22413 96TH AVE W.PDFiiiiiiiiiiii
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22413 96TH AVE W
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ADDRESS: o .3q 13 9 La
TAX ACCOUNT/PARCEL NUMBER: Ob54q3 to(�n
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: 4— 00 1 LP f DETERMINATION: 0 Conditional Waiver Ej Study Required )j�Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED: 'SI9105
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER):—,?Xf-6,53,3 �D&no)
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE S:
SHORT PLAT FILE: Qj LOT:
SIDE SEWER AS BUILT DATED.
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT
WATER METER TAP CARD DA
OTHER:
LID #:
BLOCK:
L\TEMP\DS'Ps\Fom1s\Strcet File Checklist.doc
.I)C. Ig9v
#P20
City of Edmonds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: 425.771.0221
The Critical Areas Checklist contained on this form is to
be filled out by any person preparing a Development
Permit Application for the City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to- enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The information
needed to complete the Checklist should be easily
available from observations of the site or data available at
City Hall (Critical areas inventories, maps, or soil
surveys). I
Date Received: 1&1(4
City Receipt #: 4-45
Critical Areas File #:
Critical Areas Checklist Fee: $135.00
Date Mailed to ADDlicant: V_c5A-X0,0VS -
A property owner, or his/her authorized representative,
must fill out the checklist, sign and date it, and submit it
to the City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete.a development
permit application.
Please submit a vicinity map, along with the signed copy
of this form to assist City staff in finding and locating the
specific piece of property described on this form. In
addition, the -applicant shall include other pertinent
information (e.g. site plan, topography map, etc.) or
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
The undersigned applicant, and his/her/its heirs, and assignis; in consideration on the processing of the application agrees
to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable
attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or
incomplete information ftimished by the applicant, his/her/its agents or employees.
By my signature, I cer* 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 as listed below.
SIGNATURE OF APPLicANVAGENT X=/Zff DATE 2 L10 bl)
Property Owner's Authorization
By my signature, I cer* that I have authorized the above Applicant/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
purposesof inspection and posting attendant to this application.
*SIGNATURE OF OWNER DATE
PLEASE PRINT CLEARLY
Owner/Applicant:
e,H49UVV#7HR1J
Name
,,7;�i 1!� Wodway Park I&Ad
Street Address
Yveedway vvA, fhago
city State Zip
Telephone: (47"0 111 —
Email address (optional):
Applicant Representative:
Name
q,�5 Al. uwTkft * /ef
Street Address
4C-W- T Pe _-3
City State Zip
Telephone: ( Z_�� 5 5Z, 4 bicv
Email Address (optional): 4,1e* &raWe?-17W&�W
#P20
Critical Areas Checklist CA File No: 04,1G_1
Site Information (soils/ topography/ hydrology/ vegetation)
1. Site Address/ Location: .2- 2- 4 / 3 - 16* 4Ye-. W f-d M ig r7 de
2. Property Tax Account Number: M 5-114 3 dO 0 19V -e 0
3. Approximate Site Size (acres or square feet): /0)
4. Is this site currently developed? Zyes; _ no.
If yes; how is site developed? 0M hr as 6 kh a f W/J/ be n'rneved.
5. Describe the general site topography. Check all that apply.
Flat. less than 5-feet elevation change over entire site.
Rolling: slopes on'site generally less than 15% (a vertical rise of 10-feet over a horizontal
distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% (a vertical rise of 10-feet
over a horizontal distance of M to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: tjo Approx. Depth:
7. Site contains areas of seasonal standing water: 00 ;Approx. Depth:
What season(s) -of the year?
8. Site is in the floodway floodplain — of a water course.
a creek or an area where water flows across the grounds surface? Flows are year-round?
9' Site Flows are seasonal? (What time of year?
10. Si!t�e_���rested meadow shrubs f mixed
Crban landscap�"awn, shrubs etc)
--------- ---
11. Obvious wetland is present on site:
For City Staff Use Only
1. Plan Check Number, if applicable?
2. Site is Zoned? 4Z
3. SCS mapped soil type(s)? 3, cx:2d L—,r,--c
C—Im K)CAAA, -A
4. Critical Areas inventory or C.A. map indicates Critical Area on site? Wo
5. Site within designated earth subsidence landslide hazard area?
c&9- An c�gane a g
PP
DETERMINATION
STUDY REQUIRED WAIVER
Reviewed bv P " - '+--) . � - Mfg- A,
Critical Areas Checklist/3.25.2004
12/13/2004 11:13
2538524955
PAGE 01
CRAMER NW
#P20
City of Edmon*ds Date Received:
Development Serviccs Department City Receipt #:
Planning Division Critical Areas File #:
Phone; 425.771.0220 Critical Areas Checklist Fee: $135-00
Fax: . 425.771.0221 Date Malled to Aonlicant:,
The Critical Areas Checklist contained on this form is to
be filled out by any Person preparing a Development
Permit Application for the City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The imformation
needed to complete the Checklist should be easily
available from observations of the site or data available at
City Hall (Critical areas inventories, nups, or soil
surveys).
A property owner, or blAer authorized representative,
must fill out the checklist, sign and date it, and submit it
to the City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity imp, along with the signed copy
of this form to assist City staff in finding and locating the
specific piece of property described on this form. In
addition, the applicant shall include other pertinent
information (e,g. site plan, topography map, etc.) or
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
T'he undersigned applicant, and histhcrtits heirs, and assigns, in consideration on the processing of the application agrees
to release, indernnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable
attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or
incomplete information furnished by the applicant, histher/its agents or employees.
By my signatme, 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 as listed below.
SIGNATURE OF APPLICANTIAGENT
DATE
:Property Owner's Authorization
By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application,
and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the
purposes of inspection and posting ant t is application.
IGNATURE OF OWNER DATE
is
_Y7- 7
Owner/Applicant:
� 6H4Kt44V-V#7H.49-a
Name
Street Address
City State Zip
Telephone: lit — 7;10
Email address (optional): hK 111 1106
Applicant Representative:
ht1WNN4 "14P"&,ee0fr7&W,#W:, Ale,
Name
q15 Al. eWrC&1
, ;v
Street Addr=
Xfmr W1+ -1A03 2
City State zip
Telepbone: (25�)55Z 4biv
Email Address (optional); -tIQV e--*Wr7e477w- 40�1
J. C Me DONNELL & A SSOCIA TES
Consulting Civil Engineers
P.O. Box 13199
Mill Creek, WA. 98082
DETAILED STORM DRAINAGE STUDY
For
BILLIEE LUNSFORD 2-LOT SHORT PLAT
0"
Located at
1h
22413 — 96 Avenue West
Edmonds, WA. 98020
DEVELOPER:
Nalund & Associates
9892 Edmonds, WA. 98020
Tel. (425) 771-7270
nnfn- Tlln,- IR Inn;
Surveyor of Record:
Cramer Northwest, Inc.
945 N. Central, Suite 104
Kent, WA. 98032
Tel:(253)'852-4880
REVISION DATE-.
0 K_ *
JUL 0 7 (2005
U'N fER
PERMITCOU,
J. C Mc DONNELL & ASSOCIATES
Consulting Civil Engineers
P.O. Box 13199
Mill Creek, WA. 98082
DETAILED STORM DRAINAGE STUDY
For
BILLIE LUNSFORD 2-LOT SHORT PLAT
Located at
22413 — 96th Avenue West
Edmonds, WA. 98020
DEVELOPER:
Nalund & Associates
9892 Edmonds, WA. 98020
Tel. (425) 771-7270
Date: June 25, 2005
PREPARED BY:
J. C. McDonnell, PE
Surveyor of Record:
Cramer Northwest, Inc.
945 N. Central, Suite 104
Kent, WA. 98032
Tel:(253) 852-4880
REVISION DATE:
Aftachment "A"
Form —3040
DRAINAGE INFORMATION SUMMARY FORM
Provide a summary description of:
• drainage plan (outline concept to comply with standards);
• state the standards to be met;
• describe drainage basins (attach basin map for existing and developed conditions);
• schematic of proposed drainage system (or provide separate drainage plans);
• downstream analysis or summary (discuss downstream route, limitations, problems;
etc., photos are helpful). Attach as a separate sheet(s) (2 pages max.).
Summary Table
Drainage Basin Information
'.Individual Basin Designation,: —
A
LOT 112
Pump
B
C
D
On -site Area
0.38
Type of Storage Proposed
3611PIPE
Approximate Storage Volume
475 CF
Soil types
Alderwood
GSL
Pre -developed Runoff Rate
Q WS) 2 year
0.038
10 year
0.081
100 year
0.143
Post -developed Runoff Rate
Before I after controlling
Q WS) 2 Year
0.067/0.019
10 Year
0.118/0.09
100 Year
0.19/0.143
2
J.C.McDonnell & Associates
PLAT DRAINAGE
The conventional detention for the site will be conventional corrugated pipe,
either aluminized steel or aluminum with a conventional 54" restrictor manhole
discharging to the downstream culvert system. However, due to the small size of the
required detention, an alternative system has been provided using a 1250-gallon septic
tank as a storage structure and a small Type IL CB with a 6" restrictor/ riser, which will
more economically meet the site detention requirements.
Total Site Development Area
Existing Pervious
Existing Impervious Area
Proposed Pervious
Proposed Impervious
New Rooftop Impervious Area
New Pavement
Total Created Impervious Surface
A. DESIGN CRITERIA
0.3818 Acres
0.29 Acres
0.09 Acres
0. 164 Acres
0.216 Acres
5,723 sf
3,698 sf
9,421 sf
The City of Edmonds Drainage Ordinance requires that storm water from new
impervious surfaces created by development must be detained. The Drainage System
Standard Plans further provides that if impervious development is less that the 5,000 sf
threshold, a standard pre -tabulated City Drainage table can be used to develop the
required storage volume. This site is ineligible for the Standard Plans since the total
impervious surface crosses the threshold.
Specifically, the ordinance requires that "a retention control device must be provided in
order to maintain surface water discharge rates at or below the 25-year, 6-hour rainfall
event." It is further requires that the "retention/detention facility must be constructed to
store the runoff from a 100 year, 12- hour rainfall event." The code allows the City
Engineer to accept different but equivalent standards.
In the instant design, the following developed storm events are stored and released at the
undeveloped flow rates: 2-year, 10-year and 100-year, 24-hour rainfall events. The
method is the Santa Barbara unit hydrograph method. The method is essentially
equivalent to the City's standard and the hydrographic tables necessary to complete the
calculations are readily available. This method has been acceptable to the City of
Edmonds on other similar projects.
J.C.McDonnell & Associates
SITE HYDRAULIC ANALYSIS (cont.)
TABLE 1
HYD
PEAK
TIME
VOL UME
#
R VNOFF
OF
OF
CONTRIBUTING
STORMEVENT
RA TE
PE4K
HYDRO
ARFA
(cfs)
(min)
fflA c FY)
Acres
1
0.038
480
798 cf
0.38
2- year undeveloped
2
0.081
480
1530 cf
0.38
1 0-year undeveloped
y--
3
0.143
480
2582 cf
0.38
100- year undeveloped
4
0.067
480
1162 cf
0.38
2- year developed
5
.0.118
480
1993 cf
0.38
10 year developed
6
0.187
480
3128 cf
0.38
100 year developed
7
0.019
670
1162 cf
0.38
2- year release
8
0.09
500
1993 cf
0.38
10 year release
9
0.143
500
3128 cf
0.38
100 year release
J.C.McDonnell & Associates
SITE HYDRAULIC ANALYSIS (cont.)
LOTS 1 & 2 PUW DRAINAGE (cont.)
We propose to use the equivalent of 49 LF of 42" CNV pipe (OR EQUAL) for the
detention with TWO Type 11 54" diameter manholes for the restrictor device and the
connecting structure, respectively. Contributing roof areas and tributary paved areas will
be routed though the drainage system. An undeveloped CN of 85 was selected to
represent the existing historical condition of the property since the development of the
existing house. The proposed contributing area is 0.38 acres. The allowable undeveloped
discharge rates are not expected to impact the existing downstream conditions.
B. DETENTION SYSTEM LAYOUT
1. Conventional Detention Pipe Size
a. Required Storage Volume 380.0 cu ft
Safety Factor of 25% 95.0 cu ft
Total 475.0 cu ft
b. Detention Tank Volume
40 If of 42" CW @ 9.62 cf/ft 384.80 cu ft
2 x 3 If * 54"' SDMH @ 15.9 cf/ft 95.4 cu ft
Total Volume provided 480.2 cu ft
Detention Restrictor
The "design" orifice contains a 0.70-inch (3/4") at relative elevation two
feet below the outlet elevation. (See Plan Detail for Elevations). The
result of this orifice design was to release approximately 0.019 cfs, which
is equal to 50% of the 2-year existing undeveloped runoff of 0.038 cfs,
fulfilling the Washington DOE requirement.
The outlet structure then matches or exceeds the larger DOE design storm
performance requirements of the 10-year and 100-year undeveloped
events. The release structure includes a second orifice, of diameter 2.03
inches (2") at a head of 2.1 feet. The Standpipe elevation will be +3.75
above the invert, so there will be sufficient room to weld the top orifice
onto the standpipe.
In the site 100-year storm, the developed peak flow of 0.187 cfs is reduced
to the undeveloped peak flow of Qa100 = 0.143 cfs, based upon the
historical condition described. The results for the design Combination
Structure (Multiple -Orifice) are given in the LEVEL POOL TABLE
SUMMARY in the attachment pages. This is the computer's match for the
performance criteria.
J.C.McDonnell & Associates
SITE HYDRAULIC ANALYSIS (cont.)
C. STORM DRAINAGE PUMP DESIGN
Since the site is below the elevation of the available public storm drain, it
will be necessary to develop a small individual pump station to lift the stored
storm water into the gravity storm at the street. Per discussions with the City
staff, the design flow rate of the proposed pump station will be the
Undeveloped Q 100 flow rate, essentially this will insure that even in the 100-
year event the pump will release no more than the allowable rate.
Therefore, at the Operating Point, the pump should pump 0. 143 CFS or 64.2
GPM.
The pump design will require:
Pump Elevation = 375
Storm Drain Invert 389
Static Head 14 FT
Force Main Length 137 LF
Friction Loss in PVC pipe
2" @ 64 GPM, Friction Loss = 7.43 ft/1 00
TDH = (7.43 * 1.4) + 14 FT = 24.4 FT
Conclusion: We specify a Gould Model 3886 WS07B (3/4 HP) Submersible
sewage Pump (OR EQUAL) with supporting manhole rails and circuitry
(available from HD Fowler, Marysville, WA). At 0.75 HP the pump will
pump the desired Flow Rate of 64 GPM at a TDH= 22.4 Feet.
All storm pump stations should include a visual alarm, a ladder, a guide rail
system, and an electrical connectionfor a backup power generator in the
event of a power outage or emergency and an operating instructions manual
for the Home Owner.
Wet well Sizing & Pump Cycle Calculations
The pump should cycle between 6 and 10 times per hour and typically should
pump a minimum of 1-2 minutes per cycle. Three feet of 48" manhole hold
283 gallons for a potential of cycle of 4.4 minute when full, so we
recommend use of a conventional 48" manhole or equal as a wet -well for the
stormwater. The pump can turn on when the water level reaches 2-3 feet
above the top of the pump. Mercury switches or float switches can be used to
set the Pump On and Pump Off elevations. A visual alarm is required and an
audible alarm is recommended.
IJ.C.McDonncll & Associates
I I
-1 SITE HYDRAULIC ANALYSIS (cont.)
D. EMERGENCY OVERFLOW CALCULATIONS
The Emergency Overflow to be provided will be a conventional 8" riser.
The computer model of the discharge indicates that the 8" CM[P Riser releases a
peak flow of 0. 5 3 2 cfs at the approximate relative elevation of +0. 1, a distance of
0. 1 feet above the standpipe rim elevation of + 3.75 above the Outlet IE. The
Developed Q 100 peak flow is only 0. 144 cfs. Therefore, the 8" standpipe has
ample capacity to address an emergency overflow condition for this project.
E. PIPE CAPACITY EVALUATION
Drainage pipes will be 6" and 8" N-12 or PVC for this project. Based upon
The Manning equation the respective pipes have the following capacities:
6" PVC at 1% can carry 0.61 CFS flowing full.
6" PVC at 2% can carry 0.86CFS flowing full.
8" PVC at 1% can carry 0.67 CFS flowing full.
Since the developed Q 100 for the entire Site will be 0. 187 cfs, all designed pipes will
be adequate to control and transport storrawater on this project for the Design Storm
Events.
J.C.McDonnell & Associates
I
U
IDOWNSTREAM CONDITIONS
The proposed site currently drains to an existing 12" Public Storm Drain along the
west edge of 96h Avenue West. The pipe flows north toward 224th. The direction of the
Public System from here was unknown at the time of this report preparation. It is
assumed that the Public Storm drain has been designed to support the needs of the
neighborhood.
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IJ.C.McDonneff & Associates
ENGINEERING REPORT APPENDIX
i. VIC17VITYM4P
2 AERML TOPOGRAPHYMAP
3 SITE PHOTOS
4. DRADVA GE BAS17V AMP
5. HYDRA ULIC ANAL MIS
6. GEOTECRNICAL ENG17VEER17VG REPORT
7 DRA)7VA GE PUMP STA TION SPECIFICA TIONS
& FORCE MA17V VELOCITY CALCULATIONS
9. PIPE SIZ17VG CALCULATIONS
10. RESTRICTOR DETAIL
11. AVERAGE FINISHED FLOOR CALCULATION
12. LDD GRADING QUANTITY CALCULATIONS
9
J.C.McDonnell & Associates
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IJ.C.McDonnell & Associates
SITE AERIAL TOPO MAP
X4. WPONN61-1-Ar 655041ALO
Consulting Civil Engineers
P.O. Box 13199, Mill Creek, WA. 98082
(425) 338-9490 (TF
'OL) (425) 338-4689 (FAX)
E-mail: jcmedon2*verizon.net
NALUND 2-LOT SHORT PLAT
96THAVENUE
CITY OF EDMONDS,, WA
SCALE: None DATE: SHEET: I OF8
JOB NUMBER FILE NAM:
BY: I Photobase I
7 1
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SITE PHOTOS
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IJ.C.McDonnefl & Associates
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SITE FRONTAGE VIEW
X4 WOONNCUL Ar 6550,CIAM
Consulting Civil Engineers
P.O. Box 13199, Mill Creek, WA. 98082
(425) 338-9490 (TE�L) (425) 338-4689 (FAX)
E-mail: jcmedon2*verizon.net
NALUND 2-LOT SHORT PLAT
96THAVENUE
CITY OF EDMONDS, WA
SCALE: None DATE: SHEET: 3 OF 0
JOB NUMBER. FILE NAM:
BY: I I Photobase 3
SITE CONDITIONS9 FRONT
NALUND 2-LOT SHORT PLAT
Jr,C. M420NNCU Ar 655061MCS 96THAVENUE
Consuldng Civil Engineers I CITY OF EDMONDS, WA
P.O. Box 13199, Mill Creek, WA. 98082 SCALE: None DATE: SBEET: 40FO
(425) 338-9490 (TT
,tL) (425) 338-4689 (FAX)
JOB NUMBER FILE NAME:
E-mail: jcmedon2*verizon.net BY: Photobase 4
SITE CONDITIONS9 FRONT
NALUND 2-LOT SHORT PLAT
Jr,C WOONNCLL 4- A55061AT65 96M AVENUE
Consulfing Civil Engineers CITY OF EDMONDS, WA
P.O. Box 13199, NM Creek, WA. 98082 SCALE: None DATE: SHEET: 50FO
(425) 338-9490 (TLL) (425) 3384689 (FAX) JOB NUMBER: FILE NAMIE:
E-mail: jcmJdon2*verizon.net BY: I I Photobase 5
SITE CONDITIONS9 REAR
NALUND 2-LOT SHORT PLAT
X,C WPONN61-1- kASSACIATCS 96THAVENUE
Consulting Civil Engineers I CITY OF EDMONDS, WA
P.O. Box 13199, Mill Creek, WA. 98082 SCALE: None DATE: SBEET: 60FO
(425) 338-9490 (T]
'�L
.) (425) 338-4689 (FAX) JOB NUMEBER: FILE NAAR:
E-mail: jcmedon2*verizon.net BY: I I Photobase 6
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IDRAINA GE BASIN MAP
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J.C.McDonnell & Associates
16M)A)
END OF FENCE IS 0W.1
E3 N. OF PROP. CDR
4 (FLA 7) FENcE coR. s axt AL &
(CALCID) 0.6*1 W. GFPWOP. CDR
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9,459.+ SO. Fr.
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LOT 2
7,173.+ SO. FT.
LOT BY
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IHYDRA ULIC ANAL YSIS
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J.C.McDonnell & Associates
H
6/28/05 7:8:8 prn J.C. Mc Donnell & Associates page I
Nalund 2-Lot SP Drainage
22413 96th Street West
Edmonds, Wasifington
BASIN SUNMARY
BASIN ID: B002 NAME: 2-year undeveloped
METHODOLOGY
TOTAL AREA ....... : 0.38 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: TYPEIA PERV IMP
PRECIPITATION .... 1.40 inches AREA..: 0.29 Acres 0.09 Acres
TIME INTERVAL .... 10.00 min CN .... : 85.00 98.00
TC .... : 13.84 min 10.00 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 150.00 ns:0.1500 p2yr: 1.40 s:0.0533
PEAK RATE: 0.04 cfs VOL: 0.02 Ac-ft TIME: 480 min
BASIN ID: B010 NAME: 1 0-year undeveloped
SBUH METHODOLOGY
TOTAL AREA ....... : 0.38 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPE1A PERV IMP
PRECIPITATION .... 2.10inches; AREA..: 0.29Acres 0.09Acres
TIME INTERVAL .... 10.00 min CN .... : 85.00 98.00
TC .... : 13.84 min 10.00 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 150.00 ns:0.1500 p2yr: 1.40 s:0.0533
PEAK RATE: 0.08 cfs VOL: 0.04 Ac-ft TIME: 480 min
BASIN ID: B100 NAME: 1 00-year undeveloped
SBUH METHODOLOGY
TOTAL AREA ....... : 0.38 Acres BASEFLOWS: 0.00 efs
RAINFALL TYPE .... TYPEIA PERV IMP
PRECIPITATION .... 3.00inches AREA..: 0.29Acres 0.09Acres
TIME INTERVAL .... 10.00 min CN .... : 85.00 98.00
TC .... : 13.84 min 10,00 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 150.00 ns:0.1500 p2yr: 1.40 s:0.0533
PEAK RATE: 0.14 cfs VOL: 0.06 Ac-ft TIME: 480 min
BASIN ID: D002 NAME: 2-year developed
SBUH METHODOLOGY
TOTAL AREA ....... : 0.38 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPEIA PERV IMP
PRECIPITATION .... 1.40inches AREA..: 0.17Acres 0.22Acres
TIME INTERVAL .... 10.00 min CN .... : 85.00 98.00
TC .... : 10.00 min 7.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.07 cfs VOL: 0.03 Ac-ft TIME: 480 min
I
I
I
6/28/05 7:8:8 pm J.C. McDonnell & Associates
Nalund 2-Lot SIP Drainage
22413 96th Street West
Edmonds, Washington
BASIN SUMMARY
BASIN ID: D010 NAME: 1 0-year developed
SBUH METHODOLOGY
TOTAL AREA ....... : 0.38 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPE1A PERV IMP
PRECIPITATION .... 2.10inches AREA..: 0.17Acres 0.22Acres
TIME INTERVAL .... 10.00 min CN .... : 85.00 98.00
TC .... : 10.00 min 7.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.12 cfs VOL: 0.05 Ac-ft TIME: 480 min
BASIN ID: D100 NAME: 1 00-year developed
SBUH METHODOLOGY
TOTAL AREA ....... : 0.38 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPEIA PERV IMP
PRECIPITATION .... 3.00inches AREA..: 0.17Acres 0.22Acres
TIME INTERVAL .... 10.00 min CN .... : 85.00 98.00
TC .... : 10.00 min 7.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.19 cfs VOL: 0.07 Ac-ft TIME: 480 min
page 2
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6/28/05 7:8:8 pm J. C. McDonnel I &Associates page 3
Nalund 2-Lot SP Drainage
22413 96th Street West
Edmonds, Washington
HYDROGRAPH SUMMARY
PEAK
TIME VOLUME
HYD
RUNOFF
OF OF
Contrib
NUM
RATE
PEAK HYDRO
Area
cfs
min.
cf\AcFt Acres
1
0.038
480
798 cf
0.38
2-year Undeveloped
2
0.081
480
1530 cf
0.38
1 0-year Undeveloped
3
0.143
480
2582 cf
0.38
1 00-year Undeveloped
4
0.067
480
1162 cf
0.38
2-Year Developed
5
0.118
480
1993 cf
0.38
1 0-Year Developed
6
0.187
480
3128 cf
0.38
1 00-Year Developed
7
0.019
670
1162 cf
0.38
2-Year Release
8
0.089
500
1993 cf
0.38
1 0-Year Release
9
0.143
500
3128 cf
0.38
1 00-Year Release
6/28/05 7:8:9 pm J.C. McDonnell & Associates page 4
Nalund 2-Lot SP Drainage
22413 96th Street West
Edmonds, Washington
STAGE STORAGE TABLE
UNDERGROUND PIPE ID No. P01
Description:
Diameter: 3.50 ft. Length: 42.00 ft.
Slope ... : 0.0050 ft/ft upstr: dnstr:
STAGE -STORAGE- STAGE -STORAGE- STAGE -STORAGE--> STAGE STORAGE
(ft) --- cf--- --Ac-Ft- (ft) --- ef --- -- Ac-Ft- (ft) --- cf-- --Ac-Ft- (ft) --- cf --- -- Ac-Ft-
378.65 0.0000 0.0000 379.60 75.483 0.0017 380.60 215.98 0.0050 381.60 351.41 0.0081
378.70 0.1388 0.0000 379.70 88.266 0.0020 380.70 230.60 0.0053 381.70 362.46 0.0083
378.80 2.1456 0.0000 379.80 101.49 0.0023 380.80 245.12 OM56 381.80 372.71 0.0086
378.90 6.8234 0.0002 379.90 115.08 0.0026 380.90 259.50 0.0060 381.90 382.00 0.0088
379.00 13.226 0.0003 380.00 128.99 0.0030 381.00 273.69 0.0063 382.00 390.12 0.0090
379.10 21.219 0.0005 380.10 143.16 0.0033 381.10 287.63 0.0066 382.10 396.71 0.0091
379.20 30.406 0.0007 380.20 157.52 0.0036 381.20 301.26 0.0069 382.20 401.58 0.0092
379.30 40.566 0.0009 380.30 172.03 0.0039 381.30 314;52 0.0072 382.30 403.87 0.0093
379.40 51.542 0.0012 380.40 186.64 0.0043 381.40 327.35 0.0075 382.40 404.09 0.0093
379.50 63.214 0.10015 380.50 201.31 0.0046 381.50 339.67 0.0078
6/28/05 7:8:9 pm - J.C. McDonnell & Associates page 5
Nalund 2-Lot SP Drainage
22413 96th Street West
Edmonds, Washington
STAGE STORAGE TABLE
UNDERGROUND PIPE ID No. P01 EX
Description:
Diameter: 3.50 ft. Length: 49.40 ft.
Slope ... : 0.0050 ft/ft upstr: 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-
378.65
0.0000 0.0000
379.60
86.195 0.0020
380.60
250.83 0.0058
381.60
410.66 0.0094
378.70
0.1388 0.0000
379.70
101.11 0.0023
380.70
268.03 0.0062
381.70
423.79 0.0097
378.80
2.1456 0.0000
379.80
116.55 0.0027
380.80
285.13 0.0065
381.80
436.00 0.0100
378.90
7.5445 0.0002
379.90
132.45 0.0030
380.90
302.07 0.0069
381.90
447.10 0.0103
379.00
14.387 0.0003
380.00
148.73 0.0034
381.00
318.79 0.0073
382.00
456.87 0.0105
379.10
23.401 0.0005
380.10
165.33 0.0038
381.10
335.22 0.0077
382.10
464.88 0.0107
379.20
33.916 0.0008
380.20
182.17 0.0042
381.20
351.31 0.0081
382.20
471.07 0.0108
379.30
45.631 0.0010
380.30
199.20 0.0046
381.30
366.98 0.0084
382.30
474.57 0.0109
379.40
58.345 0.0013
380.40
216.36 0.0050
381.40
382.15 0.0088
382.40
475.29 0.0109
379.50
71.907 0.0017
380.50
233.59 0.0054
381.50
396.75 0.0091
6/28/05 7:8:9 pm J.C. McDonnell &Associates page 6
Nalund 2-Lot SP Drainage
22413 96th Street West
Edmonds, Washington
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. R01
Description:
Outlet Elev: 378.65
Elev: 376.65 ft Orifice Diameter: 0.7031 in.
Elev: 380.75 ft Orifice 2 Diameter: 2.0332 in.
STAGE <-DISCHARGE-> STAGE -DISCHARGE- STAGE -DISCHARGE- STAGE -DISCHARGE-
(ft) --- cfs -- -------
(ft) __cfS -- ------- (ft)
--- cfs -- -------
(ft)
---cfs -- -------
378.65
0.0000
379.60
0.0131
380.60
0.0187
381.60
0.1265
378.70
0.0030
379.70
0.0137
380.70
0.0192
381.70
0.1328
378.80
0.0052
379.80
0.0144
380 '.80
0.0448
381.80
0.1388
378.90
0.0067
379.90
0.0150
380.90
0.0636
381.90
0.1445
379.00
0.0079
380.00
0.0156
381.00
0.0767
382.00
0.1500
379.10
0.0090
380.10
0.0162
381.10
0.0874
382.10
0.1553
379.20
0.0099
380.20
0.0167
381.20
0.0967
382.20
0.1604
379.30
0.0108
380.30
0.0172
381.30
0.1050
382.30
0.1653
379.40
0.0116
380.40
0.0177
381.40
0.1127
382.40
0.1701
379.50
0.0124
380.50
0.0182
381.50
0.1198
382.50
0.1747
6/28/05 7:8.:9 pm J.C. McDonnell & Associates
Nalund 2-Lot SIP Drainage
22413 96th Street West
Edmonds, Washington
STAGE DISCHARGE TABLE
page 7
RISER DISCHARGE
ID No. R02
Description:
Riser Diameter (in):
8.00 elev: 382.00 ft
Weir Coefficient ...
9.739 height: 383.00 ft
Orif Coefficient ... :
3.782 increm: 0.10 ft
STAGE <—DISCHARGE—> STAGE <—DISCHARGE—> STAGE <—DISCHARGE—> STAGE
DISCHARGE—>
R --- cfs -- -------
(ft) --- cfs -- ------- (ft) --- cfs -- ------- (ft)
--- cfs -- -------
382.00 0.0000
382.20 0.7517
382.50
1.1886
382.80 1.5034
382.00 0.0000
382.30 0.9207
382.60
1.3020
382.90 1.5946
382.10 0.5315
382.40 1.0631
382.70
1.4063
383.00 1.6809
6/28/05 7:8:9 pm
22413 96th Street West
Edmonds, Washington
J.C. McDonnell &Associates page 8
Nalund 2-Lot SP Drainage
STAGE DISCHARGE TABLE
COMBINATION DISCHARGE ID No. R03
Description:
Structure: R01 Structure:
Structure: R02 Structure:
Structure:
STAGE <-DISCHARGE-> STAGE <-DISCHARGE-> STAGE <DISCHARGE> STAGE <-DISCHARGE->
(ft) --- cfs -- -------
(ft) --- cfs --
-------
(ft) --- cfs -- ------- (ft)
--- cfs -- -------
378.65
0.0000
379.60
0.0131
380.60
0.0187
381.60
0.1265
378.70
0.0030
379.70
0.0137
380.70
0.0192
381.70
0.1328
378.80
0.0052
379.80
0.0144
380.80
0.0448
381.80
0.1388
378.90
0.0067
379.90
0.0150
380.90
0.0636
381.90
0.1445
379.00
0.0079
380.00
0.0156
381.00
0.0767
382.00
0.1500
379.10
0.0090
380.10
0.0162
381.10
0.0874
382.10
0.6868
379.20
0.0099
380.20
0.0167
381.20
0.0967
382.20
0.9121
379.30
0.0108
380.30
0.0172
381.30
0.1050
382.30
1.0860
379.40
0.0116
380.40
0.0177
381.40
0.1127
382.40.
1.2332
379.50
0.0124
380.50
0.0182
381.50
0.1198
382.50
1.3633
6/28/05 7:8`11 pm J.C. McDonnell& Associates page 9
Nalund 2-Lot SP Drainage
22413 96th Street West
Edmonds, Washington
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK->
OUTFLOW STORAGE
< -------- DESCRIPTION --------- >
(Cfs) (Cfs) --id- --id- <-STAGE> id
(cfs) VOL (co
2-YEAR ....................... 0.02
0.07 P01 R01 380.66 7
0.02
224.34 Cf
1 O-YEAR ...................... 0.08
0.12 P01 R01 381.12 8
0.09
289.78 Cf
1 00-YEAR ..................... 0.14
0.19 P01 R01 381.88 9
0.14
380.19 Cf
GEOTECHNICAL ENGINEERING REPORT
15
IJ.C.McDonnell & Associates
Jun 22 05 01:37a BILLIE LUNSFORD
06/1712005 02:51 4256498758 GEOGROUP
425 673 9815 P.1
PAGE 01
FAX MANSMtTTAL
Group Northwest) Inc.
embom Schnfiam
13240 NE 20th SUca, Suiw 10, SeAnw, Wasbirgm ggo()5.2022
Phone 425-W�VST FIX 425449-8758
To; From:
COMP"Y: K121—IlAmi,kis Dift:
Yu No.., 4-3-S -611-711S
This fax transmitW comists of Z*Z Pages, includius this cover sheet. A.copy of this
transminat @�/ witnot follow-bymail.
Commalts
�a gam4all- C mi'l
4M lias
Jun 22 05 01:37a BILLIE LUNSFORD
GEDGROUP
06/17/2005 02:51 425649 1 87 58
425 673 9815 p.2
PAGE 02
FA
LIMTED GEOTECHNICAL MMTIGA17ION
PROPOSED 2-LOT SHORT PLAT,
22413 - 96T" AVENUE WEST
EDMONDS, WASHINGTON
G-2058
Prepared for
Ms. Sandra Zuanich
Nalund & Assoclate!4 Inc.
9792 Edmonds Way, 0266
Edmonds, Washington 98020
June 17,2005
GEO Group Nortbwwt, Inc.
13240NE 20th Street, Suite 10
Bellevue, Washington 98005
Phone: (42S) 649-8757 / Fax:.(425) "94758
Jun 22 05 01:38a BILLIE LUNSFORD
06/1712005 02:51 4256498758 GEOGROLF
425 673 9815 p.4
PAGE 03
hwest, Inc.
June 17,2005
Ms. Sandra Zusnich
Nalund - &- AsSociatCsi- -
9792 Unwrids Way,.#266
Edmonds, Washington 98020
Subject: Limitcd Geotechnical Investigat'On
Proposed 2-Lot Short Plat
224-13- - 9e-AV=UC-'WCst
Edmon&, Washington
Dear Ms. Zuar.uch:
G-2058
GEO Gmup Northwest, Inc.. is pleased to present the results from its limited geotechnical
investigabon of t-he property -referenced- above- and- located- irr E-draunds, V�w&ingtotr Wr-
supervised the excavation of fovr exploratory test pits on the middle and east areas of. the site to
invcstigate tlie subsurface soil conditions for tht pMosed construction of a new single-family
residence.
project Description
GEO Group Nonhwest. Inc., was retained by TM New HamesLLC, to perform.a. gcatcchuic4
engineering study of the western part of the property (the project site). We understand ft
property is planned- to be sa0vided'into two lots (a western lbt and an castern lot). The
proposed residence will be located on the eastern lot. The cdsting. residence on.s&-WiU.QCCUPY.
the wc�t= lot.
Our work was cornpletcd per yourrequest in your letter to us dated June 2, 2005. We also
tbe� gcotecWcal- investigadon-scope- wi* the p oject Vngifleez JC-McEknnell-&
Associatts, prior to performing the exploration work-
13240 ME Zft Skeek 3URS 10 SWINVUM, VftshfilgWn IMS
Pheng 42WOO-9767 FAX 42SM&IRTS&
I
Jun 22 05 01:38a
06/17/2005 02:51
BILLIE LUNSFORD
4256496758
GEOGROUP
425 673 9815
PAGE 04
P. 5
G-2058
June 17,2005 Page 2
Ms.. Sandra. Zuanich- Nalurld-& Associates, Inc.
Site IDescriptiOn
The site is located on the east side of the 22400 block of 9e Avenue West in a residential
neighborhood of Edmonds, Washington. The site consists of a rectangular-sbaped lot that is
approximately 0.39 acres in sixe. The site is occupied by a su -family residence that has one
.. 4e
story aud a daylight basement. Ile residence i� located on the west part of the site. Existi'ng and-,
arc illustrated in plate I - Site Plan. The site has a gentle slope downward
proposed site features
toward the east (approximately 6 feet of elevation change acrwS 200 feet).
cieclogic Overview
According-lo-the - prepared -by tho Seattle. GM108ir- M2PP'ng.
Project of the University of Washington and dat.cd August 12. 2003. the surficiRl soils at the site
are mapped as being QuatCMXY-29C glacial sediments deposited during the Vashon Stadc of the
Fraser Gjaciation. These deposits in the immediate site vicinity reportedly consist of glacial till.
The till typically consists of dense, unsorted mixtures of fine to medium grained sand, gravel and
silt that werc: directly overridden by the advancing Puget Lobe glacier. These deposits Often
have a surficial weathered zone that is loose to medium dense and is up to 5 feet thick. Limited
quantities of perched groundwater may accumulate on top of the dense, relatively unweathered
glacial till soils during the wet season.
Subsurface InvestigAtion
GEO Group Northwest, Inc.,. Supervised the drilling of four exploratory test Pits at the site on
June 13, 2005. The test pits. were excavated using a small, rubbcr-tmrk �ackhoc supplied and
operated -by others. Tbewst-Vft-wcrc-cxcavatcd to dcpths-ranging between approximate y-1-and
4 feet below ft gr c3 n dens
.ound surface (bgs). Each of the t t pits was terrni atcd in e or VcrY
dense native soils. The test pit locations art illustrated on Plate I - Site Plan.
I
The test pits were logged by a geologist from our fim. We collected reptesentative Samples Of
ere takeft to- ur offw& Or fi"dw
the sod. units.encountered in-thot wi-PiM T-hesesw*ks-w - 0 - f
examination and for testing Of their moisture content. Ile test pits were backfilled with the
excavated soils immediately after we had completed our activities.
CEO Group Northwest, Inc.
Jun 22 05 01:38a BILLIE LUNSFORD 425 673 9815 PAGE 0 5
06/17/2005 02*51 4256498758 GEOGR . 0 . UP
G-2059
junel7,2005 Page3
Ms. San&a Zuanicb - Nalund & Associates, Inc.
Investig;ttion Findings
Soils encountered in the completed test pits generally consisted of surficial layer Of loose Silty
sand topsoil underlain . with loose to medium dmse, silty sand with minor gravel and occasional
sandy silt. with-organics6 Dem-tovery-dense, gFay silty wdwith gravel was -found below-thc.
medium dense soils at each of the test Pit locations -
In borings B-1 and B-2 in the northwest part of the site, these soils we re Overlain with a layer Of
medium dense silty sand fill that is approximately 3 to 6 feet thick. The layer of sandy soils
typically was found to range between . 1.5 to 3 .5 feet in thickness in borings B-3, B-5, and B-6.
-4 in the middle of the site. Dense to very dense,.damp silt
This layer was not found in boring B
was encountered below the sandy soils in each of the boTings. Copies of the soil boring logs are
provided in Attachment A to this report.
We interpret the dense silty sand with gravel soils encountered in the test Pits to be glacial till, as
described in the gpologi.r, literature. The surficial layers of silly sand a nd sandy silt found in the
test pits gencrally consist of weathered glacial till or, in sornr areas, younger alluviurn (Such as
the silty soils with org". ics, in particular).
Groundwater was not encountered in the test pits; however light wates Seepage was observed in
test pit TP-3 jo. the north part of the eastern lot. Also, the upper several inches of the gl&cial till
soils encountered in the test pits exhibited significant oxidation stairting,,. which suggests that
these soils may contain perched water on a seasonal basis.
CONCLUSIONS AND RECOMMKI)ATIONS
Based on the results of our study, it is our opinion that the main geotechnical considerations for
the. proposed. development- inGludc foundation-sipport, carthwork (including excavations, slope*,
and the placement and compaction of fills), and subsurface drainage.. In general, conventional
footing foundations for the proposed reside= on the proposed west lot can be supported on the
dense Silty sand (glacial-til.4 soils-enwunfered at -depths of approxi uiately-3- feet below -the
ground surface.
GEO Group Northwesl�. Inc.
I
P. 6
Mn Ow
SINGLE FAMILY RESIDENCE PROPOSED FOR LOT 2
C�
BUILDING TYPE R-3
Li U
CONSTRUCTION V—B
cf) u
LOT SIZE 7,173 SF
cy
ZONING R-8
<
SETBACKS (MIN)
FRONT 7.5'
REAR 7.5'
SIDE 7.5'
BUILDING SIZE (SF)
MAIN FLOOR 1903 SIT
UPPER FLOOR 1298 SF
TOTAL LIVING 3201 SF
GARAGE 570 SF
TOTAL BLDG. AREA 3771 SF
IMPERVIOUS SURFACE
BLDG. + OVERHANGS 3032 SF
DRIVEWAY 1017 SF
TOTAL IMPV. SURF 4049 SF
NEW LEGAL DESCRIPTION
LOT 1:
THE WEST114.84 FEET OF LOT 106, PINECREST, ACCORDING TO
THE PLAT THEREOF, RECORDED IN VOLUME 13 OF PLATS, PAGE
<
55, RECORDS OF SNOHOMISH COUNTY, WASHINGTON.
LOT 2:
LOT 106, PINECREST, ACCORDING TO THE PLAT THEREOF,
RECORDED IN VOLUME 13 OF PLATS, PAGE 55, RECORDS OF
SNOHOMISH COUNTY, WASHINGTON; EXCEPT THE WEST 114.84
FEET,
TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND
UTILITYES OVER, UNDER AND ACROSS THE SOUTH 20.00 FEET
OF LOT 1.
SITUATE IN TE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
L—Li
SITE ADDRESS
Jun 22 05 01:39a BILLIE LUNSFORD
06/17/2005 02:51 4256498758
GEOGROUP
425 673 9815
p. 7
t9b
11
G-2058
June 17, 2005 Page 4
Ms. Sandra Zuanich - Nalund & Associates, Inc.
The near -surface, wcathered, site soils are expected to have relatively poor infiltration
characteristics due to their substantial silt content. and firnited thickness. The underlying, dense
glacial till soils are expected to provide poor infil tration capability.
Recommendations regiirding.gootechnically-related aspects of the anticipated site deve'OPment
are presented in t1ae following �ections of this report.
Building FoundStiOnR
Ile proposed residence to be constructed on the West lot of the proposed short plat can be
supported on conventional spread and colunm fooling$ that beat directly on the dense to very
dense native site soils. Tbvsc soils are anticipated to be pmsent below depths of approximately 3
feet, based on the findings from our investigation. if meas are encountered where suitable soils
aTe not present at foundation subgrade elevations, the foundation excavations can be extended
downward to suitable bearing. soils, and then either 1) the foundations can be constructed directty
on the dense soils, or 2) the over -excavated area can be backfillcd with compacted structml fill
or lean -mix concrete and the foundations can be constructed directly on the backf1i).
,Foundations that will be r
,Qnsuuctcd on swictuml fill should be supported on a structural fill
prism that extcnds at an inclitation of I H: IV outward fmm the fowidation edges to the dense
onstruct the fill
native soil sub&Tade. It should be understood that the excavation required to c
prisms will need to be sloped back per the fccorrinaendations in the Excavations and Slopes
scQtion-of this-repom
Our. T.CCOrnitiendrAdesign.Criteria-fOr corivcnti(mal sPMadf001i11g��.1-1-fWl*wS:
Allowable beaying-preaure, including aff dead' and' live loads'. 3,000 psf
Dense to very dense, native soil 2,000 psf
Compacted structural fill-
- Minimum de* to base of perirricta footing below adjacent final exterior grade = I
inches.
- Minimwn depth to bottom of interior footings below top of floor slab - 12 inches
CEO Group Northwest� Inc.
Jun 22 05 01:39a BILLIE LUNSFORD
06/17/2005 02:51 425649875B
425 673 9815 P.8
GECGR.OLP. PAGE d I
0-2058
June 17,2005 Page-5
MS; Sark&a-Z.uanich -.Nalun&& Assmifites, Inc -
Minimum width of will footings — 16 inches
_nsionof column footings = 24 inches
Minimum lateral dime
Esbumtedpost-constructiOn settlemcHt V"'Dch-
Estimated post -construction differential settlement across building width V2 inch
A one-third increase in the above allowable bearing pimssurcs can be used when considering
short-tcrm ft-Asitory wind or seismic loads.
Lateral loads can be resisted by friction between the foundation and the supporting compacted
611 3ubgra& or by passive eartli-pressure acting on -the buried podions-of the. foundations. For
soil or be
the latter case, the foundations must be poured llncat!' against the existing undisturbed
ollows:
backfilltd with compacted structural fill. Our recommended parmeters are as f
Passive Pressure (Lateral Resistance)
fill
350 pcf eqvivalcnt fluid weight for compacted structural
350 pcf equivalent fluid weight for native dense soil
Coefficient of Friction (Friction Factor)
0.35 for compacted structural fill
0.3.5. for native dense &oil
We recommend that drains be placed aTound the perimeter footings. Details regarding the
installation -of -perimetmf(Ywl&tiOn"dr8ins-arL"PrOvide&'w the Drxkn'V Considel ati on's 'sectiOR
of this rcporL
Slab -on -Grade Moors
Slab -on -grade floors that are supported by the underlying soils should be constructcd OnA firm,
unyielding subgrade. For this reason, we recommend that the loose soils in the building arca, if
pmsent, be- removed and replaced with compacted suuctural filf to the proposed'56or subgra&
elevation. Also, during,preparation of the slab subgrade, any aireas of the subgrade that have
GKO Croup Northwest, Inc.
Jun 22 05 01:39a
06/17/2005 02:51
BILLIE LUNSFORD
4256498758 GEOGROLP
425 673 9815
PAGE 08
P.9
F,
G-2058
June 17,.2005 Page 6
Ms. Sandra Zusnich - Nalund &. Associat=, Inc -
been disturbed by consMictiOn activity should be either re-compactcd Or excavated and replaced
with compacted structuM fill.
To avoid -moisture build -UP On the subgradc, the floor slab should- be pluccd off uzvolary-break,
which is in turn placed on the prepared subs.ra&. Ile caPillarY brU& should consist of a laYer.
at least 6 Inches thick, of free -draining crushed rock or gravel containing no more than five
percent material"finer than a no. 4'sieve. We recommend a vapor barrier, swb as a 10-mtt
plas�ic membrane, be placed over the capillary break to reduce watet vapor transmission throu&h
the overlying slab. Two to four inches of sand may be placed over the barrier membrane to
protect it during construction-
Dr,sinage Considerationg
The ncar-sudace, weathered, site soils primarily Consist Of fine to medium grained silty. sand and
lesser sandy silt with organics. These soils are expected to provide relatively limited infiltcation
capacity due to their substantiAl silt content and litnited thic)mess. The underlying, dense glacial
till soib are expedcd to providic poor infiltration capability.
We understand that the existing residence on the. site may have an on -site infiltratiOn System for
its stormwater (roof downspouts)� A suspected infiltration line was encountered in test pit TP4
at a depth of approximately 2 feet and was observed to be dry. Based on this observation., it
appears that the existin& dcvclopmcnt on site has adequate storrnwater management Adding 1he
sec . ond residence to the Site, bLowever, will decrem the available stormv�ater infiltration area On
site and also will- increase the quantity of'stormwater (fi-oin Toofdbwn*outs) that willheed'to be
martagpd. For these reasons,. it is our conclusion that on -site inf&mtion of stomwater. associatr'd
with the now residence tnay result in seasoval accumulation of water in the shallow soils on site.
'Mi� water coald*hke to elevations above the bottoms of the fbotings for the new rcsidcnce.
Therefae,me recommend. im��an. aftcrnative.methodft-hudling stormwatcr (footing
drains- and roof downspouts) for the site, if feasible.
GEO Group Northwat, Inc.
Jun 22 05 01:39a BILLIE LUNSFORD GEOGROUP 425 G7 .1 3 9815
06/17/2005 02:51 4256498750
G-2058
June. 13,.2005 Page 7
Ms. Sandra Zuanich - Nalund & Associates, Inc.
M =.--
wc recommend. that drains be installed around the perimeter of the foundation footings. The
drains should consist of a four inch minimum diameter, perforated, rigid PVC drain pipe. "Me
pipe- should -be- laid to bc-next-to' thc-betto.m of the footing -and. should. have a gradient sufficicut
t!D generate flow. The drain line should be bedded on and surrounded with drain rock, pea
gravel, or other fre . c-draining granular material. The pipe and surrounding drain rock Should be
Wrapped -in -a layer of geotext-ilO We- once -the drains -are ingalled,.the_ 0 ' xcavation should be,
backfilled with compacted structural fill material, or with ge.vieral fill if appropriate. The surface
can then be sealed with asphalt or concrete pavement or with relatively imperincablc soil. These
recommendations are schematically illustrated in Plate 2 - Typical Footing Drain.
Under no circumstances should roof downspout drain lines be connected to the footing drainage
system. All roof downsPouts should be separately tightlined to an appropriate StOfmwatcr
di . scharge point. We recommend that sufficient cleanouts be installed at strategic locations in the
drain lines to provide access for periodic maintenance.
Earthwark
Osi ' and S,_it_e2jM2NMt_1AA_
Construction areas on the site should be cleared of debris associated with previous structures and
improvements on the site, as well as any leftover fills, topsoil, or W 0 c ris Thes
. ganics, r d b - c
materials should be-hattled Off -site or used for landscaprig, wheiwaffQW21eii they shoWd7not
be used as structural fill.
F_Xea Abons and Me=
under no circumstances should temporary excavation slopes be greater than the limits specified
ts greater an OW
in local, state and federal 90vc=ent;afetY fegulgtigns, Temporary cu tb f feet
in height. should -be slo* at-an-iInGlinstion 110- steeper, tbafr-l't"V (HOrizontaliVertical); Whew
adequate space for tcrWorary cuts is not available, shoring MaY be required to provide lateral
support during excavation. peto anent cut and fill slopes at thesite should be inclined no steeper
than 2H: IV.
GEO Gr*v-Nvrthwe24 hw' *
P. 10
Jun 22 05 01:40a
06/17/2005 02:51
BILLIE LUMSFORD
4256499758
GEOGROUP
425 673 9815
1-,PA3t 10
June 1.7,.2005
Ms. Sandra Zuanich - Nalund & Associates, 111C.
G-2058
Surface nmoff should not be allowed to flow uncontrolled Over the top Of slopes into
Inc.,. repremtajvo be, on site during_
excavations. We recommcnd that a GEO Group Northwest, geologic conditions
excavation of cut slopes greater than 4 feet in height to v" anticipated
and to."USMS1013c-stab'lity, P&TUculaly if' groundwa= wepwOr.10054- Soil Mn&t'OC&AM
encountered.
Sub ade P a'-ft-MAI
IL __VRA
After the completion of site clearingand excavation work, soil subgrade areas for n.CW SITUCtUTeS
(such as buildings, concrete slabs, sidewalks, or pavelnents), should be prepared to a firm and
for construction. The prepared subgradrs should be observed by the pArect
unyielding.condition condition. . Any soft spots or disturbed areas detected in the
geotechnical engineer to verify their acted structural fill of
subgrade should be lm-con
.V;cted or excavated and replaced with comp
crushed rock as directed by the geotechnical engineer.
Structural fill is dcfined as fill matcTial that is placed below building.� (foundations and slab-on-
gmde floors), sidewalks. pavements, Or Other stmtures. Excavated on-si%e materials that meet
the material -specifications for strucuway-fill presented"below in this report, or are Otherwise
approved by. the gr-otechnical engipeer,. can be used for structural fill. Material which is stored
on site for later use as structwal fill should be covered with plastic sheeting to protect it from
moisture, if its usabditY is sensitive to its moisture content Structuar riTmateriar should be'
placed and compacted in accordance with the recommen&tions provided below or as otherwise
approved by the geotechnical engineer during construction.
Is- at Fill &aadW&HA
All mateTiais to be used as fill (yncluding, native so-ils). should. wt. contain, rocks or lumps IRTW.
than 3 inches in its greatest dimeosion. During wet weather, fill malaial should be granular,
with a -fines content (passing a #200 sieve) of less than 5 percent. AM fillmaterial should be
placed -at ar-ticat -its optijnu�M. Moistum-Gowent. If the mate". is-twwet-to -be-COMpacted-m-the
required degree, it will be necessary to either dry the material or replace the m. atcAal, in order to
GEO Group Nortbwesto Inc.
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06/17/2005 02:51 4256498758 GEOGROUP PAGE 11
"June. 17,2005 G-2058
Ms. Sandra Zuanich - Nalund & Associates, Inc. Page 9
be capable of acbjeving the required compaction. Excavated soils that do not Meet the
requirements- for re -use as- structural- fill -should be disposed of or used for landsc3ping.
Based -on the findings. from our admurface. investigation, we anticipate the bro.wn. -weathered,
loose soils and the gmy, dense, glacial till soils on site will be difficult to compact to the
specifications for structural. fill., based on their high moisture content (in the cue of Some Of the
weathered soils) and their moisture -sensitive character (in the case of both soil types). As an
alternative, an imported granular pit -run material can be used, as ne6ded, for structural fill,
because it will be more uniform in consistency and will be easier to compact. If construction
occurs during wet weather, we recommend that the site soils not be used for structural fill, and
that an imported, granular material bc used instcad.
Structural FW CoMW
All structural fill material should be compacted -to at least 95 pement,of * its maximurn dry dens4
as dctcnninW.by ASTM-DI557 (Modified.Proctor� uWeu Qthe;wi3r_&uth9rizCd-bY-ft
geotechnical engineer, and with ft following exceptions. Structural fill material placed under
pavement areas should be compacted to at least 90 percent of its maximum dry dcnsity, exccpt
for the -top 12 inches ofthe. fill, which. should -be compacted to -at- least 95-pem-ent. of its -maximum
dry density.
StructuW fill material sbould be spread in lifts of 10 inches or less in loose tbickness before it is
compacted. The compacted fill material should be field tested by using ASTM Designations
IN922-and-D3017, Nuckar P-robe MctW, to, va*- that-tbe required degree of-compactim is
being achieved.
Trench backfill (above the pipe bedding materials) located beneath concrete slabs (including
sidewalks. stairs, and patios)j-pavements; or building-ama ; 3f.wW-mcet-the-materi I -
specifications and compaction criteria outlined above for structural fill. If the soils excavated
fi-orn the -umch cannot meet the stru=ai fill criteria, we recommend that another, more
suitable,.material-tw—umd. Duringwct weather, virrecommend-using-a-gran. ularprit-run-sand-and
GED Group Northwest, Inc.
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06/17/2005 02:51
BILLIE LUNSFORD
4256498758
GEOGROUP
425 673 9815
HAUL I 'Ie
p. 12
I
0-2058
June. 17,.2005 Page 10
M3. Sandra Zuanich - Nalund & Asso6ates, Inc. —
gravel material with 100 Percent smallcr than. 3 inches in diameter and less than 5 percent
passing a-#20D-Sieve.
LIMITATIONS
11is project has been prepared for the specific application to this proicct for the exclusive use Of
Nalund & Associate$, Inc., and its authorized representatives, Any use of this report by other
parties is solely at that party's own risk. We recommend that this report be included in itT
entirety in the proj;ct contract documents for reference during construction.
Our findings and recommendations stated hertin are based on field observations� our experience
and judg;mcnt. The recommendations am our professional opinion derived in a rnanner
consistent with the level of care and skill ordinarily exercised by other members of the
profession currently.practicing under similar conditions in this area and within the budget
constraint. No warranty is expressed or implied. In the event that soil conditions are fotwd to
differ from those identified during_this study., GEO Group Northwest, Inc., should be notified
and the above, recommendations should be re-evaluated.
ADDITIONAL SERVICES
We recorninend that GEO Group Northwest Inc., be retained to perform a review of the final
design and specifications of the project to verify tbut our gcotechnic2l recommendations have
bccn properly interpreted and incorporated into the construction. documents and am iipprupriatc
for the finalized layout of the project.
We also rcuumnacrid that GEO Group Northwest Inc., be retained to provide gcotcchnical
monitoring and testing saivices during construction. A GEO Group Northwellt, Inc.,
representative should observe geotcchnically-related construcdon work for complimce with the
gr.otcchnical recornrnendations. in this report, and shouldycrify. anticioged. geologic coaditiow,
on site during excavation.
GEO Group Northwest, loc.
Jun 22 05 01:40a BILLIE LUNSFORD 425 673 9815 PAGE 13 p.13
06/17/2005 02:51 4256498758 GEOGROUP
G-2058
June 17,2005 Page.11
,Ms. Sandra Zuanich --Nalund-&- AsseciateS, Inc.
We app-2ate.this-oppormity-to, provide you.witbrgeotechnicaJ-enginc'm-.ng.services-00-tW
project. We look forward to workingwith you as the project Progress". Should You have any
questions regarding this report or need additional consultation, please feel free to call us.
Rcspectfully Submitted,
GEO Group Nortwest, In(
Keith Johnson
F"jeaGoologist"'
WiHiaMCh=&-PE- -
PrinciO Engincer
GEO Group Northwest, Inc.
Jun 22 05 01:40a BILLIE LUNSFORD 425 673 9815 p.14
06/17/2005 02:51 425649875e GEOGROUP
I.LLUMATIONS
G-2058
GEO Group Northwest, Xnc.
m m m ='M'M m m so m m Im m m m m ml, m m
L.F,GEIND
_XL EXPLORATION TEST PIT BY
t
GEI
TP-1
AP
0 30 60
SCALE: I INCH 30 FXET
SITE MAP
10
FROPOSUP 2-1-OT SifOltT' PLKr
Group Northwvst, Inp. 22413 - 94TH AVENUE WEST
qcdbcr�nul tavinem, talmoWN16 a Kl*MO�M WASHINGTON
OJZC Jqo.
I [D' E. 6/15/05 PROJZCF No.; G
WC
s CALE: DRAWN:
r 3w
Jun 22 05 01:41a BILLIE LUMSFORD 425 673 9815 PAGE 16 P.16
06/17/2005 02:51 425649875B GE . DGROLIP
Skpf 10 &W& d WdQ
fiam wall
rM.
y.
.%
XAS,
N Zj.
CAPILLARY 8"
..4n
_71 I _WrW
140 IWL or 9"'
Free draininx MatMet
(Warkd awfled yea
Ar dkab
Aculibma 44mck Affastrier
~orPvfwWcdPVC,piPe
wdk pejl*w gradient to duckarge
NOT TO SCALE
1.) Do rmt replace rigid PVC pipe with flexible corrugated plauic pipe.
2.) Ferforucd or slotted PVC pipe 5hould be tight jointW and laid with thc
perforationts at slats down, and with positive gradient toward discharge.
3.) Do not ca... ect roof downspwt drains to the fboting drain lim.
4.) Backfill should be compacted to 90% of mwdmym dry dosity bascd on
Modified Proctor. TU top 12 inches of backfill shotdd be compacted to 95%
of themaximusn dry density ifbaddW is to suppwtidetva" driveway, ate.
TMCAL UMUNG
'roup Northwest, Inc. MOPOSWZ�LOTSMRT FLAT"
040tedwdoll Engheem GooWghm. A
22413 - 96TH AVENUE WEST
EMORDS; WASHMGTOR
LSCA NONE.. DA:M'._ . - 6116105. MADX.- Ki CUM WC 309W. C-2058. PLATE 2-
1 1-- 1.1 — , , I — I I
Jun 22 05 01:41a BILLIE LUNSFORD
06/17/2005 02:51 4256498756 GEDGROUP
425 673 9815 p.17
PAGE 17
ATrACFMNT A
C,2058
SOIL CLASSEFICATION-LEGEND AND TEST YET LGGS-
GEO Group Northwest, Inc-
Jun 22 05 01:42a BILLIE LUNSFORD 425 673 9815 P.18
06/17/2005 02:51 4256490758 GEOGROUP PAGE 18
LEGEND: FOR SOM CLASSIRCATiON' AND- PENETRATION TEST-DAT-A"
SYMM
Owl*
imem amm aftfte�& cum-SIM wwmft.
No F*dM
Ownu I
r
a*A*ftg
mm of co
mom RM Not
MIMI
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30M
Gan
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opal
11"m
"all
lew"x"Wift
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rm"Ol".
Vft"LNWTMR
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sm
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AnOPAKW L#AMVQD*WtN4&'
814TY SAWS. SANOWr wmms
"m r t,%Om T"M 4
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GtCfM 12%
AT"MlMLftM/MW%'WN*
so
C"VCV ri-M& 9"5.aAv V=XtM
oft III MORK "am y
VA
SU= PLMTV.WV
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"OOMMC C"Y3 OF MG11 KA"CrOY. PA'l CLOV3
10
OWWC CAVS 0 0: WW K&Sr="
ON
AM
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sompor
NFOR
0 to m 30 to ao a " 80 So Im
pf
Win Near," HwO%,rQm*ac wu
Umto Uw M
GOMM WnMW M VANEEMS PROPMMM OP WRA "M CW ffAMOM POWMAMON nff
RM DATA
$AIM
SL" S MAM 3C"
1111134
SOM :--
RAM"
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ktoo. &,"
&
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sw
Of
sw%vt q.. w
000%ft"
toys
0.4
4. in
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30.90
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05-38
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85.05
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28-30
U-35
23-42
32-48
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MKONISCOUS
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0.40 - 1.06
1.01-LOO
2.W.4.00
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son
womall
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"Group Northwest, Inc.'
Inn 04.01% 2111111 aft le &*w^ WA SOM
"Oew
It PLAn
Jun 22 05 01:42a BILLIE LUNSFORD 425 673 9815 P.19
06/17/2005 02:51 4256498758 GEOGROW PAGE 19
Jun 22 05 01:42a BILLIE LUNSFORD 425 673 9815 PAGE 20 P.20
E36/17/2005 02:51 4256498758 GE.O.GROLF
4
Botom of test pit at 3 fiov betow grouAd surfam.
Ncr XmvffdwmmObSUve&
6
T
9
10
TEST--- PIT LOG -
OM-Group-Nor-thwest, Inc'** Z2413 - %TH AVENUE WEST
C--*MchnwAl Enguaws, God"bm & EDMONDS, WASMNGTON
Joe No- 0-2058 1 DATE.. 6/16105 1 PLATE A3
Jun 22 05 01:43a BILLIE LUNSFORD 425 G73 9815 PAGE 21 p.21
06/17/2005 02:51 4256498758 GEDGROUP
Jum 22 05 01:43a BILLIE LUNSFORD 425 673 9815 p.22
06/17/2005 02:51 4256499758 GEOGROLP PAGE 22
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IDRAINA GE PUMP STA TION SPECIFICA TIONS
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J.C.McDonnell & Associates
JUN-15-2005 11:00 HD FOWLER
P.001
H.D. FOWLER
COMPANY
From Kevin Ulicny
pumps Customer Service
Date
To : -XOPA)
Subject
Marysville Bran&
6016 29th Drive NE
Marysville, WA 98271
(360) 651-2400
(800) 819-5898
Phone 360-651-2400 ext. 104
Fax (360) 685-5305
Email kevin.u@hdfowler-com
Pages
� Ilk % J-I, �
I [q GOULDS PUMPS
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APPLICATIONS
-Specifically designed for the
following uses:
• Homes
• Sewage systems
• Dewatering/Effluent
• Water transfer
SPECIFICATIONS
Pump:
• Solids handling capabilities:
2' maximum.
• Discharge size: 2" NPT.
• Capacities: up to 185 GPM.
• Total heads: up to 38 feet
TDH.
• Temperature:
104*F (40*0 continuous
140OF (600C) intermittent.
• See order numbers on
reverse side for specific HP,
voltage, phase and RPM'S
available.
FEATURES
m Impeller- Cast iron, semi -
open, dynamically balanced,
non -dog with pump out
vanes for mechanical seal
protection. Optional Silicon
bronze impeller available.
m Casing: Cast iron volute
type for maximum efficiency.
Designed for easy installation
on Al 0-20 guide rail.
N Mechanical Seal: SILICON
CARBIDE VS. SILICON
CARBIDE sealing faces for
superior abrasive resistance,
stainless steel metal parts,
BUNAN elastomers.
N Shaft: Corrosion -resistant
stainless steel. Threaded
design. Locknut on all models
to guard against
0 2004 ITr Water Technology; Inc
Effective December; 2004
B3886
component damage on
accidental reverse rotation
m Fasteners: 300 series
stainless steel.
m Capable of running dry
without damage to
components.
m Designed for continuous
operation when fully
submerged.
MOTORS
m Fully submerged in high
grade turbine oil for lubdca-
tion and efficient heat trans-
fer. All ratings are within the
working limits of the motoE
n Class B insulation.
Single phase (60 Hz):
All single phase models
feature capacitor start
motors for maximum
starting torque.
METERS FEET
10
X
oL
Submersible
Sewage Pump
WS—B Series
Prosurance available for residential applications.
• Built-in overload with
automatic reset.
• SJTOW or STOW severe
duty oil and water resistant
power cords.
% — 1 HP models have
NEMA three prong
grounding plugs.
Three phase (60 Hz):
Class 10 overload protec-
tion must be provided in
separately ordered starter
unit.
STOW power cords all have
bare lead cord ends.
m Bearings: Upper and
lower heavy duty ball bearing
construction.
n Designed for Continuous
Operation: Pump ratings are
within the motor manufactur-
er's recommended working
limits, can be operated continu-
ously without damage when
fully submerged.
0 Power Cable: Severe duty
rated, oil and water resistant.
Epoxy seal on motor end
provides secondary moisture
barrier in case of outer jacket
damage and to prevent oil
wicking. Standard cord is 20'.
Optional lengths are available.
0 Motor Cover 0-ring:
Assures positive sealing
against contaminants and
oil leakage.
AGENCY LISTINGS
TesWd to UL 778 and
CSA 22.2 108 Standards
By Canadian Standards
Association
�Ck'-S File AR38549
Goukis Pumps is ISO 9001 Registered.
0 Zu 4u bU au I LIU lZu 140 160 180 200 GPM
10 is 20 25 30 35 40 45 m1fn
CAPACITY
www.goulds.com
Goulds Pumps
<& ITT Industries
I
[qGOULDS PUMPS
Submersible
Sewage Pump
6
5 4
WS—B Series
8 ---
3
2
COMPONENTS DIMENSIONS
Itern No.
Description
I
Impeller
2
Casing
3
Mechanical Seal
4
motor Shaft
5
otor
6
IlBeanngs
7
PDwer Cable
8
Casing O-Ring
(All dimensions are in inches. Do not use for construction purposes.)
MODELS PERFORMANCE RATINGS (gallons per minute)
Order
No.
HP
Phase
volts
Max
Am ps.
RPM
wt.
(lbs.)
WS031 I B
'A
1
115
10.7
1750
63
WS0318B
208
6.8
WS03128
230
4.9
WS051 18
'A
115
14.5
65
WS05188
8.0
W50512B
7.3
WS05388
3
200
3.8
WS05328
230
3.3
WS05348
460
1.7
W50537B
575
1.4
WS07188
1/4
1
208
11.0
85
WS07128
3
230
9.4
WS07388
200
4.1
WS0732B
230
3.6
WS0734B
460
1.8
WS0737B
575
1.5
WS1018B
1
1
208
14.0
WS1012B
230
12.3
WS1038B
3
200
6.2
WS1032B
230
5.8
WS1034B
460
2.9
50037B
575
i 2.4
Goulds Pumps is a brand of ITT Water Technology, Inc. -
a subsidiary of ITT Industries, Inc.
Goulds Pumps and the ITT Engineered Blocks Symbol are
registered trademarks and tradenames of ITT Industries.
5
Order No.
WS038
WS05B
WS07B
WS10B
HP 0-
'A
'A
1/4
1
RPM IN.
1750
1750
1750
1750
Z
L
1010,
80
122
145
183
15
36
90
1 116
152
20
-
50
86
123
25
-
-
-48-
95
30
-
-
58
35
-
20
PRINTED IN U.S.A. SPECIFICATIONS ARE SUIUECT TO CHANGE WITHOUT NOTICE.
Goulds Pumps
<& ITT Industries
JUN-15-2005 11:13 HD FOWLER
P.001
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M@42M 11%47D MD
M 11-2(b JN� - — 48"
• Provide an easy means of removing pump from
a wet -well by trtilizing a quick disconnect and
guide.rail system.
• Connect directly to V/4", I'A"or 21' vertical
discharge Effluent Wastewater and Grinder
pumps.
Adaptable to 1 'h' and 2' threaded, horizontal
discharge pumps by using. a street elbow.
Two piece 960 long fabricated SS rail assembly
(2 easily coupled 480 long pileces for shipping
convenience and ease of handling).
Corrosion resistant design.
919ANDARD (MUMD12- -mull
• SS Guide rails, base, cross braces and pump 4"8.
brackets.
• SS Ming cable. 96" long x 3/6" cable.
Brass quick disconnect with o-ring seal. Discharge
Schedule 40 galvanized discharge'pipe. Opiionai M
stainless steel pipe nipples are available.
Cast iron check valve with BUNA ball.
SS Tee handle for shut-off valve is supplied
(it is for use with the optional discharge pipe
assemblies).
0 2005 ITr Water T"hnokM. Inc.
EffeCtive April. 2005
KPSSGR-Rl
www.goulds.com
Stainless Steel
(DUDIUMMIAll 901BOU)MV-107
• Simplex discharge piping includes a union and a shut-off
valve:
H12S (11/41 discharge — use with A10-12;
H20S (21 discharge — use with AIG-2015 or A10-20.
• Duplex discharge piping includes (2) unions, (2) shut-off
valves and a tee assembly-, H1 2D (11/41 discharge — use
with All 0-12; M20D (20) discharge — use with Al 0-2015
or All 0-20.
ftems in bold type are product Order Numbers.
Discharge Pipe Assembly Materials
Component
tandard
Assembly
optiow stainless
Assembly
pip"
Galvanized Reel
Stainless Steel
Elbow(s)
Tee4)
union(s)
Check Valves
Cast Iran
GiroEn
Cvte Valves
Brass
Brass
110
CentriPro
<& ITT Industries
I
JUN-15-2005 11:14
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CentriPro'
HD FOWLER
P. 002
2 W15 f-M M M M M j as M M MOM MAL, IN M- I aq @ 4 % Aq 0 0 � 'M (I jz", /� ME Kj N 01
Item No.
Dimension
Descripdons and Quantities
1
fie X 96' long
Stainless steel lifting cable
2
47' long
Stairdess steel valve extension handle
3
11' min. — 14" max.
Ad ustable stainless steel wall (3upport) brackets (qV. 2) includes (5) IN 55 boU nuts & washers
4
1 'A" O.D.
Sminless AM guide rail tubing, 3o4 ss, 16 gauge
5
N/A
Stainkss steel upper pump/guide bra(ket
6
11/4' (Al 0.12). 21 (Al 0-2013 & Al 0-20)
1 VV Brau quick disconnect assembly, 2* Brass quick disconntd assembly
Disch,ame is 36' up from base to discharge centerlirse
7
11/4" (Al 0-12). 2* (Al 040115 & Al 0-20)
Cast iron ball check valve & lower pump bracket assembly with BUNA ball and clean -out port
9
11/4* (A10-1 2). 1 lb" x 2' (Al D-201 5). 2' (Al 0-20)
Schedule 40 oalvanized discharge pipe (SS discharge Opes are available as a special order option)
9
11* wide (2) 141 holes
am or stud Mougn"late
10
11 Ih"Iong, Whole and lh'x I 'h'slot
SS attachment brace — connects the (2) 4r guide rail halves, includes (2) 'A" 5S bolM nuts and washers
11
N/A
Plask quidt rail connectors (2) fit inside SS rails
12
1 NO — 19' siwinq
StainIM steel Intermediate Ww (3) on upper rail assembly
13
414" — SI/1" end to CIL
UPPV and lower cross bmCe dimensions from end of rail
4
5
6
7
8
9
2
3
MtM 25106M GUM) UN CM1,11)(Of's
Stainless steel wall bracket (1) — #3
Guide rail connectors (2) — #11
Stainless steel attachment brace (1) — #10
Stainless steel nuts, bolts and washers
Al 0-2048EXT — 48" extension is identical to the upper
half of the standard guide rail pictured to the lef-L
2
U
Lj �
A10-2012EXT
Al 0-2024EXT
CentriPro
ITT Industries
I
JUN-15-2005 11:14 HD FOWLER
P. 003
CentriPro"
Stainless Steel Attachment Brace
00
Stidnless Steel Wall Bracket Assembly
valve End of Shut -Off Valve Handle
System
IYIW
Slido Rail
Order
Number
Quantity
Required
Discharge
Pipe Assembly
Order No. (1i
Quaft"
Required
Discharge
Size (Indies)
AIO-12
1
M12S
1
VA,
AIP:2015
I
M20s
1
11h,
Simplex
A1020'
I
HM
1
2'
AIO-12
2
H12D
1
11/4,
Al 0-2015
2
H200
1
M.
cupiex
A10.20
2
M200
1
r
M Ciechaige Assembly is Optioaial but recommended.
Match the " discharge sim to the Guide Rail si�te. i.e. a pump with a I 'A" discharge will use an Al 0-201 S Which
has a 1 1)v connection, a r pump matches la an Al 0-20, etc.
Pumps with hoeftorttal threaded discharge connections may be connected to one of these quide rails with the
addition of a greet elbw
Gmtrfto is a bemd of M Wam Tcchnotogy� Inc. -
=subsidiary of rrr Indubincs, Inc.
zmd tht M FAsinecred Blocks Symbol
rcpstered tradcusaks and w2dcwmcx of = Lacluswim
PRIN11W IN U-S-4. SpEaFxATioNs Am suBjEcr To cHANGE wrTHour NoTicE.
View of Lower Guide Rail
showing Brass Disconnect,
Ball Check Valve/Lower
Pump Bracket Assembly.
Liffing Cable and Upper
Pump Bradcet.
CentriPro
<& ITT Industries
TOTAL P.003
M-M MIMI mm M
TYPICAL CONTROL FLOAT
SWITCH
A2ED23W
Features
• Mechanically activated tilt
switch with heavy duty non -
mercury contacts.
• Adjustable weight position.
• Normally open design.
• Can be used in liquid up to
140OF (600C).
Specifications
• Unit rating: 5 amps at 120 or
230 Vac. 15 foot SJOW (UL and
CSA) water resistant, (CPE)
neoprene.
• Differential infinitely adjustable.
• Bare leads suitable for pilot
circuit control up to 230 V.
S10020 CONTROL PANEL
Grinder Pump Packages
A complete simplex
SOLID
or duplex installation
FIBERGLASS COVER
BRASS QUICK
0 DISCONNECT
consists of a simplex or
3' NPT THREADED
VENT FLANGE
duplex pump kit AND a
FIELD INSTALLED
simplex or duplex basin
kit.
Order the pump kit from
the chart below.
304 STAI NUESS STEEL
GATE VALVE
Choose the simplex or
FLOAT BRACKET
WITH (3) GRIPS
duplex basin kit from the
1/4' 7 x 19
chart on the following
Vh' ELECTRICAL
GROMMET WITH
STAINLESS STEEL
LIFTING CABLE
pages to best suit your
I 1h' PVC PIPE
'A'
installation needs and
ELEV
304 STAINLESS
make sure it is included
STEELVALVE
EXTENSION HANDLE
in your order.
4' INLET
INDUSTRIAL
A basin kit must be
GROMMET
FIELD
ENAMELED STEEL
ordered for a complete
INSTALLED
DISCHARGE
COUPLING
ins tallation.
INV, ELEV � Ob
� INV. ELEV
HIGH EUEV'
LEVEL
ALARM � FiFv
Pump Kits
PUMP ON BALLCHECK
VALVE
ELEV
PUMP OFF
DISCHARGE PIPE
FIBERGLASS
ANTI -FLOAT
ROUND FLANGE
CAST [RON
PUMP LEGS
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FORCE MAPV VELOCITY CAL CULA TIONS
17
J.C.McDonncll & Associatcs
2" FM Characteristics
Worksheet for Pressure Pipe
Project Description
Project File
c:\haestad\fmw\nalundi.fm2
Worksheet
Pipe Friction Losses
Flow Element
Pressure Pipe
Method
Hazen -Williams Formula
Solve For
Pressure at I
Input Data
Pressure at 2
0.00 psi
Elevation at 1
376.00 ft
Elevation at 2
388.40 ft
Length
140.00 ft
C Coefficient
150.0
Diameter
2.00 in
Discharge
64.2 gal/min
Results
Pressure at 1
9.88
psi
Headloss
10.40
ft
Energy Grade at 1
399.46
ft
Energy Grade at 2
389.07
ft
Hydraulic Grade at 1
398.80
ft
Hydraulic Grade at 2
388.40
ft
Flow Area
0.02
ft2
Wetted Perimeter
0.52
ft
Velocity
6.56
ft/s
Velocity Head
0.67
ft
Friction Slope
0.074255 fUft
06/17/05
05:36:58 PM
FlowMaster v5.15
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of I
2.5" FM Characteristics
Worksheet for Pressure Pipe
Project Description
Project File
c:\haestad\fmw\nalundl.fm2
Worksheet
Pipe Friction Losses
Flow Element
Pressure Pipe
Method
Hazen -Williams Formula
Solve For
Pressure at I
Input Data
Pressure at 2
0.00 psi
Elevation at 1
376.00 ft
Elevation at 2
388.40 ft
Length
140.00 ft
C Coefficient
150.0
Diameter
2.50 in
Discharge
64.2 gal/min
Results
Pressure at 1
6.90
psi
Headloss
3.51
ft
Energy Grade at 1
392.18
ft
Energy Grade at 2
388.67
ft
Hydraulic Grade at 1
391.91
ft
Hydraulic Grade at 2
388.40
ft
Flow Area
0.03
ft2
Wetted Perimeter
0.65
ft
Velocity
4.20
fus
Velocity Head
0.27
ft
Friction Slope
0.025046 ftift
06/17/05 FlowMaster v5.15
05:37:20 PM Haestad Methods, Inc. 37BrooksideRoad Mterbury,CT06708 (203)755-1666 Page 1 of I
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PIPE SIZVVG CAL CULA TIONS
18
J.C.McDonnell & Associates
PIPE CAPACITY
Worksheet for Circular Channel
Project Description
Project File c:\haestad\fmw\nalundl.fm2
Worksheet 6" PIPE CAPACITY
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Capacity
Input Data
Mannings Coefficient 0.012
Channel Slope 0.0 10000 fuft
Diameter 6.00 in
Results
Depth
0.50
ft
Discharge
0.61
cfs
Flow Area
0.20
ft2
Wetted Perimeter
1.57
ft
Top Width
0.00
ft
Critical Depth
0.40
ft
Percent Full
100.00
Critical Slope
0.010655 ft1ft
Velocity
3.10
ft/s
Velocity Head
0.15
ft
Specific Energy
FULL
ft
Froude Number
FULL
Ma)dmum Discharge
0.65
cfs
Full Flow Capacity
0.61
cfs
Full Flow Slope
0.0 10000 fuft
06/28/05 FlowMaster v5.15
03:06:56 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 0 6708 (203) 755-1666 Page 1 of 1
I
PIPE CAPACITY
Worksheet for Circular Channel
Project Description
Project File
c:\haestad\fmvAnalundl.fm2
Worksheet
6" PIPE CAPACITY
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings; Coefficient
0.012
Channel Slope
0.020000 ft/ft
Diameter
.6.00 in
IResults
Depth -
0.50
ft
Discharge
0.86
cfs
Flow Area
0.20
ft2
Wetted Perimeter
1.57
ft
Top Width
0.00
ft
Critical Depth
0.45
ft
Percent Full
100.00
Critical Slope
Velocity
0.017473 ft1ft
4.38 ftis
Velocity Head
0.30
ft
Specific Energy
FULL
ft
Froude Number
FULL
Ma)dmum Discharge
0.92
cfs
Full Flow Capacity
0.86
cfs
Full Flow Slope
0 .020000 fUft
06/28/05
03:07:25 PM
FlowMaster v5.15
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of I
PIPE CAPACITY
Worksheet for Circular Channel
Project Description '
Project File 0haestad\fmw\naIund1.fm2
Worksheet 8" PIPE CAPACITY,
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Capacity
Input Data
Mannings Coefficient 0.012
Channel Slope 0.0 10000 ftift
Diameter 8.00 in
Results
Depth
0.67
ft
Discharge
1.31
cfs
Flow Area
0.35
ft2
Wetted Perimeter
2.09
ft.
Top Width
0.00
ft
Critical Depth
0.54
ft
Percent Full
100.00
Critical Slope
0.0 10208 ft1ft
Velocity
3.75
ft/S
Velocity Head
0.22
ft
Specific Energy
FULL
ft
Froude Number
FULL
Ma)dmum Discharge
1.41
cfs
Full Flow Capacity
1.31
cfs
Full Flow Slope
0.010000 ftift
06/28/05 FlowMaster v5.15
03:08:35 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of I
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RESTRICTOR DETAIL
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IJ.C.McDonnefl & Associates
OFFSET FRAME & LID SO THAT
RESTRICTOR/POLLUTION DEVICE
IS VISIBLE AT EDGE OF OPENING
AND DIRECTLY OVER THE LADDER
RIM EL = 384.8'±
LIFT HANDLE 16" MAX.
384
8
Lj
Lj
r
OVERFLOW EL 382.15 6"MIN.SE ARATION POLYPROPYLENE SAFETY
7 _Tj
STEPS AND LADDER
ORIFICE #2 *.'ST P OVERFLOW TO CB WALL (TYP.)
EL= 381.0
0= 2.033" (2 inch)
-,-WATERTIGHT CLEANOUT/LIFT GATE
36"0 PIPE
IE= 378.9
8" SD OUTLET PIPE
IE= 378.65
C11
00
RESTRICTOR PLATE APPROPRIATELY
SIZED ORIFICE CUT IN PLATE.
MACHINE DRILLED, SHARP EDGED --zz
ORIFICE DLA=0.70-(11116). N y
EL=376.65
Jk
STRAINER, SEE DETAIL
NOTE:
ALL METAL PARTS SHALL BE
STAINLESS STEEL OR EQUAL.
'l"4'\SDMH#2 WITH RESTRICTOR DETAIL
4 INO SOME
AVERAGE FINISHED FLOOR CALCULATION
FA
Ii.C.McDonnell & Associates
= = = = = = = = m = = = m = = = = = m
Sdd*22'40"E 201.6
S8872'24"E 201.5f
-3�0
lo7
= m = = = m = = = = = = = = m m = m =
END OF FENCE 6 0.5-1
-TOF PROP. COR
S9022'40720.64'( PIAI)
sa*21,241201.5r(mcm
101 CEMR I I
7.17.3* SO.
ffs9*22-,ej-wzwZq-([4UVj
W22'40V202.33'(PEAT)
If FF -=- 393,q4, -t-I.q5g
DO
WT las
LOT 2 (7173 +I -SF)
IMPERWOUS SURFACES
LI^PPCC* P. AI/CDLIALff%C-
TOS rx If4&L R-
g 1�, ki)ZACto.
g3
D:-
A
%IIJT5' A..
ARE. AVmqM
tjmD "a
AawT- i
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LDD GRADING QUANTITY CALCULATIONS
21
J.C.McDonnell & Associates
Site Volume Table: Unadjusted
Cut Fill Net
Site Stratum Surfl . Surf2 yards yards yards Method
------------- ======= ------
site.
grade surfacel surface2
308
484
176 (F) Composite