MEASURED ALONG THE MONUMENTED CENTER
LINE OF SOUND VIEW PLACE PER PLAT OF SURVEY FILED UNDER
VOL. 13 OF SURVEYS,, PG. 174, RECORDS OF SNOHOMISH
COUNTY, WA.
SITE
S.R. 524
THIS MAP WAS PREPARED WITHOUT BENEFIT OF A CURRENT TITLE REPORT FOR
THE PROPERTY AND AS SUCH DOES NOT PURPORT TO REFLECT ALL EASEMENTS
OR ENCUMBRANCES AFFECTING THE PROPERTY.
LOCATION OF UTILITIES SHOWN HEREON IS APPROXIMATE ONLY. INTERESTED
PARTIES SHOULD CONTACT THE PURVEYORS OF ALL UTILITIES TO ASCERTAIN
THE LOCATION OF ALL UTILITIES PROVIDING SERVICE THE PROPERTY.
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATIE: AT /4 Z4
BY.
=4 IIIIIII loll
SITE DEVELOPMENT PLAN
FOR
PACIFIC EMERALD HOMES INC
.9
IN
SW1/4,NE1/4 OF
SECTION 13,T.27N.,R.3
E.,W.M.
CITY
OF EDMONDS
SNOHOMISH
COUNTY, WASHINGTON
REV. 04
REVISE PER CITY COMMENTS- SPREADER TRENCH
RILL
9-03-02
REV. 03
REVISE PER CITY COMMENTS
RLL
8-22-02
REV. 02
ADDED PUMP SYSTEM
RLL
7-27-02
REV. 01
PER CITY OF EDMONDS
RLL
7-10-02
Lovell—
Sauerland & Associates,
Inc.
SHEET NO.
Engineers/Surveyors/Planners/Development Consultants
19400 33rd Avenue W., Suite 200 9 Lynnwood, WA 98036 e (425)775-1591 9 (425)M-7998 FAX
OF
DRAWN
CHECKED
DATE
F.B.
SCALE
FILE NO.
2
MMM
I . R
6-3-02
I 345
& D.C.
1 1"=20'
1 4367-0-02
�4
SECTION '13,T.27N.,R.3 E.AM.
PVI
STA =
0+12
PV1
ELEV =
86.30
A.D.
= -11.70
12.00'
VC
K = 1.03
-
CD
0
0
to
�2
ot
+
0
U3
co
+
0
Ld
00
6
0
Lij
C-)
U
L�j
C)
ED
[n
....................................................... . ..............................
............................... . ..............................
. ...............................
.............................. ..............................
. .............................. . .............................. . . ..............................
>-.
Lwd
-> ......................
Uj
LOW POINT ELEV = 65.77
-3-307-
LOW POINT STA 1+75.27
.............................. ............................
..............................
:85
:1 .............................................................. . ...............................
.............. ... T :-'__1_*:6U --------------
Pm STA
........................
.............................. ..............................
..............................
PVI ELEV: = 64.10
A.D. 21.32
K =::3.52
75.00' VC
.............................................................. ..
...........................
. .............................. . ...........................
. .....................
.. . .............................. .
......................... . ....... .............. e . ..............................
.
..............................
:80
Lo
r)
cli
04
+
FINISH GRADIt
:* .............................. ...........................
.................
........ ..............................
. ....................
0
>
M
w
(-> ............................. -**",*,
>
"I, :
... ......... ...... . ................... . ......
..... - : I
:
.
....................
:75
+
(D
EX. GROUND
w
Ld
(3
>
>
Uj
LLI
...... . ...................... ....... . .............................. . ............
....................
.................. .
..............................
:70
.......................................... ..
.............. ............
. .............................. . ...............................
............................ ....... ......... ............ .
.1
.
..........
. . ......... . ....................
. ..............................
. ......................... .
. ..... .
........................ . . ........................
...... . ............................... .............................. -
...... .
..............................
:65
...... .............. ..... ............
...................
.............................. . ..............................
. ..............................
. . .............................. .
.............................. ...................... ........ . .............................. . ..............................
. ..............................
60
NEW
DRIVEWAY
SCALE:
HORIZO NTAL:
1"20', VERTICAL:::
1"=5'
. ..............................
. .............................. . ............... ..............
. ..............................
. ..............................
............................. .............................. ..................... .......... ..............................
. ..............................
55
C*4
(0
co too
to
04
a)
r-
6
a!
(0,6
(6,6
(OUD
r-
00
00
0+
2+00
EROSION AND SEDIMENT CONTROL (ESC) NOTES
1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE
CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE
ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK
TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS
TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY
AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING
OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA
WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS
REMOVED IN THIS MANNER.
2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS
ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE
APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR
OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED,
DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS
SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS
SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL
30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30).
- PROTECTION OF ADJACENT PROPERTIES
3. ESC MINIMUM REQUIREMENT
ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY
APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS,
DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER
APPROPRIATE BMPS.
4. ESC MINIMUM REQUIREMENT - MAINTENANCE
ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND
MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED
FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE
NTH THE MANUAL.
5. ESC MINIMUM RE
QUIREMENT - OTHER BMPS
AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS
INCREASED RUNOFF SHALL BE APPLIED.
6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY
CONSTRUCTION
THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS
THE FOLLOWING:
A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS;
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY
AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF
TRENCHES;
C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS,
SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS);
D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING;
E. DAILY CLEANUP AND STREET MAINTENANCE.
SITE DATA:
TOTAL SITE AREA=13,973 SF
DDITIONAL OFF -SITE AREA COLLECTED=500 SF
A
IMPERVIOUS=13,000 SF (FUTURE)
PERVIOUS SURFACE=1,473 SF
DETENTION =233 CF (MIN.)
DRAINAGE NOTES:
1. CALL ENGINEERING DIVISION (771-0220) FOR A INSPECTION BEFORE BACKFILLING
AND FOR FINAL INSPECTIONS.
2. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF DRAINAGE SYSTEM ON
PRIVATE PROPERTY IS THE RESPONSIBILITY OF THE PROPERTY OWNER. MATERIAL
ACCUMULATED IN THE STORM PIPES MUST BE FLUSHED OUT AND REMOVED FROM
THE CATCH BASINS TO ALLOW PROPER OPERATION.
APPROXIMATE QUANTITIES OF EXCAVATION AND FILL -
TOTAL CUT ± C.Y. 100
TOTAL FILL ± C.Y. 200
ROXIMATE ONLY.
THE QUANTITIES OF EXCAVATION AND FILL ARE APP
CONSTRUCTION SEQUENCE
1. ATTEND PRE- CONSTRUCTION MEETING. CALL ENGINEERING
INSPECTOR (771-0220) TO SET UP MEETING.
2. CALL FOR UTILITY LOCATIONS (1-800-424-5555).
3. CONTRACTOR TO REVIEW AND READ ESC NOTES AND PLAN.
4. FLAG CLEARING LIMITS.
5. INSTALL AND MAINTAIN CATCH BASIN PROTECTION (AS NEEDED)
6. CLEAR SITE PER THIS PLAN (DEMO, ROUGH GRADING).
7. CONTRACTOR TO ADHERE TO STABILIZATION OF EXPOSED AREA
REQUIREMENTS.
8. INSTALL UTILITIES (SEWER, STORM, WATER, POWER, ETC.).
ECTION.
9. FINAL GRADE/PAVE, MAINTAIN MINIMAL CB PROT
10. HYDROSEED AND MULCH ALL EXPOSED AREAS.
11. REMOVE ESC DEVICES ONCE PERMANENT SITE STABILIZATION
MEASURES ARE INSTALLED.
)0
TOP ELEV. 66.00
6" MIN.
PIPE SUPPORT
A"
d
?4
CB#1
TYPE 2 CATCH BASIN 54" DIA\.:..,
(JOINT LOCATION VARIES) 'A
0
l_
_j
I ER
W_ �_
En
> ui
0 w
a
LOW FLOW OUTLET
TO SPREADER TRENCH
FLOW
INV. 60.00
3" MIN CLEARANCE--
_.4
0.00
CUT HOLE 5/8"
DIA. IN 12 GA.
PLATE AND WELD
TO CMP CROSS. HOLE
TO BE SHARP -EDGED,
SHOP DRILLED.
-4
12
12"
PUMP
-..'4
.,d
LOCKING LID
OFFSET WHERE OPENING IS DIRECTLY
OVER LADDER AND RESTRICTOR IS
VISIBLE AT ONE EDGE OF GRATE
D. POLYPROPYLENE STEPS
OVERFLOW EL=64.50
S ST
ALARM=64.00
0
C\I
INSTALL HANGING LADDER-
SECURETO BOTTOM OFTANK
*36LF-36" DETENTION PIPE
SLOPE = 0.00%
2-2/3"xl/2" CORRUGATION 16 GAUGE
ASPHALT COATED CMP
ELEV. 59.00 2'
3/4" TO 171/2" WASHED ROCK
LEVEL SPREADER TRENCH
INLET#2
W/ GRATE
TOP 65.60
__�CONCRETE TYPE "S" 6"
EXTENSION UNIT
PRE -CAST RISER LID
CONCRETE TYPE "N" 8"
REDUCING FLAT SLAB UNIT
FOR 54" DIA. MANHOLE
36" CMP RISER
RESTRICTOR
LADDER
-PUMP ON=60.50
PUMP OFF EL=60.00
<
PUMP SPECIFICATIONS AND NOTES:
HYDROMATIC EFFLUENT PUMP 1. SYSTEM SHALL UTILIZE MERCURY FLOAT SWITCHES.
SUBMERSIBLE HIGH HEAD
ALARM SYSTEM
2. INSTALL AUDIO VISUAL
MODEL SHEF50
1/2 hp MOTOR
3. INSTALL HOUR METER ON PUMP.
@ 3450 RPM
- SINGLE PHASE, 115 W 4. INSTALL BATTERY OPERATED BACKUP FOR ALARM SYSTEM
(PER MANUFACTURER'S RECOMMENDATION)
- 35 FT. OF HEAD @ 40 GPM
)0 DETENTION SYSTEM DETAIL
NO SCALE
CI3 #3
B
--- T 6"
-C
1_�
7:
0
C
1_3" T ONE LENGTH
A ALTERNATE LONG
AND SHORT "0" "0" BARS
BARS -SPACING So SPACING So
BAR DETAILS AND NOTATION - LOW WALLS
CANTILEVER RETAINING WALLS
CONCRETE DIMENSIONS
Resist
ove,urnF
Concrete
Base Pressure
Moment
M._
S _F_
(cu. ft.
Hei ght
F eight
hw
A
C
D
Mr
M
M,
per
lin. ft.)
at Toe
at Heel]
(h
ft
(ft.)
(ft.)
(ft.)
(ft.)
(ft.)
(Psf)
(psf)
(ft.-kips)
ki ps)
M.
30.
30"
1 2'-6-
0'-7"
0'-11" 1
1 ._0
985
311
1 2.807
1 1.133
1 2.477
1 5.50
fc - 3,0GO psi case Sloping (33'40')
STRUCTURAL REINFORCEMENT fy - 60,000 psi 2 Backfill
O-BARS
M-BARS
P-BARS
L-BARS
Stem
Size-
Size-
Size-
Size-
Height
Total
Steel
hw
Spac-
Spac-
Length-
Spac-
Steel
at Base
(ft.)
Ing
x
yl
Y2
Ing
yl
Spacing
Ing
(lbs./L.F.)
(in. A.F.)
30"
1 #3 0 18
V-1
#3x2'-O 0 18
1 #4 0 8
1 8.6
1 0.012 1
CONCRETE RETAINING WALL DETAIL
NO SCALE
PUMP SYSTEM SCHEMATIC
NO SCALE
NO SCALE
Cn
1E 0
54" DIA.,TYPE 2
EX. GROUND
FILTER FABRIC
(MIRAFI 140N
OR EQUAL)
6"PVC
ELEV. 57.50
30 LF-15"PERF. PVC @ 0.00%
ELEV. 64.50
LID 36" DETENTION PIPE
ELEV. 60.00
PUMP
ELEV. 59.00
'__�FO�RCE M�AINST®RM LI�NE
1/2" DIA. ORIFICE
±176LF - 6" PVC, SCH-40
3'-4' DEEP (TYP.)
PLAN RESTRICTOR
N.T.S. N.T.S.
tFORCE
APPROVED FOR CONSTRUCTION
CITY OF DIVIONDS
DATE
BY.
PROFILE, NOTES, & DETAIL SHEET
FOR
IDA CIR C EMERA L D H OMESt IN C
IN SW1/4,NE1/4 OF SECTION 13,T.27N.,R.3
E.AM
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
REV. 04 REVISE PER CITY COMMENTS- SPREADER TRENCH RLL
REV. 03 REVISE PER CITY COMMENTS RLL
9-03-02
8-22-02
REV. 02 ADDED PUMP SYSTEM RLL
REV. 01 PER CITY OF EDMONDS RLL
7-27-02
7-10-02
SECTION 13,T.27N.,R.3 E.AM.
<)
---/-EX. 18" CULVERT
EROSION FENCE
(TYP)
INSTALL INSERTA TEE
INV=30.80±
*FIELD VERIFY
r
41
_71�x 1,
6'-6" PVC SS
0 38.85%
/�/rs s c 0
� TO,�P =-- 4 �5 c-
OV=300 (FIELD VERIFY) 0 N D zcj :C— -f/—\ v I Jr �- W T R A C T
',IPPITN
0 r-) r-)
0
—31
P G,
CONNECT NEW WATER SERVICE
LINE TO EXISTlNG SERVICE LINE.
(FIELD LOCATE)
ROSION FENCE EX. lRDN PIN WITH CAP NO'D
,7 1 r1i 9'r 13 37'57' F 5 80'
'r
(TYP)
C'
04,
ssco 0 36'-36" CMP
A rNCTrklTlrlkl DID17 V
Y� V
TOP=56.30
00.00%
INV=51.00
%s, 0-'
0��b
l<
I I/
�4
1
00
'4
0
00
30' SPREA ER
TRENCH INLE1 4-
00
(SEE DETAIL)
TOP 59.00 1 vr= 6q. If " . I I
I , 00
INV=60. 11. 00
N. 0 C
.7
176'-6" PVC P 6 It ROOF P/RAIN IP
CE STORM I k \50 -.At I
@ 2.0% SITUB
0 R SEWER I I
f / If //\N?
CB #1 v/
ol . . . . . EXISTING kRAGFt ry b
i - yu,
CONTROL STRUCTURE
klu BE R 4OVEP)
54" TYPE 2 K
ssco
TOP=66.00 6
0) (j)
INV=60.00 TOP=65.50
J, CLEARING
(SEE DETAIL) INV=57.00 LIMITS (TYP)
6- F TRUDED u
-6 kOT
CURB (TYP) 80' f d
CIRCLAE
t
06 k I
-Sb
9
If
�b
EX. CHAIN LINK 0
FENCE ±1.5' SOUTH-
6
1
WESTERLY I
co 0B..#3
p
RETAINING WALL ...... 'b
/so D lb
30" HEIGHT (MAX.) 40S . 1
I TOP=g89
�i L kcp
(SEE DETAIL) 0 C11> C�l
00 INV787.iOcooll
I I \ I _T�_
"o
A 1 4' 1
c\j
1110
176'-2" PVC-SCH40 .00, y
-Qo c" _N\,
L
EROSION FENCE
(TYP) lb
t_wm
EX. IRON PIN WITH (�P 40'-6" DI
NO'D 16190 S 43*39'W 01.00%
_p 1.02' 6" IRTRUDED FIELD SET
CURI (TYP) RELOCATE EX. METER AND
INSTALL NEW WATER SERVICE.
SSMH PLACE METERS AT F
TOP 82.90
INV. 75.15
15' SHARED DRIVEWAY EASEMENT
6
's,
7" 12' PAVEMENT
2'-5"
RETAINING WALL —
(SEE DETAIL SHEET 2)
x
0
n
DRIVEWAY SEC11ON
N.T.S.
150.
6)
0.50' Ap . <0
F2% \(90 AD
12" DRAIN 9\,-2" SD
ROCK 2" MIN. COMP'T. DEPTH CL."B" A.C.P. PAVEMENT
2" MIN. COMP'T. DEPTH AGG. LEVELING COURSE
4" MIN. COMP'T. DEPTH AGG. BASE COURSE
4" PERF. DRAIN APPROVED SUBGRADE
CONNECT TO
DRAINAGE SYSTEM EX. 3/4" IRON PIPE WITH
TACK IN LEAD PLUG IN
CASING VISITED : 5-4-02
c.
.01 CITY OF EDMONDS
BUILDING DEPARTMENI
WORK
01i�
ADDRESS
OVVNER
APPROVED DATE: Oct
BLDG. OFFICIAL
PPERMIT NUMBE
F-Alik
ml
SCALE:' 17'=`20'
10 0 30
�lmm"F_ jtjqmi`m"
0 20
TREE LEGEND
0
<)
CASPERS ST.
2
DAYTON ST.
cl�
V5
PLAT DATA
VICINITY MAP
N.T.S.
7SITE
F
00
00
S.R. 524
APPLICANTZOWNER
AP
APPLE TREE
AL
ALDER TREE
PACIFIC EMERALD HOMES
CE
CEDAR TREE
P.O. BOX 822
EDMONDS, WA 98020
CH
CHERRY TREE
TELEPHONE : (425)771-5313
CO
COTTONWOOD TREE
PROJECT CONTACT: SIGVE HELLEREN
DO
DOGWOOD TREE
FIR
FIR TREE
ENGINEERIN
HE
HEMLOCK TREE
LOVELL- SAU ERLAN D & ASSOCIATES, INC.
HO
HOLLY TREE
19400 33RD AVENUE W., SUITE 200
MA
MADRONA TREE
LYNNWOOD, WA 98036
MP
MAPLE TREE
TELEPHONE: (425)775-1591
Pi
PINE TREE
PROJECT CONTACT: ROB LONG
VM
VINE MAPLE TREE
WI
WILLOW TREE
SITE ADDRESS
PO
POPLAR TREE
18604 SOUND VIEW PLACE
HA
HAWTHORN TREE
EDMONDS, WA 98020
RE
REDWOOD TREE
SPR
SPRUCE ]REE
LEGAL DESCRIPTION
131
DIRCH
OAK
OAK TREE
LOT 18, BLOCK B OF EDMONDS SEA VIEW TRACTS, ACCORDING
TO THE PLAT RECORDED IN VOLUME 3 OF PLATS AT PAGE 76,
IN SNOHOMISH COUNTY, WASHINGTON.
LEGEND
SUBJECT TO EASEMENTS, RESTRICTIONS, AND RESERVATIONS
OFRECORD.
EXISTING CONTROL MONU;,11ENT AS DESCRIBED
BASIS OF BEARINGS
0
SET 1/2" X 24" REBAR A,. CAP
STAMPED "LSA 22969"
N 39*28'00" E AS MEASURED ALONG THE MONUMENTED CENTER
LINE OF SOUND VIEW PLACE PER PLAT OF SURVEY FILED UNDER
0
EXISTING REBAR & CAP STAMPED
VOL. 13 OF SURVEYS, PG. 174, RECORDS OF SNOHOMISH
"ANDERS 16190"
COUNTY, WA.
El
2" X 2" X 24" WOOD S TAKE WITH TACK AND BRASS
WASHER STAMPED "22969"
NOTES
(M)
COURSE AND/OR DISIANCE MEASURED PER THIS
SURVEY
THIS MAP WAS PREPARED WITHOUT BENEFIT OF A CURRENT TITLE REPORT FOR
(P.)
COURSE AND/OR DISiANCE PER EDMONDS SEA
THE PROPERTY AND AS SUCH DOES NOT PURPORT TO REFLECT ALL EASEMENTS
VIEW TRACTS
OR ENCUMBRANCES AFFECTING THE PROPERTY.
(SP)
COURSE AND OR DISTANCE PER S-16-91, RECORDED
LOCATION OF UTILITIES SHOWN HEREON IS APPROXIMATE ONLY. INTERESTED
UNDER A.F. NO. 9212115,01349
PARTIES SHOULD CONTACT THE PURVEYORS OF ALL UTILITIES TO ASCERTAIN
THE LOCATION OF ALL UTILITIES PROVIDING SERVICE THE PROPERTY.
Z_
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
Ad
DATE: 2;e zonE
7 BY-
omm ol I all I=
SITE DEVELOPMENT PLAN
FOR
PA CIR C EMERA L D H OMES., IN C
IN
SW1/4,NEl/4 OF
SECTION 13,T.27N.,R.3
E.,W.M.
CITY
OF EDMONDS
SNOHOMISH
COUNTY, WASHINGTON
REV. 04
REVISE PER CITY COMMENTS- SPREADER TRENCH
RLL 9-03-02
REV. 03
REVISE PER CITY COMMENTS
RLL B-22-02
REV. 02
ADDED PUMP SYSTEM
RLL 7-27-02
REV. 01
PER CITY OF EDMONDS
RLL 7-10-02
L�
SECTION 13,T.27N.,R.3 E.,W.M.
C
PVI STA = 0+12
PV1 ELEV = 86.30
A.D. = -11.70
12.00' VC
K 1.03
(0 0
0 u')
0 + (6
Do
+ in
0 00 Lij
C)
................................................... ........................... . .............................. . .............................. . .............................. . .............................. . .............................. . .............................. - ------------------------------ . ............................. ......................
Ly bi
LOW POINT ELEV = 65.77
-3.3076
LOW POINT STA 1+75.27
.................................... .............................. . ........ ........................ ......................... ---- -- ------- ....... ........ ......... ............ ...... . ........... .............. U,)
...... F"..-STA ........... : . ......
PVI ELEV: 64.10
A. D. 21.32
K :3.52
75.00' VC
............... ............. .......................... .............................. . ...................... . . .......................
............... . ....... ............. 80
...... .. ........................... . .............................. . .............................. ........ . .............................. . ....... .................... . .......
0
LO n
cli
o
+
FINISH GRADE
w '.11
.............................. ........... .............................. .............................. ..................... ........................... . .................. ... . ............ ....... .
:75
.................. ............................... : . ..................
0 >
--------
> M
........ ...... ...................
(o
4-
EX. GROUND
Ld
>
>
41
.......... . ............................... .............................. . .............................. ............................... ............................ .................. ............ . .............................. .............................. ................ . .........................
.. . ..... .............. .............................. . ...... :70
...... .............................. ................... . .............................................................. . .............................. .............................. . .............................. ............
....... -7- ............... .................. . .............................. :65
.............................. 7 .............................. 7 .............................. 7 .............................. . .............................. 7 .................. . .............................. . ..............................
.................................................. .............................. 7
............. . ............ :60
NEW DRIVEWAY
SCALE: HORIZONTAL: 11";7`20% VERTICAL::: 1"=5'
.............. ...............
............. ..... .............................. ...... ............. ........................... ........ ..................... . ............ ........... . .................. ........... **. - ----------------
N
04
00 to
Mo
Ci
0
to
to
(0,6
(D to(o
C5
00
2+00
EROSION AND SEDIMENT CONTROL (ESC) NOTES
1. ESC MINIMUM REQUIREMENT - CONSTRUCT10N ACCESS ROUTE
CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE
ROUTE. ACCESS POINTS SHALL BE STABILIZED NTH QUARRY SPALLS OR CRUSHED ROCK
TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS
TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY
AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING
OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA
WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS
REMOVED IN THIS MANNER.
2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS
ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE
APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR
OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED,
DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS
SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS
SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL
30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30).
3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES
ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY
APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS,
DIKES OR'MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER
APPROPRIATE BMPS.
4. ESC MINIMUM REQUIREMENT - MAINTENANCE
ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND
MAINTAINED ' BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED
FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE
WITH THE MANUAL.
5. ESC MINIMUM REQUIREMENT - OTHER BMPS
AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS
INCREASED RUNOFF SHALL BE APPLIED.
6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY
CONSTRUCTION
THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS
THE FOLLOWING:
A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS;
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY
AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF
TRENCHES;
C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS,
SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS);
D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING;
E. DAILY CLEANUP AND STREET MAINTENANCE.
1+00
SITE DATA:
TOTAL SITE AREA=13,973 SF
ADDITIONAL OFF -SITE AREA COLLECTED=500 SF
IMPERVIOUS=13,000 SF (FUTURE)
PERVIOUS SURFACE=1,473 SF
DETENTION =233 CF (MIN.)
DRAINAGE NOTES:
1. CALL ENGINEERING DIVISION (771-0220) FOR A INSPECTION BEFORE BACKFILLING
AND FOR FINAL INSPECTIONS.
2. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF DRAINAGE SYSTEM ON
PRIVATE PROPERTY IS THE RESPONSIBILITY OF THE PROPERTY OWNER. MATERIAL
ACCUMULATED IN THE STORM PIPES MUST BE FLUSHED OUT AND REMOVED FROM
THE CATCH BASINS TO ALLOW PROPER OPERATION.
APPROXIMATE QUANTITIES OF EXCAVATION AND FILL
TOTAL CUT ± C.Y. 100
TOTAL FILL ± C.Y. 200
THE QUANTITIES OF EXCAVATION AND FILL ARE APPROXIMATE ONLY.
CONSTRUCTION SEQUENCE
1. ATTEND PRE -CONSTRUCTION MEETING. CALL ENGINEERING
INSPECTOR (771-0220) TO SET UP MEETING.
2. CALL FOR UTILITY LOCATIONS (1-800-424-5555).
3. CONTRACTOR TO REVIEW AND READ ESC NOTES AND PLAN.
4. FLAG CLEARING LIMITS.
5. INSTALL AND MAINTAIN CATCH BASIN PROTECTION (AS NEEDED)
6. CLEAR SITE PER THIS PLAN (DEMO, ROUGH GRADING).
7. CONTRACTOR TO ADHERE TO STABILIZATION OF EXPOSED AREA
REQUIREMENTS.
8. INSTALL UTILITIES (SEWER, STORM, WATER, POWER, ETC.).
9. FINAL GRADE/PAVE, MAINTAIN MINIMAL CB PROTECTION.
10. HYDROSEED AND MULCH ALL EXPOSED AREAS.
11. REMOVE ESC DEVICES ONCE PERMANENT SITE STABILIZATION
MEASURES ARE INSTALLED.
10
TOP ELEV. 66.00
6" MIN.
PIPE SUPPORT
4'-
4
CB#1 _j
TYPE 2 CATCH 'BASIN 5470A.\
Of bi
(JOINT LOCATION VARIES) V)
3: 0
0
_j 2
L� f�
Uj (n
> t1i
0 x
w
U.1
(n
LOW FLOW OUTLET
TO SPREADER TRE�CH
FLOW
INV. 60.00
3" MIN CLEARkNCE
�hoi 0 0
CUT HOLE 5/8"--/
DIA. IN 12 GA.
PLATE AND WELD
TO CMP CROSS. H)LE
TO BE SHARP-ED(ED,
SHOP DRILLED.
0+00 DETEN'nON SYSTEM DFAIL
NO SCALE
Uj
13
12"
12"
wi
LOCKING LID
OFFSET WHERE OPENING IS DIRECTLY
OVER LADDER AND RESTRICTOR IS
VISIBLE AT ONE EDGE OF GRATE
STD. POLYPROPYLENE STEPS
OVERFLOW EL=64.50
0
C1q
-I
ALARM=64.00
INSTALL HANGING LADDER -
SECURE TO BOTTOM OF TANK
36LF-36" DETENTION PIPE
SLOPE = 0.00%
2-2/3"x1/2" CORRUGATION 16 GAUGE
ASPHALT COATED CMP
-PUMP ON=60.50
PUMP OFF EL=60.00
ELEV. 59.0 1 0 2'
3/4" TO 1-1/2" WASHED ROCK
ELEV. 57.50
EX. GROUND
FILTER FABRIC
(MIRAFI 140N
OR EQUAL)
6"PVC
30 LF-6"PERF. PVC @ 0.00%
LEVEL SPREADER TRENCH
NO SCALE
INLET#2
W/ GRATE
TOP 65.60
CONCRErE TYPE "S" 6"
EXTENSION UNIT
RE -
AST RISER LID
CONCRETE TYPE "N" 8"
REDUCING FLAT SLAB UNIT
FOR 54" DIA. MANHOLE
36" CMD RISER
0
RESTRICTOR
LADDER
LID
-PUMP
PUMP SPECIFICATIONS AND NOTES:
rPLIMP
HYDROMATIC EFFLUENT PUMP 1. SYSTEM SHALL UTILIZE MERCURY FLO/.T SWITCHES.
SUBMERSIBLE HIGH HEAD
2. INSTALL AUDIO VISUAL ALARM q`tSTEt,---
MODEL SHEF50
- 1/2 hp MOTOR
3. INSTALL HOUR METER ON PUNII�,.-
- @ 3450 RPM
- SINGLE PHASE, 115 W 4. INSTALL BATTERY OPERATED BACKUP FOR ALARM SYSTEM
(PER MANUFACTURER'S RECOMMENDA11ON)
- 35 FT. OF HEAD @ 40 GPM
So
Sp
R
F ALTERNATE LONG ONE LENGTH
AND SHORT "0" "0" BARS
BARS -SPACING So SPACING So
BAR DETAILS AND NDTATION - LOW WALLS
CANTILEVER RETAINING WALLS
CONCREE DIMENSIONS
Resist
Overturn.
Concrete
Height
Base Pressure
Moment
Moment
S.F.
(cu. ft.
it Toe
at Heel
hw
A
9
C
D
Mr
Mo
Mr
per
lin. ft.)
(ft.)
(ft.)
(ft.)
(ft.)
(ft.)
(PSf)
(PSf)
(ft.-kips)
(ft.-kips)
MO
30"
2'-6-
I
0'- 7"
V-11"
I I
1'-0"
985
311
2.807
1.133
2.477
5.50
I
STRUCTURAL REINFORCEMENT rc .3.000' PSI case Sloping (33*40')
fy 60,000 psi 2 Backfill
O-BARS
M-BAIS
P-BARS
L-BARS
Stem
Size-
Size-
Size-
Size-
Height
Total
Steel
hw
Spac-
Spac-
Length-
Spac-
Steel
at Base
(ft.)
ing
x
Yi
Y2
ing
Yl
Spacing
Ing
(lbs-A.F.)
(in. /L.F.)
1 30"
1 #3 0 18
V-1
#3x2'-O 0 18
1 #4 0 8
1 8.6
0.012
CONCRETE RETAINING WALL DETAIL
NO SCALE
PUMP SYSTEM SCHEMAW
NO SCALE
CB #3
iz
6
REV. 04
REV. 03
REV. 02
REV. 01
ELEV. 64.50
54" DIA.,TYPE 2
36" DETENTION PIPE
U
ELEV. 60.00
ELEV. 59.00
FORCE MAIN STORM LINE
1/2" DIA. ORIFICE
±176LF - 6" PVC, SCH-40
DEEP (TYP.)
3'- 4
PLAN RESTRICTOR
N. T. S. N.T.S.
APPROVED FOR CONSTRUCTION
CITY DIVIONDS
D . ATE:
BY-
'Y OF
PROFILE, NOTES, & DETAIL SHEET
FOR
PA CIFIC EMERALD HOMES, INC
IN SW1/4,NE1/4 OF
SECTION
13,T.27N.,R.3
E.AM
CITY
OF EDMONDS
SNOHOMISH
COUNTY,
WASHINGTON
REVISE PER CITY COMMENTS- SPREADER
TRENCH
RLL
9-03-02
REVISE PER CITY COMMENTS
RLL
B-22-02
ADDED PUMP SYSTEM
RLL
7-27-02
PER CITY OF EDMONDS
RLL
7-10-02
_: % .1. 1 7 1'�;' __ - . - I .
- . . � , " . -1 � , 11 � � I � I l I . I - I � . - . . I . , 7-
-, I
103-00
I I I
... . . 1 1. -, i- -- --, " -, - - � - *l" , :: - :� 7
7 1. , . .
101.00 . ...................
.. .
....................... ...... ................
................ ... . ............ . ...........
. ......
....... . ....................... . .......... ......... .......
. ....... ............ ................
........... ...... . ........................
I -S X
81 ....................
.06:
.
........................ .......................
. .............. . . ................. ....................
noo'. ..................... r ........................ T ....................... T ............ ......... ...............
IMS.F.
.......... .................. .
... SUBGRADE*'
EL. 73.3L
�2&F.
SUBGRA13E.
198 $.F.
�76.33'
SUS�GRADE
DATUM-ELEV
.00
81.00
40.00
80.00
120,00
00 .00
40.00
80.00
120.00:1
GROUP SECTIONS
GROUP SECTIONS
SECTION Dl
SECTION GI
100.00 . .......................
.
.......................
....................... . ................. ...... r .......................
7 ........................
.
.......................
102.00 . .......................
.......................
. ..................... . . .......................
....................... ........................
9" &F
EL 84.h
80.00: ..... ..............
........................ ................ ..
. ........................ .... -ap ......
. ................... .
82.00: .......................
. ........................ .......................
......... . .............
............ .... .. ............ ..............
EL 73.3.3
. 146:&F.
:--121
S.F. -
SUBGRADE
EL. -70.33
DA TUM LE
SUEiGRADE
......... .
DA TUM ELE V
60. 00 .00
40.00
80.00
120.00
.00
00
.40.00
80.00
........
120.00
GROUP SECTIONS
GROUP SECTIONS
.SECTION C2
'SECTION F2
IW.W . ..... .................
....................... . .......................
. ........................ ........................ ....................
. . .......... .............
102.00 . .......................
. ....................... . .......................
. ............ ........... ....................... ........................ .................
106.00
................. ....................... .......................
. ..................... .....................
. . ........
............ . ..... ........
B.S.F. F' EL 84.�3
80.00: .......................
....................... .............. ......
.............. _� ..................
....................
82.00:.. ............ ......... ....................... . .......................
...... .... .......... ................... ............ SUEM-ADE ............. .......
86.00: .......................
....... ............ ..............
......... .........
.............. . ........................
. ........... ............
12 S.F
EL 73.33,
48 S.F.:
ELF
EL. 7133
37 &1
37 S.F.'
124
SUBGRADE
35 S.F.
EL
70.33 SUS�j
'RADE.
SUBGRADE
DA TUM ELE V
DATUM ELEV
DA TUM ETEV
.00
40.00
$0.00
120.00
62. 00 .00
40.00
80.00
---- .........
120.00
.00
40.100
80.00,
GROUP SECTIONS
GROUP SECTIONS
GROUP SECTIONS
SECTION Cl
SECTION Fl
SECTION I
100.00 . ..... .................
.................... . .......................
. ........................ ....................... ........................
........................
102.00: .......................
. ......... .............. .......................
....................... . .......................
. ........................ ........................
104,00 . .......................
. .................... .... . ............. .......... : ....................... ..................
.... . ..... ...... ...... .... ..................
............. .
......... . ............ . .......................
. ....................... . . . ...... ...... z ........... ............
8zoo: ........... : ....................... . .......................
. ............ ......... . ..... .......... ............... ........................
:214 F.,
00:
84 . ........................
. ....................... ........................ . ... . ............. . . ...............
. .......................
... . .........................
9 S.F.
ELo 80.00:,
73.33
-
S.F. EL. '73.33
77 m EL ,7s.00l
-T30 &F. - - - - - - - -
.-SUBGRADE
SUB�MADE
52 SY
DA TUM ELE V
. .
DATUM ELEV-
Tumll
DA :_ELEV
60.00
40.00
.80.00
. ........
120.00
?
ur-.00 .00
40.00
80.00
.........
120.00
-00
40.00
80.0D
121�00
GROUP SECTIONS
GROUP SECTIONS
GROUP SECTIONS
SECTION B2
SECTION E2
SECTION H2
100.00...., .......... ........
.
.................... ... .......................
....................... ........... ........... . .......................
. ............ .........
102.00 . .......................
. ....................... . ........................ ......... .............. .................. 7 ........................ 7 ........................
104.00 ......................
. ....................... ............ ..... . ....................... . ........................ ......... .............. . ......
80.00::
......
......... ..............
82-00:
III &F;
........................
....................... .......................
. ............. ......
&F.
...
.......................
. ....................... . .......................
. ................... ...
. ............. ..........
84.00: ......................
. ....... ................ z .......
...... ........... r ............... ........ ..
-------
-EC7-3-.33
=iL73.33
FEL
- - - - - - - -
SUBGRADE
EL. 73.3�
457 S.F.
3'
EL. 73,3 -
WiF.
SUBGRADE
�.SUBGRADE
DA TUM ELEV
A TUM ELEV
DATUM E
LEV
SUBGRADE4
.00
60.00
40.00
80.00
........
00 .00
40.00
80.00
120.00
'00
64. 00
40.FO
GROUP SECTIONS
GROUP SECTIONS
GROUP SECTIONS
SECTION BI
SECTION El
SECTION Hl:.
loo.00 . ....................... .
.................... ..............
................... ... . ....................... . .......................
. ........................
101.00 .....................
....................... . .......................
.......................
. ........................ . ............ .......... . ........................
103.00 . ........................ . ....................... ........................
.. . . .................... ......................
..................... . .............
;ZS &F
EL
80.00: .......................
.
............. ......... .......................
........................ . .......... .......................
61.00 . .......................
. ................... I . .......................
........ ........... ... ............. ................. .....
83.00:
. ....................... .......................
........ .............
.......... . .........
... . ........ 7-SUBGR ADE
42S.
zwr 9 ifrr" EL 73.33
-------
F.'
SUBGRADE,
'73.33:'
288, �,F.'
D4
DA ELE V
Tum
DA TUM LEV
DA TUM RLEV
E
.00
60.00
W.00
80,00
.120.00
-61.00 -00,
40.00
80.00,
-
120.00
oo:�' .00_
40.00
80.00
GROUP SECTIONS
GROUP SECTIONS
GROUP' `��SECTIONS
SECTION -A
SF"CTION, D2
SECTION" �G2
3,2002
c1l, cop-%,r
JE 0
llecelvp",
PERAIrr couivr,,,
�'TREET FILE
Y�jt
G n ra o S,
-1
1.0 GENERAL
THESE., STRUCTURAL NOTES SUPPLEMENT THE SPECIFI CAT IONS, ANY A. STEEL REINFORCEMENT SHALL BE NEW, DEFORMED BILLET STEEL,
DISCREPANCY FOUND AMONG TAE DRAWINGS, SPECIFICATIONS, THESE NOTES, MEETINGASTM A615, GRADE roO FOR wo AND LARGER
,4NP'.T,HE; SITE C-OND-ITIONS SHALL BE REPORTED TO THE OWNER, WHO BARS, EXCEPT .45 NOTED i GRADE 40 FOR 04 AND SMALLER 5ARS. 5HO10
SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WOI;;i,< DONE BY THE DRAWINGS SHALL BE MAR<E0 ACCORDINGLY AND SUBMITTED TO THE
CONTRACTOR AFTER D 15COVERY OF SUCH D 15CREPANCY SHALL BE DONE AT THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. GRADE 60 REIBAR5
CONTRACTOR'S R15< THE CONTRACTOR SHALL VERIFY AND COORDINATE THE SHALL NOT BE BENT IN FIELD AFTER PLACING.
DIMENSIONS AMONG ALL DRAWINGS PRIOR To PROCEEDING WITH ANY WORK OR
FABRICATION. THE CONTRACTOR 18 RESPONSIBLE FOR ALL BRACING AND 5. REINFORCEMENT IN ALL WALLS, SLABS, AND FOOTINGS SHALL BE
SHORING DURING CONSTRUCTION. CONTINUOUS AROUND CORNERS OR COFNER BARS PROVIDED, BOTH
VERTICAL AND HORIZONTAL.
1.1 CODES C. LAPS: ALL TEN51ON SPLICES ARE ACCORDING TO ACI 318-6% CLA55 5
ALL METHODS, MATERIALS AND WORKMAN5HIF SHALL CONFORM TO THE AND ALL COMPRESSION SPLICES ARE 30 DIAMETERS, UNLESS NOTED
REQUIREMENTS OF THE CITY OF EDMONDS: 113131 UNIFORM BUILDING CODE OTHERWISE.
(U5C), AS AMENDED AND ADOPTED BY THE CITY OF EDMONDS AND THE STATE OF D. TRIM REINFORCING: AROUND ALL OPENINGS SHALL BE A MINIMUM 1-*5 9) ro
WASHINGTONt A.C.I. 315, A.I.S.C. STH EDITION, AND A.I.T.C. BRE) TOP AND BOTTOM, EXTENDING 2'-(o" BEYOND OPENING AT EACH CORNER
EDITION. SEE TYPICAL DETAILS.
1.2 DESIGN CRITERIA E. WELDING: TACK WELDING OF RE5AR 16 NOT PERMITTED UNLESS CALLED \,9
F. MINIMUM REINFORCING: WHERE REINFORCEMENT 15 NOT SHOWN ON
A. LIVE LOADS DRAWINGS, THE "BUILDING CODE REQUIREMENTS FOR REINFORC;=D
RooF (SNOW) 25 PSF CONCRETE" (ACI 315-515) SHALL BE REFERRED TO FOR PROPER
FLOOR RES 40 P5F REINFORCEMENT.
FLOOR DECKS 60 PSF
G. RE5AR COVER: PROVIDE CONCRETE PROTECTION FOR REINFORCEMENT AS
B. LATERAL LOADS: FOLLOWS: "7-
ALLOW 33-1/3% INCREASE IN 5TRF-55ES FOR WINDAND SEISMIC FORCES. 311 CONCRETE DEPOSITED AGAINST EARTH �y
LATERAL FORCES ARE TRANSMITTED BY DIAPHRAGMACTION OF THE FLOORS TO 211 CONCRETE DEPOSITED AGAINST FORMS BUT EXPOSED TO EARTH
SHEAR WALLS. LOADS ARE THEN TRANSFERRED TO THE FOOTINGS, WHERE
ULTIMATE DISPLACEMENT 18 RESISTED BY PASSIVE PRESSURE OF EARTH AND 1-1/2" TO TIES IN COLUMNS, AND TIED RE5AR IN WALLS
SLIDING FRICTION OF EARTH. OVERTURNING 15 RES15TED BY THE DEAD 1- 1/2 FOR,5AR6 IN SLA55 ON GROUND
LOAD OF THE STRUCTURE. 3/4" INTERIOR FACE OF WALLS
1. WIND: EXPOSURE 5, BA51r, WIND SPEED = 50 M.P.H., PER UIBC P. WELDED WIRE FABRIC: A5TM-AI55 AND ASTM-A52
2. SEISMIC - ZONE 3 PER UBC J. MINIMUM STEEL REQUIREMENTS FOR CONCRETE WALL U51ING04
HEIGHT VERTICAL HORIZONTAL
1.3 SOIL DATA 0140 1 151, O.C, 151, O.C.
FOR LOCATIONS SEE SOILS REPORT. 501L BEARING a CONT. SPREAD 9,1-Sl 1611 O.C. 101, O.C.
FOOTINGS = 2000 PSF.ALLOW 33-1/3% INCREASE FOR LOADS FROM WIND OR
sEismir- ORIGIN. EQUIVALENT FLUIDACTivE PRESSURE AND PASSIVE
PRESSURE ARE 35 PCFAND 300 PCF, RESPECTIVELY.
2.0 SITE WORK
2.1 EXCAVATION CE, NO. 3 EXISTIN
EXCAVATE FOR FOOTINGS DOWN TO DEPTH SHOWN ON DRAWINGS OR TO FIRM GARAGE,
UNDISTURBED MATERIAL. AREAS OVER -EXCAVATED SHALL BE 5ACKFILLED SSCO BE REM
WITH LEAN CONCRETE (Vc = 2000 FBI), OR BE STRUCTURALLY FILLED PER 19XB�BOI
SECTION 2.2 AND SHALL BE AT THE CONTRACTOR'S EXPENSE. _j
BACKFILL AND COMPACTION
3.6 FOUNDATION- ANCHOR BOLTS
5ACKFILL SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL OF ALL FORMS, 5/a" STEEL BOLTS, WI TH 1" MIN. EMBEDMENT INTO CONCRETE. PROVIDE A MIN.
SCREEDS, OTHER WOOD DEBRIS AND MATERIAL SUBJECT TO ROT OR OF (2) BOLTS PER'SILL PLATE. ACHOR BOLTS SHALL BE PLACED AT 6" O.C.
CORROSION. USE ONLY MATERIALS APPROVED FOR 5ACKFILL . IN AREAS (00/
UNDER 5LAI55 OR FOOTINGS, MATERIAL SHOULD BE GRANULAR IN NATURE, FOR ONE STORY, 48" O.C. FOR TWO STORY RESIDENCES AND REFER TO
PLACED IN (o-INCH LIFTS AND COMPACTED TO AT LEAST c3551- OF MAXIMUM DRY LATERAL FEN-61NEERiNc; FOR THREE sToRY,,REsIDENCES. ADDITIONALLY, ONE
DENSITY AS DETERMINED BY AASHTO COMPACTION TEST, PROCEDURE T-IaO. BOLT MUST BE NO LESS THAN 7 FROM EACH. END OF EACH INDIVIDUAL BILL PLATE.
THE FILL SHOULD'SE LIMITED TO CLEAN, GRANULAR MATERIAL. ANtHM BOLT WASHERS MUST BE A MINUMUM OF 2 "4 (SQUARE) x 3116 (THICKNESS)
3.0,,�CONCRETE ESACK5or-CONr-RETEF-ERC:U51rYAPD
4. 0"A CARPENTRY
3.1 � GENERAL 4.1, ROUGH CARPENTRY
ALL CONCRETE SHALL 5EHARDROC<CONCRETE MEETING REQUIREMENTS FOR ALL 2x FRAMING LUMBER SHALL BE STUD GRADE DOUG-FIR FOR 5TU05AND
"ULTIMATE STRENGTH TYPE CONCRETE", PER ACI 301, ".SPECIFICATIONS FOR STANDARD OR BETTER FOR PLATES OR AS SHOWN ON THE DRAWINGS OR BELOW.
STRUCTURAL CONCRETE FOR BUILDING." PROPORTIONING OF INGREDIENTS FOR ALL 2" LUMBER SHALL BE <ILN DRIED (KD) OR SURFACE DRIED (sco. EACH
EACH CONCRETE MIX SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE PIECE OF LUMBER SHALL BEAR THE6TAMF` OF THE WEST COAST LUMBER
GIVEN IN ACI 301. PLACE CONCRETE PER ACI-304 AND CONFORM TO INSPECTION BUREAU SHOWING GRADE MAR< OR APPROVED EQUAL. OTHER
ACI-roO4(30(o) WINTER CONCRETING AND ACI-605(30rp) FOR HOT WEATHER MATERIALS AS SHOWN BELOW
CONCRETING. CONCRETE ISHALL BE PLACED TO AVOID SEGREGATION,.
HONEYCOMIBING OR POCKETS. USE INTERIOR MECHANICAL VIBRATORS WITH 2x 4 3x 5TUD5 - STUD GRADE POUG-FIR
"1000 RPM MINIMUM FREQUENCY. DO NOT OVER-VI5RATE. CONCRETE SHALL 2x JOISTS - 01 DOUG-FIR
BE POURED MONOLITPICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS. 4 x 4 4 4 x & COLUMNS - 01 DOUGLAS FIR
PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND (ox HEADERS 01 DOUGLAS FIR
EXCESSIVE HOT OR COLD TEMPERATURES FOR SEVEN DAYS AFTER POURING. 4x HEADERS 02 DOUGLAS FIR Any request for modification, variance or other,
PROVIDE ENGINEER WITH PROPOSED CONSTRUCTION OR CONTROL JOINT administrative deviation (hereinafter "variance")
LOCATIONS FOR H15 APPROVAL, OR USE JOINTS AS SHOWN ON THE DRAWINGS. ALL EXPOSED MATERIALS OR MATERIAL IN CONTACT WITH CONCRETE SHALL ifirtst be specifically called out and identified.
ALL TIES AND ANCHORS SHALL BE CUT OFF FLUSH WITH THE SUR1=ACEi PRESSURE TREATED.
SURFACES WHERE EXPOSED SHALL BE SMOOTH AND FREE FROM Approval of any plat or plan containing
IRREGULARITIES. 4.3 CARPENTRY HARDWARE provisions which do not comply with city code
and for which a variance has not been
3.2 STRENGTH A. BOLTS SHALL BE ASTM A-301. specifically identified, requested and considered
TWENTY-EIGHT DAY COMPRESSIVE 5TRENGTH5 SHALL BE: 5. WASHERS SHALL BE MALLEABLE IRON WASHER5(MIN). by the appropriate city official in accordance
with the appropriate provision of city code or
SLA58 �ON GRADE : 2500 PSI:E MAX SLUMP 3" (UNSUPERVISED) C. NAILS SHALL BE COMMON, AMERICAN OR CANADIAN MANUFACTURER ONL)-atate law does not approve any items not to code
FOOTING 4 WALLS: 2500 P51i MAX SLUMP 411 (UNSUPERVISED)
specification.
-AUMAIP PI ATMA - APP NIATInNIA1
THESE SLUMPS MAY BE INCREASED IF A PROPER ADDITION OF POZZOLITH
18 ADDED To ALLOW HIGHER SLUMPAND GREATER WORKABILITY WITHOUT
CHANGING THE WATER CONTENT OF THE ORIGINAL MIX DESIGN.
PROPORTION MIX ACCORDING TO U5C IS04.
3.3 MATERIAL - CEMENT, WATER & AGGREGATES PER ACI 301
A. CEMENT MUST CONFORM TO ASTM 150, TYPE I OR TYPE 11. ENGINEER'5
APPROVAL 16 REQUIRED FOR USE OF TYPE III CEMENT.
5. WATER TO BE CLEAN AND POTABLE.
C. COARSEAND FINE AGGREGATES TO CONFORM TO ASTM-C33.
3.4 MATERIALS
A. WATER REDUCING ADMIXTURES: MUST CONFORM TO ASTM-C4S4, FOZZOLIT14
344N, FOZZOLITH IOOXR, OR FOZOLITH 122HE. FOZZOLITH SHALL BE
INCORPORATED INTO ALL CONCRETE IN EXACTACCORDANCE WITH THE
MANUFACTURER'S INSTRUCTIONS 1ayNEf;raIZED PERFORMANCE SYSTEM511
CONCRETE USING FOZZOLITH ADMIXTURES To PRODUCE FLOW.45LE
CONCF;?ETE MAY FBE USED WITH THE ENGINEER'S APPROVAL. ADMIXTURES
AND D05AGES WILL VARY DEFENDING ON CLIMATIC CONDITIONS AND THE
CONTRACTORZ J0581TE REQUIREMENTS. MAXIMUM SLUMP FOR
"SYNERGIZED PERI=ORMANCE SYSTEMS" CONCRETE SHALL NOT EXCEED all.
USE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDAT IONS.
5. AIR ENTRAINMENT: CONFORM TO ASTM-C260 AND ASTM-C4S4, M5-AE-10
BY MASTER BUILDER. ENTRAIN 5% +/- 151,, AIR BY VOLUME IN ALL
EXPOSED CONCRETE.
C. OTHER ADMIXTURE: NO OTHER ADMIXTURES PERMITTED UNLESS PRIOR
APPROVAL 15 GIVEN BY THE ENGINEER.
3.6 REINFORCING STEEL
)CO
i &i
DETAIL, FABRICATE AND PLACE PER ACI-315 AND ACI-315. SUPPORT
REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR TIES.
E. ANCHORS AND CONNECTORS SHALL BE SIMPSON, TECO, BOWMAN OR OTHER
IC50 APPROVED.
r-. PROTECTION 44ARDWARE EXPOSED TO WEATHER OR TO VIEW OR IN
UNHEATED PORTION OF BUILDING SHALL BE GALVANIZED. F)Iot F)Ian I
SCALE: V 10'-011
4.4 MINIMUM NAILING - PER 1997 UBC TABLE #23-11-B-1
4.5 PLYWOOD
EACH SHEET SHALL BEAR THE TRADEMARK OF THE AMERICAN PLYWOOD LEGAL DESCRIPTION
ASSOCIATION. ALL GRADING SHALL CONFORM TO PS 1. USE THICKNESISAND LOT 15
NAILING AS SHOWN ON THE DRAWINGS. ALL PLYWOOD SHALL BE CITY OF EDMONDS
EXPOSURE 1. EXCEPT AS OTHERWISE SHOWN OR
NOTED, PROVIDE THE FOLLOWING MINIMUM NAILING, PANEL EDGES &CI AT 6"
ON CENTER, INTERMEDIATE SUPPORT 6d AT 12" ON CENTER ON ROOF AND LOT COVERAGE CALCULAtION
WALLS AND 10cl AT 10" ON CENTER ON FLOORS. - - - - - - - - - - - - - - - - - - - -
LOT COVERAGE 4,�24.00 SQ. FT.
4.6 GLUE -LAMINATED TIMBER LOT AREA 14,000.00 SO. FT.
--------------------
ALL STRUCTURAL GLUE -LAMINATED TIMBER, MATERIALS, MANUFACTURE AND LOT COVERAGE PERCENTAGE 2a.14
QUALITY CONTROL SHALL BE IN CONFORMANCE WITH VOLUNTARY PRODUCT
STANDARD P.6,59, "STRUCTURAL GLUED LAMINATED TIMBER", AND Al L
10
4
om VF U,
IP
-K0CACeP_o_--.�s
I
F-e-F, S-, HC-L�n�
HEIGHT CALCULATION
------------------
POINT'A' S01o5'
POINT'C' 65.00'
POINT '5' 51.14'
FOINT'D' 'T4.B2'
------------------
AVERAGE 18.66'
GRADE
ACTUAL HEIGHT
103.44'
MAXIMUM HEIGHT
103.68' (103.44'+25'=103.68')
MEMBERS SHALL BE MAI;;KED WITH A QUALITY MAR< THEREOF. ALL PLIES 6.0 TABLE OF AREAS
SHALL5E DOUGLAS FIR COAST REGION. CAMBERS AREASSPOWN ONTPE
DRAWINGS. ALL MEM5ERSSPALL5EEITPER COM5INATION24F-V4(SIMPLE LIVING AREA 4364 SQUARE FEET
SPAN) OR 24F-V6 (CANTILEVERED OF, CONTINUOUS SPAN) .45 APPLICABLE. GARAGE 1'353 SQUARE FEET
ALL MEMBERS SHALL BE INDUSTRIAL APPEARANCE AND SHALL BE GLUED WITH PORCP 61 SQUARE FEET
WATERPROOF ADHESIVE PER P.S. rpro. ARCHES - SHALL BE COM51NATION COVERED PATIO 448 SQUARE Fr=ET _40py
24F-V6 AND HAVE EXTERIOR GLUE, ARCHITECTURAL GRADE. DECK 44B SQUARE�FEET
5.0 MISCELLANEOUS GLAZING AREA 540 SQUARE f:PIET
VERIFY ALL DIMENSIONSAND CONDITIONS PRIOR TO PROCEEDING. PROVIDE GLAZING ASA PERCENTAGE or- FLbOR AREA la2596
ERECTION BRACING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFNESS
ARE INSTALLED. RJEFER TO ARCHITECTURAL PLANS FOR WALL OPENING, 2001 WASHINGTON STATE ENERGY rODE WINDOWS AO 'U' VALUE
ARCHITECTURAL TREATMENT AND DIMENSIONS NOT SHOWN. REFER TO OPTION NO. 3 DOORS .20'U'VALUE
MECHANICAL AND ELECTRICAL PLANS FOR SIZE ANDLOCATION OF ALL
OPENINGS FOR DUCTS, PIPES, CONDUITS, ETC, NOT SHOWN. MEDIUM GAS FURNACE RECEIVED
OCT 3 12002
PERMIT COUNTER
2000 UPC
hffective 7-1-2002
EFFECTIVE 7-1-90
/ZONE 2--
-SCEETBACKS:
FRONT
SIDE.----- lot.
REAR ---
OTHER
HEIGHT_--_
vmrpWr_,5�165 -Per?-
.5,
ENERGY CODE COMPLIANCE
WATTSUN/TARGET CALCULATIONS
CEILING:
WALL:
FLOOR. -
SLAB:
GLAZING:
132
ED BY PLANINIINIIC,,
SIM
ALL NEW EXTIN
RELOCATE6 ELECI
w; SERVICE SHALL BE /OR
OUND
LOT 4NE STAKES MUST
BE �( PLACE AT TIME OF
FOUNDATION INSPECTION
Obtain Electrical permit from
State Labor & Industries
CITY OF EDMONDS
BUILDING DEPARTMENT
WORK S
ADDR =SS F�L(51_6 SO-
OWNCER_
APPROVED DATE:
A
SLOG. OFFICIAL
I
Randall J. Munson
BUIILDING DESIGNER
12423
14th Avenue S.W.
Seattle
Washington
98146
Voice
(206) 241-7420
Fox
(206) 241-0288
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AND PLOT
PLAN
PROJECT NO,
DESIGN
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DRAWN
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ISSUE DATE
:9/20/0'
LATEST REV.
'10/30/0
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All
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DATE RECEIVFD q 34�I-
PERMIT EXPIRE 3
CITY OF EDIVIONDS
USE PERMIT
ZONE
NUMBER
CONSTRUCTION PERMIT APPLICATION
JOB SL1ITE/APT#
ADDRESS
106,08
CI#RM NAME/NAME OF BUSINESS
( t ;,C
C
PLAT NAME/SUBDIVISION NO.
LOT NO. LID
NO.
—'
V71?4 -1
/Ke
LID
FEE $
MATO ADDRESS
3,
TIESCP
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW
suest
Approved
Permit Required
Use Pernilt R&q`d
&I: ED wpection
Required
EXISTING PROPO Sloewssr
Required A�j
CITY ZIP
TELEPHONE
Underground
REQUIRED DEDICATION FT wiringreq
METER SIZE
LINE SIZE
NO. OF FIXTIU.RES T
PRV REQUIRED
0
NAMR6
4 0 A
Pit
YES NO 13
"S j
3
5
2
REMARKS
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DPAJNAGE
E ADDRESS
"A
N4
CITY. ZIP TELEPHONE
4?81111[� 12444LO-716(o
JdAJ4 (3,QW Sit
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I
TELEPHONE
. . I
If
0
Arl,645
INSPECTI
N BOND
.0
VARIANCE OR CU ]_.SHORELINE"oRAD
'RE
POSTED
S LICE SE NUM E EXPIRATI.Dri. UAI,E:,
YES
P
-40qo 1?_G1
SEPA'REVIr
E &
_SIGN AREA �v`
-ED 'PROPOSED
'ALLOW-
HEIGHT
-ALLOWED PROPOSED
PROPERTY TAX ACCOUNT. PARCEL N 0.
777-
/ ,
601-1.51-1z 60 z —C od'_eyl
ixp
NEW �WPLUMBIN6�MECH
RESIDENTIAL
'-LOT COVERAGE
ALLOWED PROPO§E6�`
�REOUIRED SETBACKS (Fr:)-,
FRONT' SIDE ' REAR
-PROPOSED SETBACKS ITT)
FRONT SIDE REAR
a
z
qoMp LIANCE OR
COMMERCIAL USE
�Z?
, - 1; 0- ,
10
PARKING., LOT
AREA',
fl_Atf�INq R!�EWEO.By uATE
ADDITION CHANGE OF -
REMODEL MULTIFAMILY SIGN
REO'D
:. �Z. 1;.
-
000
FENCE
R PAIR CYDS FTr)
E )09&
- :_
MARKS
OTHER 1''
DEMOLISH TANK
Z :IkGARAGE RETAINING WALL 0 F RE SPRINKLER
CARPORT ROCKERY, FIREALARM_��
(VYPE OF USE. BUSINESS OR ACTIVITY11 EXPLAIN-.
CAECKED_Byll�,,�
0
*P!��PF,�CO, 'I N,
7 .. ,
'too
OCCUPANT
GROUP
A41e,
_�U
13 NUMBER IJ
0 OF TD
N ER OF
Ml
UM B .":.
W EL ING.
L
CRITICAL
AREAS
SPECU SPEF -IAREA-,,L0
:11,111,
�A� �LLA(A,
OCCU PANT
LOAD
'0 STORIES 2
N
U ITI
NUMBE
REOUI ).v
DESCRIBE WORK TO BE DONE
REMARKS
z
PROGRESS INSPECTIONS PER USC 108/FINAL INSPECTION REG -0
fkw
r-A lig
VALU ATION!_'�,:,
601A
Al q-.-, 3:j
ef -.(A
-M
Description -�-',_JFEE
Description.
FEE
Plan Check
NA
Stat e Surcharge
q,5
HEAT SOURCE GLAZING % LOT(SLOPE %
,Buildi ,�errrli City Surcharge
/157 ng�?
Q&�XA -cle0- j
VESTED DAIE IA 93 2)C. /5&_�
PLAN CHECK NO: flumb
Mechanical
THIS PERMIT AUTHORUES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
I= BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC Grading 0
23 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
t: SEPARATE PERMISSION. Engr. Review 5D
PERMIT APPLICATION: 180 DAYS
IL PERMIT LIMM I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
-APPLICANr, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
EDMONDS, WASHINGTON, ITS OFFICIALS. EMPLOYEES. AND AGENTS FROM ANY AND Fire Inspection Receipt III
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE Amt. Due
FROM Landscapeinsp. Total
DEEMED TO MODIFY WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
01. NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION."
Recording Fee Receipt #
I HERE13Y ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION: THAT THE INFORMATION APPLICATION APPROVAL
GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF This application Is not a permit until signed bytt�he
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL Building Officiall or his/her Deputy: and Fees are paid. and
TION; AND IN D2PIO-1 RK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
VIOLATION __XE WO
IN - kBOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt Is acknowledged In space provided.
WORKMENi,6WENS�ION INSURANCE AND RCW 18.27. OFFICI SIG ATE
BIG (OWNER DATE SIGNED 6 3 &E
771-024%J RELEASED BY DAYE
AfTEhTION M 1333
1A I
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- ORIGINAL-F7LE YELLTINSI(ECTOR
CA TE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK - OWNER GOLD - ASSESSOR
/ ' GREEN - ACCOUNTING
02 PRESS HARD -YOU ARE MAKING 5 COPIES
alk ift Idom
NV 0.10
49
--- Ir-
'I-,