BLD20110437.pdfCITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: ISSUED 7/15/2011 Permit #: BLD20110437
BUILDING PERMIT
Expiration Date: 7/15/2012 Project Address: 1056 DALEY ST, EDMONDS!
Parcel No: 00434204301500
WENDY PRIEST WENDY PRIEST LEXAR HOMES OF BURLINGTON
315 DALEY ST 315 DALEY ST 485 ANDIS RD
EDMONDS, WA 98020 EDMONDS, WA 98020 BURLINGTON, WA 98233
(425) 778-1827 EXT: (425) 778-1827 EXT: ( ) EXT:
LICENSE 4: LEXARHB905RF EXP: 12/6/2012
OB DESCRIPTION
NEW SFR
VALUATION: $220,228.80 COMPLETED
PERMIT TYPE: Residential
PERMIT GROUP: 64 - Single Family Residence ew
GRADING: Y CYDS: 350
TYPE OF CONSTRUCTION: VB
RETAINING WALL ROCKERY: N
OCCUPANT GROUP: R3
OCCUPANT LOAD:
FENCE: N ( 0 X 0 FT.)
CODE: 09
OTHER: N ----OTHER DESC:
ZONE: RS -6
NUMBER OF STORIES: 0
VESTED DATE:
NUMBER OF DWELLING UNITS: I
LOT 4:
BASEMENT: 0 IST FLOOR: 0 2ND FLOOR: 0
BASEMENT: 0 1ST FLOOR: 1940 2ND FLOOR: 0
3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0
13RD FLOOR: 0 GARAGE: 528 DECK: 72 OTHER: 0
FRONTSETBACK SIDE SETBACK REAR
REQUIRED: 20 PROPOSED: 20 REQUIRED: 5 PROPOSED: 7.9 RE UIRED:15 PROPOSED: 40
HEIGHT ALLOWED: 25 PROPOSED:15.9 REQUIRED: 5 PROPOSED: 5
SETBACK NOTES:
1 AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO
PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S
COMPENSATION INSURANCE AND RCW 18:27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPLWW AND ALL FEES ARE PAID.
�ytesk —I t
Siurdlure Print Name Date Relea d B Date
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTED. UBC 109/ IBC I 10/ IRC 110.
ONLINE
APPLICANT ASSESSOR
�eQ�\'L/
STATUS: ISSUED
BLD20110437
• Lot line stakes must be in place at the time of foundation/setback inspection.
• Installer shall provide the manufacturer ""s installation, operating instructions, and a whole house ventilation system operation
description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating
instructions).
• Special inspections have been called for on this project and are noted on the approved construction plans and building permit.
It is the owner and/or contractors responsibility to assure that reports are provided to the City on a weekly basis. Be advised --
if special inspection reports are not forthcoming, the Building Official may issue a "Stop Work" and no City inspections will
be provided until such time as the reporting agency has complied and reports are reviewed and approved by the City.
• Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed.
• In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks.
Per UPC 608.
• Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309
• Gas pipe test must be observed by City Building Inspector, affidavits shall not be accepted.
• Submit all special inspection reports to the City Building Inspector on a weekly basis.
• Final approval on a.project or final occupancy approval must be granted by the Building Official prior to use or occupancy of
the building or structure. Check the job card for all required City inspections including final project approval and final
occupancy inspections.
• Provide combustion air per IMC Chapter 7 for commercial and multi -family residential installations, and IRC Chapter 17 for
one and two-family dwellings.
• Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from
adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing
fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable.
• Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve any items not to code specification.
• Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits
of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays,
excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must
comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
• Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold
harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance nor limit in any way the City ""s ability to enforce any
ordinance provision.
• New and existing buildings shall have approved address numbers, building numbers or approved building identification
placed in a position that is plainly visible from the street or road fronting the property. Address numbers shall be Arabic
numerals or alphabet letters. Numbers shall be legible from the public way, at least 4 inches high with a %i inch min. stroke
width on a contrasting background.
• Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is
caused by or occurs during the permitted project.
• Owner/Contractor to provide Water Service Line asbuilt at final inspection. See City Standards for requirements.
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE
PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION.
PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6)
BUILDING (425) 771-0220 EXT. 1333 1 ENGINEERING (425) 771-0220 EXT. 1326 1 FIRE (425) 775-7720 1
PUBLIC WORKS 425 771-0235 PRE-TREATMENT 425) 672-5755 RECYCLING 425 275-4801
When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection
beine reauested. Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon.
• E -Erosion Control/Mobilization
• E -Storm Tightline
E -Infiltration System
• E -Footing Drywell
• E -Water Service Line
• E -Driveway Form & Slope Ver.
• E -Engineering Final
B-Preconstruction meeting
• B -Setbacks
• B -Footings
B -Foundation Wall
• B -Foundation Drainage
B -First Floor Framing
• B -Plumb Rough In
• B -Gas Test/Pipe
• B -Mechanical Rough In
• B -Exterior Wall Sheathing
• B -Roof Sheathing
• B -Height Verification
• B -Framing
• B -Wall Insulation/Caulk
• B-Insulation/Energy
B-Sheetrock Nail
• B -Building Final
E-Curb/Gutter Post -Pour
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SPECIAL INSPECTION AND TESTING AGREEMENT
V~ N
Permit #: U -0 fJ2 Project:
FSr. t 89° —`
Prior to issuance of a permit, this fora: must be completed in its entirety and returned to the City for
approval. The completed form must have signatures of acknowledgment by all parties.
DUTIES AND RESPONSIBILITIES
Special Inspection Firm and Special Inspectors:
The Special Inspection firm of 1-1 I+( it /�4 0 C;` le s will perform special
inspection for the following types of w k (separate forms must be submitted if more than one firm is to be
employed):
❑ Reinforced Concrete
❑ Bolting in Concrete
❑ Prestressed Concrete
❑ Shotcrete
❑ Structural Masonry
❑ Structural Steel/Welding
❑ High Strength Bolting
❑ Spray applied Fireproofing
❑ Smoke Control Systems
❑ Lateral Wood
❑ Structural Observation
J@ Grading/soils
❑ Other
❑ Other
All individual inspectors to be employed on this project will be WABO certified for the type of work they are to
inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO
certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the
inspector and the firm are qualified by education and experience to perform the work and testing required by the
project design and specifications.
The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions
and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection
records shall include:
A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work
shall be brought to the immediate attention of the contractor for resolution.
A weekly report shall be submitted to the City; detailing the inspections and testing performed, listing
any nonconforming work and resolution of nonconforming items.
A final report shall be submitted to the building department prior to the Certificate of Occupancy being
issued. This report will indicate that inspection and testing was completed in conformance with the
approved plans, specifications and approved revisions or addenda. Any unresolved discrepancies must
be detailed in the final report.
LABuilding New Folder 2010\F0rms\Specia1 inspection form.docl 0/25/20 10
Intrigue of the Past: Lesson 2.4 Activity Sheet
In what year of growth was there the most rainfall?
PDI version This lesson Next lesson Main menu RLA home
Page 2 of 2
k http:"/rla.unc.edu/lessons/Lesson/L204/H2O4b.htm 6/12/2011
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Contractor:
The contractor shall provide the special inspector or agency adequate notification of work requiring inspection.
The City approved plan and specifications must be made available, at the jobsite for the use of the special
inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by
all parties.
The special inspection functions are considered to be in addition to the normal inspections performed by the City
and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be
poured or other work covered until approval is given by the City inspector.
BuBdinst Department:
The building department shall review any revisions and addenda. The City inspector will monitor the special
inspection functions for compliance with the agreement and the approved plans. The City inspector shall be
responsible for approving various stages of construction to be covered and for work to proceed.
Design Professionals:
The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special
inspection required. and shall include a schedule for inspection and testing. The architect and/or engineer will
coordinate their revision and addenda process in such a way as to insure that all required City approvals are
obtained, prior to work shown on the revisions being performed in the field.
Owner:
The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or
agency.
ENFORCEMENT
A failure of the special inspector or firm to perform in keeping with the requirements of the IBC, the approved
plans and this document, may void this agreement and the Building Official's approval of the special inspector.
In such a case a new special inspector and/or firm would need to be proposed for approval. A failure of the
design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK
notice being posted on the project until nonconforming items have been resolved.
ACKNOWLEDGMENTS
I have read and agree to comply with the terms and conditions of this agreement.
!�1 end�Irt-e_S4�, Date z �'
Owner: U_____ Signature
J� Date: 27
Contractor: SGL .CH��//9''�� G c C Signature �� ��
tJ i P, i U t.. IU
)Arch./Eng:. jeG �t �_ t . Signa Date:
Special Insp. Signature Date:
ACCEPTED FO THE CrN OF EDMONDS BUILDING DEPT.
By: Date: �'2,Y4
UBuilding Naw Foldar 201"ormsl,Spe W MINCOM form.doc10/25/2010
LILT & ASSOCIATES, INC.
Geotechnical Engirteesing - Engineering Geology
- � June 13, 2012 --
Mr. Wendy :Priest
foss L9)6`Daley Street
Edmonds, WA 44020
Dear Mi s. Priest:
Subject: Final Inspection Report
Priest Residence
IV 5(, ;d0l Daley Street
Edmonds, Washington
L&A Job No. 11-004
j�Zol (-0. f3
Earth Science
We ha-ve provided geotechnical inspection services for the construction € f the subject residence.
Items we have inspected include: 1) temporary erasion control withdristallation of salt fence and
rolls of hay on the downhill side of the residence site, 2) verification of soil at bottom of
infiltration trenches, 3) footing Bearing soil verification. 4) .subgrade soil protection with
compacted crushed rock fill, and 5) final erosion control. The Daily Field Reports documenting
our inspections of the above items are attached hereto for your review.
Based on our observations, it is our Opinion that the geotechnical construction work items listed
above are completed in accordance with city approved plans and specifications, and is
acceptable. Please contact
Attach.: Daily Field Reports I through a
Yours very truly,
LTU SSOCIA , NC.
r
I S. ((Ju cart) Liu, Ph,D,, P.E.
Consulting; Geotechnical Engineer
19213 Kenlalce Place NE Kenmore, Washington 98029
Phone (425) 483-9134 - Fax (425) 486-2746
DAILY FIELD REPORT
JO F()..
jL
Helcl eep, 7a-ge
--[TeT3ff7F5.
LTU & ASSOCIATES, INC
1 1-OG4
J. Liu I of 1
1
Fit--iuctrinu. Ex,^n�-,rinv ciz,,,,,�- & v.ir,i s,:;
i7iles
Tmo Cn Site
Cay of Weei
32
12:20P 8/912011
Tues.
192.13 KenlakePlace NT-
Travel -time ,Prs-
:,ma C f.- Site 'Weather
KCTI.T.110M. Wasbington 98028
1
12.:45P Cloudy
Phonc-:14215,;483-91.34 Fax: (42-5)486-2146
--P- --
75-FiTle I's on $1. e
r3 (--�a rd
project
tot) C-cabon
Wendy Priest ResWen.ce
1056 Daley Street. Edmoftds Wendy Priest
General Contractor
General Contract --r Pxoj, Nla.-janer 9eceived Unchecked By.
SCL Enterprises LLC
Shaun Leiser
Sa-11!T,Vor1x G=jactor
Earth=-rk Contractor Supt. ReQeived Checked By
At the request of Shaun Leiser with SCL Enterprises LLC, I come on site today to obsenm erosion mitigation measures
being implemented for the subject project site. At the time of my site visit, a silt fence has already been installed
along the north (downhill) side of the site east of the existing paved driveway. Also, SCL has a worker installing rollers
of hay wad along the east and west sides of the site where required to prevent sediment movement by runoff.
It is my opinion that the erosion mitigation measures already implemented are acceptable.
.. .........
....... ......
F -t-4455
77 171
Copy to,
Continued
11 Shaun Leiser/SCL. Enterprises LLC 2) Wendy Priest
on Next
4)
Page
DAILY FIELD: REPORT
I-JU & ASSOCIATES, INC.
11-004
J. Liu
1 of 1
2
32
Trra!
1:15P
Date
813012011
-141 ".. vVe"
Tues,
02 1 ', Kerslake PMU NE
Tra-vel'rime (Hrs)
rime orr Site
V'Veatmr
Kenn.iore, Washington IM28
1
1:35P
Partly Cloudy
`remcie Hfs cri 51e
HrS Charged
1
%viors
Phonc., ! 42 5) 4S,3-9 13-4 Fa.-,. t425) 486-2-74o
1.25
Project
cryLjOU40A
Residence
056 Daiey Street, Edmonds
%i%lendy P.-.iest
-Wend,y_Pries!
General Contractor
Gerveral Grntraut^.r -Pro," P4ar,"Iger
Receiwd Unrhecked Sy
SCL EnterrAses LLC
Shaun Leiser
At the request of Shaun Le iser with SC L Enterp6ses Ll -C, I come on site today to observe the 1 rifi Itrat i o n trench
already excavated and the soil condition in the trench. The trench is about 6 ft wide by 5 ft deep by 40 ft long, and
. ......... . .....
is CLA through a 2.5 layer of peat and layers of sand and gravelly sand about 2.5 to 3 feet thick., then into a silty Sand
deposit. Minor groundwater seepage is observed at bottom of the trench,,
It is myopinionthat the trench meets the requirement shown_ on the plans.
1) Shaun Leiser/SCL EoterlpilSeS LLC
El Continued
2) Wendy PdQzit I on Ncxt
LIU & ASSOUXTES, INC. 11-004
i I 1. J.dr.� hes
32
1921. ' , Kmlake Pldx NE N�ne iq
KCHTM - ).rC, Washington t)80_)�
.(4) l
Phenc:i425)4S3-91_'34 Fax . 5086-2'46 Vehicie Hrs
J. Liu 1
1 of 1 3
•1 rie -:;r. Site
Da"a
1:15P 1813M'201
Tues.
; ime Off Site
Weather
1:45P I
Sun ny
r�,rs Charged1visitars
1 1.5
1
Wendy Drtest Res!denc� 11055 r, a: e Y street. Ed m o r. d s; 1`41endy Priest. --I
Gereml Contractor General Contractor Proi. klanagef 'Recacmd Unchecked By
SOL Enterprises LLC 18halin Leiser
At the: request of Shaun Leiser with SCL Enterprises LLC, I come on site today to observe preparation of footing
beadng subgrade soil . At the time of my site visit, $CL Enterprises has already completed building footprint
excavation, Due to the presence of loose organic soil, the building footprint has to be aver -excavated up to 3 to 4 feet,
-rock spall fill.
The organic soil has Mostly been excavated out down to a blue -gray deposit of slightly silt fine to medWrn sand with
a trace to some gravel. Two puddles of standing water lie at the, northeast and the south-viest corner of the excavation.
It is my recommendation that any loose disturbed soil at bottom of excavation should be. removed down to firm native
bearing soil. The over-rexcavallon should then be backfilled with 2 -to -4 -inch fork spalls to finish.subqlade. The rocX.
spalls shoutd be placed in lifts no more thar, Ed.' inches J'ntck, with c2ch 51 -ft compacted to a non-yie!d1rg state with a
vibratory mechanical compactor. -The rock spall fill should oe topped wiln ti 6-ich layer of 2 -inch -minus crushed rock.
also to be compacted to a non -yielding State. The footing foundations may Men be poured on the crushed rock base,
.A sump pit should be installed at one of the comers, of the building footpOnt. Tije pit should be lined by a layer.of
non -woven filter fabric and backfilled with clean viasbed,3M-W-24nch gravel. A surnp pump should be installed if) the
SUMP Pit to PUMP out water which may accumulate in the 4oUM1119 footprint excavation.
.. . . ......
71
ISO
Continued
1) Shaun LeisevSCL Enterprises LLC Z) Weady Priest on Next
q1 41 Page
DAILY FIELD REPORT
JoD No.
�ta Neo,Fage
—7e—P—r1r7,T--
LIU & ASSOCUTES, INC.
11-004
J. Liu
1 of 1
4
GvAcdmi,wl Enguwcnng, LLI�;MCtrUL'. & E Ta FLh�-,
Mijes
1':rr.-e On Site
Date
Day of Week
32
12:15P
916/2011
Tues.
192111 Kee lane Place NF,
Travel Time (Hrsj
Time Off &1e
Weather
Kcnjvot-C, W1,01filgilon 98029
1
12:40P
Isunny
1,111o7ic. (4"4) (415) JR .2;46
Vehic!F, Hrs --n S �Ie
Hr-- charged
VhAtars
1,25
, endy Priest Residence
'N
1056 Latey Street, Edmonds
Wendv Priest
General Contractor
Goriaraclv Proi, Man -ager
Received Unchecked 6y
SCL Enterprises LLC
Shaun Leiser
Eaethwork Conuzirtor
E@,Qhwark CantTac4or Supt..
Received Chocked By
At the request of Shaun Leiser with SCL Enterprises LLC, I come on site today to observe preparation of subgcade
soil and placement of rock spalls to backfill building footprint over -excavation. SCL Enterprises has brr�ught in several
mirk loads of 2 -to -4 -inch rock spalls to the site and has a haavy vibratory roller compactor onsite to compact the
rock spall fill. ------
Loose disturbed soil has been removed from bottom of building footprint e=avatjon. SCL has started pjacing rock
spalls in the northeast corner area of the excavation and compacted the rock fill with the roller compactor. The
already placed rock spall fill appears to have been compacted to a very dense state.
7
01;80M 71171 411VI3
copy to,
Continued
1) Shaur, LeiseriSCL Entcrpdses LLC 2) Wendy Priest
on Next
3), 4"
Page
DAILY FIELD REPORT
-
Job No. .. _.,
laJo ED... ._
agE .....
LTi & ASSOCIATES,
CiCUi�li}liUCgt Egi iwvftn_, Lll`_-it-evriu- Gioulug� & Euth ,Sticrim
J
11-004
J. Liu
1 of 1 �
miles
Time Or. Sae
ate Day of Wee
32
1:50P
6/13/`2012 Wed.
I 1!Y213 Keniake Place \7E
Travel Time (Hrs)
Time Off Site
bveather
Y-enmflre_ lVashingto.n 93028
1
2 ubl-
Light Rain
Phone- 02>) 433-9l34 Fnx: 44?51 136-2?4fi
Vehicle Hrson Sita
Hrs Charged
'rsitors
1.2
rater'Job
Urcabon
utient
Wendy Priest Residence
1 C Daley$treet, Edmonds.
Wendy.Priest
General C4M1racUw
General Contractor Prot, Manage
Received Unchecled By
SCL Enterprises LL -C
Shaun Leiser
EaxthwD&,,Contractor
Earthwork contractcn Supt.
Received Checked Sy
At the request of Rick Godsalve, I come on site today to have an observation of final erosion control of the subject
project site. At the time of my site visit, final grading of the site has been completed and the ground within the site is
graded nearly level except along the north boundary of the site where it drops.off northward about 1 to 4 feet down
to Daley Street. No signs of erosion from surface runoff or groundwaterseepage are observed within the site. The _
unpaved exposers ground is covered by grass sod, shredded bark and crushed rock, Planting of trees and shrubs
may ensue, but it is my opinion that final erasion control is completed for the site. — ---
L-
_-
t
Copy to.
Q Continued
1) Shaun Leiser/SCL Enterprises LLC 2) Wendy Priest
on Next
3) 4)
Page
°� E°^'� Inspection
Comments
N
BLD20110437
64 - Single Family Residence
New
Applied: 06/09/2011
Issued: 07/15/2011
Expires:
07/15/2012
�qc. 1890
Address: 1056 DALEY
ST, EDMONDS
INSPECTION ------
_ -- ---DATE -
-INSPECTOR ACTION
1001 - E -Erosion Control/Mobilization
01/11/2012
ZULAUF
COM
Comment: ok
1001 - E -Erosion Control/Mobilization
06/26/2012
ZULAUF
CMP
Comment: ok at final
1013 - E -Storm Tightline
01/09/2012
SIBREL
CMP
Comment: Tightlines OK. CB in driveway moved east and is now located where the front infiltration system
overflow is. Driveway runoff directed to CB via a curtain drain.
1014 - E-Asbuilt
06/12/2012
ZULAUF
CMP
Comment: received
1016 - E -Infiltration System
01/09/2012
SIBREL
CMP
Comment: Rear infiltration system installed
and inspected by geotech. Inspection is acceptable.
1
1018 - E -Footing Drywell
01/11/2012.
ZULAUF
CMP
Comment:
1034 - E -Water Service Line
12/30/2011
LAMBERTJ
PAR
Comment: OK to backfill - Connected to
meter
Need:
-Verify connection at house
-Tracer wire needs to be grounded at house and meter
-Asbuilt
1034 - E -Water Service Line
06/12/2012
ZULAUF
COM
Comment: received as built
1034 - E -Water Service Line
06/26/2012
ZULAUF
CMP
Comment: ok at final
1044 - E -Driveway Form A Slope Ver.
06/26/2012
ZULAUF
CMP
Comment: ok at final
1077 - E -Engineering Final
06/26/2012
ZULAUF
CMP
Comment: ok to final
1101 - B-Preconstruction meeting
08/26/2011
LAWLER
CMP
Comment:
1106 - B -Setbacks
12/16/2011
LAWLER
CMP
Comment:
1108 - B -Footings
12/12/2011
LAWLER
CMP
Comment:
1110 - B -Foundation Wall
12/16/2011
LAWLER
CMP
Comment:
6/27/2012 7:29:07 AM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220
Page 1 of 3
JINSPECTION-
DATE .
INSPECTOR=
1112 - B -Foundation Drainage
12/20/2011
LAWLER
CMP
Comment:
1114 - B -Isolated Footings/Piers
12/20/2011
LAWLER
CMP
Comment:
1122 - B -First Floor Framing
01/12/2012
LAWLER
CMP
Comment:
1126 - B -Plumb Rough In
01/31/2012
LAWLER
CMP
Comment:
1128 - B -Gas Test/Pipe
02/06/2012
LAWLER
COR
Comment: low test
bond with #6 AWG
1128 - B -Gas Test/Pipe
02/21/2012
LAWLER
COR
Comment: Low test, bonding okay
1128 - B -Gas Test/Pipe
02/23/2012
LAWLER
CMP
Comment:
1130 - B -Mechanical Rough In
02/06/2012
LAWLER
COM
Comment: install fireplace
_
J
1130 - B -Mechanical Rough In
02/21/2012
LAWLER
COR
Comment: Sleeve csst at fireplace
1130 - B -Mechanical Rough In
02/23/2012
LAWLER
CMP
Comment:
1132 - B -Exterior Wall Sheathing
01/24/2012
LAWLER
CMP
Comment:
1133 - B -Roof Sheathing
01/24/2012
LAWLER
CMP
Comment:
1142 - B -Framing
02/06/2012
LAWLER
COR
Comment: (Gas test at less than minimum for gauge
CSST gas piping to be bonded with min. #6
AWG copper wire
at point of entry to building.
Install fireplace.)
Floor sheathing nailing is severely over penetrated,
retail with
flush fasteners, one additional for each
two overdriven, and no more than 1 inch from
panel edge.
1142 - B -Framing
02/21/2012
LAWLER
PAR
Comment: Pending gas piping and HVAC corrections
1142 - B -Framing
05/17/2012
LAWLER
CMP
Comment:
1144 - B -Wall Insulation/Caulk
03/07/2012
LAWLER
CMP
Comment:
1146 - B-Insulation/Energy
06/26/2012
LAWLER
CMP
Comment:
1150 - B-Sheetrock Nail
03/09/2012
LAWLER
CMP
Comment:
6/27/2012 7:29:07 AM 121 5th Ave, Edmonds Washington - Phone: (425) 771-0220 Page 2 of 3
INSPECTION DATE :. INSPECTOR``ACTION
1158 - B -Building Final 06/26/2012 LAWLER CMP
Comment:
3017 - E-Curb/Gutter Post -Pour 06/26/2012 ZULAUF CMP
Comment: ok at final.
O
6 -
6/27/2012 7:29:07 AM 121 5th Ave, Edmonds Washington 7 Phone: (425) 771-0220 Page 3 of 3
e -&-D no I 1 -0 Orl
�r t- o,t,a
City of Edmonds "-
Site Classification Worksheet _
The project's Classification serves to identify the specific Stormwater Management requirements applicable
to your site. Complete the worksheet below to determine whether your project falls into the classification of
a Large Site, Small Site (Category 1 or Category 2), or a Minor Site.
Sten 1: Determine the Exempt Impervious Surface Area for your project and enter it on line 1 of the
table (yellow box).
Step 2: Determine the Replaced Impervious Surface Area for your project and enter it on line 2 of the table
below dividing the total between Exempt and Non -Exempt (orange and blue boxes); either or both may be zero.
Step 3: Determine the New Impervious Surface Area for your project. If a portion of the new impervious surface
area is also Non -Exempt Replaced Impervious Surface Area subtract this from the total of the new impervious
surface area. Enter the final value on line 3 of the table below (blue box).
Step 4: Add the values in the Non-exempt column for lines 2 and 3 and enter it into line 4 (green box).
Where does the existing site
❑ Direct Discharge
runoff discharge?
Supplement
(Check all that apply)
Chapter 2.3
❑ Edmonds Way Basin
❑ Creek Lake Basin
See Watershed Map
Figure -B, Handout pg 4
or
Line
Type Area (square Feet)
Impervious surface:
Supplement
1.
Exempt
How much and what type?
Chapter 2.2
(fill in colored boxes)&
Exempt it Non -Exempt
See Definitions, Handout pg 9
Figure -C
2.
Replaced
Figure -C, Handout pg 7
Examples, Handout pg 10
3.
New
L4.
) _
Total Replaced +New (Non -Exempt)
(add numbers in blue boxes)
Land -disturbing activity area
Supplement
See Definitions, Handout pg 9
Chapter 8
sf
Grading, Fill or Excavation
Q4 (P S s5t5 - C1-4
Area
Will project convert % acre or
more of native vegetation to
El YES
�NO
lawn or landscaped area?
Proceed to the Project Classification Chart (Figure D, pg 8) and use the data collected above to follow
the flow chart and determine the classification of your project.
O Large Site (Handout E72a) mall Site (Handout E72b) ❑ Minor Site (Handout E72c)
RECEIVED
Revised on 719110 E72 - Stormwater Afanagement Erosion Control-FINAL2 JUN 0 8 2 W S of 11
BUILDING DEPARTMENT
CITY OF EDMONDS
Wendy Priest Project
1056 Daley St.
Edmonds, Wa. 98020
Geotechnical Report
Signed Copy
� 4 4
JUN 0 q 2011
BUILDING DEPARTMENT
GTY OF EDMONDS
a
LIU & ASSOCIATES, INC.
Geotechnical Engineering Engineering Geology Earth Science
March 15, 2011
Ms. Wendy Priest
315 Daley Street
Edmonds, WA 98020
Dear Ms. Priest:
Subject: Geotechnical Engineering Study
New Single -Family Residence
315 Daley Street
Edmonds, Washington
L&A Job No. 11-004
INTRODUCTION
We have completed a geotechnical engineering study for the site of a proposed new single-family
residence, located at the above address in Edmonds, Washington. The general location of the
residence site is shown on Plate 1 — Vicinity Map. We understand that the proposed
development for the site is to build a new single-family residence to replace the existing one
currently occupying the site. The purpose of this study is to characterize the subsurface condition
of the site, evaluate feasibility of onsite stormwater disposal, and provide geotechnical
recommendations for onsite stormwater disposal (if feasible), grading, erosion mitigation, surface
and ground water drainage control, foundation design and construction, etc., for the proposed -
development of the site. Presented in this report are our findings, conclusion and
recommendations.
PROJECT DESCRIPTION
For our use in this study, you provided us with a property boundary plan of the residence site.
According to this plan, the site is fronted by Daley Street with a 70 foot frontage and is about
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (425) 483-9134 - Fax (425) 486-2746
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 2
117.5 feet deep. An existing house currently occupies the northern half of the site, which is to be
demolished to make way for the planned new residence. The existing driveway will also be
removed and replaced with a new paved driveway. We understand the new house is to be located
approximately over the footprint of the existing house and is to be an above -grade, wood -framed
structure supported on perimeter concrete foundation walls and interior bearing walls and
columns. The building pad is relatively flat and construction of the new house would require
minimal cut or fill. We also understand that onsite stormwater disposal with infiltration trenches
is planned.
SCOPE OF SERVICES
To achieve the above purposes, our scope of services for this study comprises specifically the
following:
1 Review the geologic and soil conditions at the site based on a published geologic map.
2. Explore the site for subsurface conditions with backhoe test pits to a firm bearing soil
stratum and/or to a percolable soil stratum, or to the maximum depth (about 10 feet)
capable by the backhoe used in excavating the test pits, whichever occurs first.
3. Perform necessary geotechnical analyses, evaluate feasibility of using an infiltration
system to dispose stormwater onsite, and provide geotechnical recommendations for
onsite stormwater proposal, grading, erosion mitigation, surface and ground water
drainage control, foundation design and construction, etc., based on subsurface conditions
encountered by the test pits and results of our geotechnical analyses.
4. Prepare a written report to present our findings, conclusions, and recommendations.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 3
SITE CONDITIONS
SURFACE CONDITIONS
The site is situated on a gentle, northerly to northwesterly declining slope. It is bounded by
Daley Street to the north and adjoined by single-family residences on its south, east and west
sides. Within the residence site, the ground generally slopes very gently northward to its north
boundary, then drops steeply a few feet down to the road level of Daley Street. This steep slope
appears to be resulted from grading of Daley Street. The unpaved area of the site is mostly
covered with lawn grass and dotted with occasional ornamental trees and shrubs.
GEOLOGIC SETTING
The Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Snohomish
and King Counties, by James P. Minard, published by U. S. Geological Survey in 1983, was
referenced for the geologic and soil conditions at the residence site. According to this
publication, the surficial soil unit at and in the vicinity of the subject site is mapped as Advance
Outwash (Qva) deposits.
The geology of the Puget Sound Lowland has been modified by the advance and retreat of
several glaciers in the past and subsequent deposits and erosions. The latest glacier advanced to
the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation which had
occurred during the later stages of the Pleistocene Epoch, and retreated from the region some
14,500 years ago.
The advance outwash soil unit is composed of stratified sand and gravel with minor amounts of
silt and clay, deposited by the meltwater of advancing glacial ice. Due to its generally granular
composition, the advance outwash unit is of moderately high permeability and generally drains
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 4
well. The advance outwash deposits had been overridden by glacial ice and is generally dense to
very dense in its natural, undisturbed state, except the top 2 to 4 feet where exposed which may
be weathered to a loose to medium -dense state. The advance outwash soil can stand in steep cuts
or natural slopes for a prolong period when undisturbed. Where exposed on slopes with poor
vegetation cover and subjected to storm runoff, the advance outwash deposits can be gradually
eroded and may slough off and re -deposited to a flatter inclination. The advance outwash
deposits in their native, undisturbed state can provide good foundation support with< little
settlement expected for light to moderate residential structures.
SOIL CONDITION
Subsurface condition of the site was explored with two test pits. These test pits were excavated
on February 17, 2011, with a track -mounted backhoe to depth of 8.0 and 9.5 feet. The
approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location Plan.
The test pits were located with either a tape measure or by visual reference to existing
topographic features in the field and on the topographic survey map, and their locations should be
considered only accurate to the measuring method used.
A geotechnical engineer from our office was present during subsurface exploration, who
examined the soil and geologic conditions encountered and completed logs of test pits. Soil
samples obtained from each soil unit in the test pits were visually classified in general
accordance with United Soil Classification System, a copy of which is presented on Plate 3.
Detailed descriptions of soils encountered during site exploration are presented in test pit logs on
Plate 4.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 5
Test Pit 1, located near the southwest corner of the site, encountered a layer of topsoil about 8
inches thick. This topsoil is underlain to the depth explored by interbedded layers of medium -
dense, silty fine sand, gravelly medium to coarse sand, fine sand and medium to coarse sand.
Test Pit 2, located near the northeast corner of the site encountered about 2.5 feet of loose fill
underlain by a foot of relic topsoil. The topsoil is again underlain to the depth explored by
interbedded layers of medium -dense, gravelly slightly -silty sand, silty sand and fine sand.
The residence site appears to be located in an old drainage swell and these interbedded sand
layers underlying the site appear to be of alluvium deposits which were laid down by water
flowing in the swale. The alluvium deposits are generally loose to medium -dense in their native,
undisturbed state. The coarser deposits are of high permeability, while the fine-grained deposits
are moderately permeable.
GROUNDWATER CONDITION
Minor specks of groundwater seepage was encountered in Test Pit 1 at about 3.0 feet deep and
groundwater was not encountered in Test Pit 2. The encountered groundwater in Test Pit 1
appears to be stormwater infiltrating into the -ground and trapped over localized, less -permeable,
silty fine sand pockets. The depth to pockets of perched groundwater may fluctuate seasonally,
depending on precipitation, surface runoff, ground vegetation cover, site utilization, and other
factors. The pockets of groundwater may completely dry up during the Summer and Fall
seasons. The test pits were excavated in the middle of Winter season when groundwater would
be at .its highest. Yet only a very minor speck of groundwater seepage were encountered by one
of the two test pits. Therefore, it is our opinion that groundwater should have minimal impact on
the construction of the proposed development for the site or the planned onsite stormwater
disposal facility.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 6
DISCUSSION AND RECOMMENDATIONS
GENERAL
Based on the soil conditions encountered in subsurface exploration, it is our opinion that the site
is suitable for the proposed development from the geotechnical engineering viewpoint, provided
that the recommendations in this report are fully implemented and observed during construction.
The fill, topsoil and loose soil at shallow depth should be completely stripped within the
driveway and the building pad of the new residence, and in areas where structural fill is to be
placed. The underlying medium -dense sand, silty sand and gravelly sand soils should be able to
provide adequate foundation support to the proposed new residence and driveway.
GEOLOGIC HAZARDS
The subject residence site is not mapped in geologic hazard areas. The site is very gently sloped
and there is a lack of continuous, extensive groundwater table under the site at shallow depth.
Therefore, it is our opinion that the potential for erosion, landslide and seismic hazards to occur
on the site should be minimal. However, the Puget Sound region is in an active seismic zone and
the new residence should be designed for seismic forces induced by strong earthquakes. Based
on the soil conditions encountered by the test pits, it is our opinion that Seismic Use Group I and
Site Class D should be used in the seismic design of the proposed residences in accordance with
the 2006 International Building Code (IBC).
TEMPORARY DRAINAGE AND EROSION CONTROL
The onsite surficial soils contain a high percentage of fines which are sensitive to moisture and
can be easily disturbed by construction traffic. A layer of clean, 2 -to -4 -inch quarry spalls should
be placed over areas of frequent traffic, such as the entrance to the site and heavy equipment
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 7
operation areas, as required, to protect the subgrade ' soils from disturbance by construction
traffic.
A silt fence should be installed along the downhill boundaries of the site to minimize transport of
sediment onto neighboring properties or the street during construction. The bottom of the filter
cloth of the silt fences should be anchored in a trench filled with onsite soils.
Ditches or interceptor trench drains should be installed on the uphill sides of construction areas,
as required, to intercept and drain away storm runoff and near -surface groundwater seepage, if
any, to facilitate construction work. Only clean and clear water captured by such ditches or
interceptor trench drains may be discharged into a nearby storm inlet. The storm inlet should be
covered with a filter sock to prevent sediment from entering the storm sewer system. The filter
sock should be cleaned frequently during construction to prevent clogging, and should be
removed after completion of construction.
Spoil soils should be hauled off of the site as soon as possible. Spoil soils and imported
structural fill material to be stored on site should be located in areas where the ground surface is
no steeper than 15% grade, and should be covered with plastic tarps securely weighted down
with sandbags.
SITE PREPARATION AND GENERAL GRADING
The vegetation within construction limits should be cleared and their roots thoroughly grubbed.
Surficial loose fill, topsoil and loose surficial soils should be stripped within the driveway,
building pad and in areas where structural fill is to be placed. The exposed soils after stripping
should be compacted to a non -yielding state with a vibratory roller compactor and proof -rolled
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 8
with a fully loaded dump truck or water truck. Any areas with excessive flexing or pumping
should have the weak soil over -excavated and backfilled with structural fill in accordance with
recommendations in the STRUCTURAL FILL section of this report.
EXCAVATION AND FILL SLOPES
Under no circumstances should excavation slopes be greater than the limits specified by local,
state and federal safety regulations if workers have to perform construction work in excavated
areas. Unsupported temporary cuts greater than 4 feet in height should be no steeper than 1 H:1 V
and unsupported permanent cut banks should be no steeper than 2-1/4H: IV.
Permanent fill embankments required to support structural or traffic load should be constructed
with compacted structural fill placed over undisturbed, proof -rolled, firm, native, advance
outwash soils after the surficial unsuitable soils are completely stripped. The slope of permanent
fill embankments should be no steeper than 2-1/4H: IV. Upon completion, the sloping face of
permanent fill embankments should be thoroughly compacted to a non -yielding state with a hoe -
pack.
The soil units and stability of cut banks should be verified by a geotechnical engineer during
excavation. The above recommended cut and fill slopes are under the assumption that
groundwater seepage would not be encountered during construction. If groundwater seepage is
encountered!*the,-construetibnrshoufdtbe�immediately- halted and the slope stability re-evaluated.
The slopes may have to be flattened and other measures taken to .stabilize the slopes. Surface
runoff should not be allowed to flow uncontrolled over the top of cut or fill slopes. Permanent
cut slopes or fill embankments should be vegetated as soon as possible for long-term stability,
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 9
and should be covered with clear plastic sheets, as required, to protect them from stormwater
until the vegetation is fully established.
STRUCTURAL FILL
Structural fill is the fill that support structural or traffic load. Structural fill should consist of
clean granular soil with particles not larger than three inches and should be free of organic and
other deleterious substances. Structural fill should have a moisture content within one percent of
its optimum moisture content at the time of placement. The optimum moisture content is the
water content in the soil that enable the soil to be compacted to the highest dry density for a
given compaction effort. The onsite clean sandy soil meeting the above requirements may be
used as structural fill. Imported material to be used as structural fill, if required, should be clean,
free -draining, granular soils containing no more than 5 percent by weight finer than the No. 200
sieve based on the fraction of the material passing No. 4 sieve, and should have individual
particles not larger than four inches.
The ground over which structural fill is to be placed should be prepared in accordance with
recommendations in the SITE PREPARATION AND GENERAL GRADING and
EXCAVATION AND FILL SLOPES sections of this report. Structural fill should be placed in
lifts no more than 10 inches thick in its loose state, with each lift compacted to a minimum
percentage of the maximum dry density determined by ASTM 01557 (Modified Proctor Method)
as follows:
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 10
Application
Within building pads of the building lots
Roadway/driveway subgrade
Retaining wall backfill
Utility trench backfill
ONSITE STORMWATER DISPOSAL
Feasibility
% of Maximum Dry Density
95%
95% for top 3 feet and 90% below
90%
95% for top 4 feet and 90% below
Two soil samples were selected for Particle Size Distribution tests in laboratory to determine
feasibility of using infiltration trenches to dispose stormwater onsite for the new residence. The
first soil sample was obtained from Test Pit 1 at 4.0 feet deep, the second from Test Pit 2 at 3.5
feet deep. The reports of these tests are presented in APPENDIX — Laboratory tests, attached
hereto.
As shown on the particle Size Distribution reports, Soil Sample 1 (Test Pit 1 at 4.0 feet deep)
was composed of fine sand with a clay content of 6.3% and sand content of 75.6%; Soil Sample
2 (Test Pit 2 at 3.5 feet deep) was composed of gravelly fine to coarse sand with a clay content of
3.3% and sand content of 85.3%. According to the USDA Texture Triangle (from U.S.
Department of Agriculture), shown under Appendix, Soil Samples 1 and 2 are classified as
Loamy Sand and Sand, respectively. Both types of soils should be able to support infiltration
trenches for onsite stormwater disposal.
Design Infiltration Rate
According to Table 3.7 of the Stormwater Management Manual for Western Washington, 2005
by Washington State Department of Ecology, the estimated long-term (design) infiltration rate is
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 11
0.5 iph (inch per hour) based on a correction factor of 4 on a short-term infiltration rate of 2 iph
for loamy sand, and is 2.0 iph based on a correction factor of 4 on a short-term infiltration rate of
8 iph for sand. Due to the interbedded silty sand, sand and gravelly sand layers of the alluvium
deposits underlying the residence site, we recommend a design infiltration rate of 0.75 iph be
used for the design of infiltration trenches to be used for onsite dispose of stormwater for the new
residence.
Construction Recommendations
We understand that infiltration trenches are to be located at the south and/or the north end of the
site. The infiltration trenches should be set back at least 5 feet from property lines and at least 8
feet from nearby house foundations.
The schematic presentation of an infiltration trench with a single dispersion pipe is shown on
Plate 5. The infiltration trench should be at least 24 inches wide. The schematic presentation of
an infiltration trench with multiple dispersion pipes, is shown on Plate 6. Multiple dispersion
pipes, if used in an infiltration trench, should be placed at least 2 feet off the trench walls and
spaced at no closer than 4 feet on centers. The bottom of infiltration trenches should be
excavated at least 6 inches into a target loamy sand or sand layer into which stormwater is to be
dispersed. To reach these soil layers, the infiltration trenches will have to be excavated to at
about 3.0 feet at the south end and about 3.5 feet deep at the north end of the site. The soil unit at
bottom of infiltration trenches should be verified by a geotechnical engineer.
The side walls of the trenches should be lined with a layer of non -woven filter fabric. The
trenches are then filled with clean washed 3/4 to 1-1/2 inch gravel or crushed rock to within
about 8 inches of the finish grade. The dispersion pipes should be constructed of 4 -inch rigid
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 12
PVC pipes and laid level in the gravel or crushed rock filled trenches at about 12 inches below
the top of trenches. The top of the gravel or crushed rock fill should also be covered with the
filter fabric liner. The remaining trenches should then be backfilled with compacted onsite clean
soils. Stormwater captured over paved driveway should be routed into a sediment control
structure/oil-water separator catch basin before being released into the infiltration trenches.
BUILDING FOUNDATIONS
Conventional footing foundations may be used to support the new residence. Footing trenches
should be excavated to at least 4 feet deep into native, undisturbed, medium -dense sand, silty
sand or gravelly sand soil. -Soil exposed at the bottom of footing trenches should be compacted
to a non -yield state with a vibratory mechanical.compactor, then covered with a minimum 8 -inch
layer of 2 -inch crushed rock compacted to a non -yielding state: Footingfifounda0ons may then be
poured on the crushed rock base.
If the above recommendations are followed, our recommended design criteria for footing
foundations are as follows:
• Allowable soil bearing pressure, including dead and live loads, should be no greater than
2,000 psf for footings. The preparation of the subgrade soils and the placement of
crushed rock base should be verified by a geotechnical engineer' before the footings are
poured.
• The minimum depth to bottom of perimeter footings below adjacent final exterior grade
should be no less than 18 inches. The minimum depth to bottom of the interior footings
below top of floor slab should be no less than 12 inches.
• The minimum width should be no less than 16 inches for continuous footings, and no less
than 24 inches for individual footings, except those footings supporting light -weight
decks and porches.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 13
A one-third increase in the above recommended allowable soil bearing pressure may be used
when considering short-term, transitory, wind or seismic loads. For footing foundations designed
and constructed per recommendations above, we estimate that the maximum total post -
construction settlement of the buildings should be 3/4 inch or less and the differential settlement
across building width should be 1/2 inch or less.
Lateral loads on buildings can be resisted by the friction force between the foundations and the
subgrade soils or the passive earth pressure acting on the below -grade portion of the foundations.
For the latter, the foundations must be poured "neat" against undisturbed soils or backfilled with
a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density
(EFD) of 300 pcf (pounds per cubic foot) for the passive earth pressure be used for lateral
resistance. The above passive pressure assumes that the backfill is level or inclines upward
behind the foundations for a horizontal distance at least twice the depth of the foundations below
final grade. A coefficient of friction of 0.55 between the foundations and the subgrade soils may
be used. These are unfactored values, and a proper factor of safety should be used in calculating
the resisting forces against lateral loads on the building.
SLAB -ON -GRADE FLOORS
Slab -on -grade floors, if used, should be placed on firm subgrade soils prepared as outlined in the
SITE PREPARATION AND GENERAL EARTHWORK and the BUILDING FOUNDATIONS
sections of this report. The slab -on -grade floors may be poured on the crushed rock base
described in the BUILDING FOUNDATIONS section. The rock spall fill and the crushed rock
can also serve as a capillary break to prevent moisture from migrating upward through the
concrete floor slabs.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 14
DRIVEWAY PAVEMENT
Performance of driveway pavement is critically related to the conditions of the underlying
subgrade soils. We recommend that the subgrade soils within the driveways be treated and
prepared as described in the SITE PREPARATION AND GENERAL EARTHWORK and
STRUCTURAL FILL sections of this report. Prior to placing base material, the subgrade soils
should be compacted to a non -yielding state with a vibratory roller compactor and proof -rolled
with a piece of heavy construction equipment, such as a fully -loaded dump truck. Any areas with
excessive flexing or deflection should be over -excavated and re -compacted or replaced with a
structural fill or crushed rock placed and compacted in accordance with the recommendations
provided in the STRUCTURAL FILL section of this report.
We recommend that a 4 -inch -thick minimum, compacted, crushed rock base (CRB), consisting
of 7/8 -inch -minus crushed rock, be used for the driveway. The crushed rock base should be
topped by 3 -inch -thick Class B asphalt concrete (AC).
DRAINAGE CONTROL
Site and Driveway Grading
The onsite surficial soils can be saturated quickly and heavy runoff and near -surface groundwater
may be encountered during periods of heavy rain. To minimize potential difficulties for site
grading work due to storm runoff and groundwater seepage during construction, one or more
lines of ditches or interceptor trench drains should be installed, as required, along the uphill side
of the site to intercept storm runoff and near -surface groundwater flow. Water thus collected
should be direct into a nearby storm inlet covered with a filter sack.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 15
Excavation of Building Footprint
Excavation of building footprints, if encountering groundwater, should have the bottom of
excavation sloped and ditches excavated along the bases of cut banks to direct groundwater
seepage to flow into a sump pit from which water can be pumped out of the pit into a
storage/settling pond onsite. The over -excavation of the building footing should be backfilled
per recommendations under the BUILDING FOUNDATIONS section of this report.
Runoff over Impervious Surfaces
Storm runoff over impervious surfaces, such as roofs and paved driveway, should be collected by
underground drain line systems connected to downspouts and by catch basins installed in the
driveway. Stormwater thus collected should be tightlined to discharge into a storm sewer or a
suitable onsite stormwater disposal facility such as infiltration trenches.
Building Footing Drain
A subdrain� should`be� installed around the, perimeter -footing& of the, new residence. The subdrain
should consist of a 4 -inch -minimum -diameter, perforated, rigid, drain pipe, laid a few inches
below bottom of the perimeter footings of the new garage. The trench and the drain line should
have a sufficient gradient (0.5% minimum) to generate flow by gravity. The drain line should be
wrapped with a filter fabric sock and completely enclosed in clean washed =gravel:' The
remaining trench may be backfilled with clean onsite soils. Water collected by the perimeter
footing subdrain systems should be tightlined, separately from the roof and surface stormwater
drain lines, to discharge into a storm sewer or a suitable stormwater disposal facility such as
infiltration trenches.
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 16
Surface Drainage
Water should not be allowed to stand in any areas where footings, slabs, or pavement is to be
constructed. Finish ground surface should be graded to flow away from the proposed residential
building. We recornmendikeffifinishogrIoundibevsloped-4at raig.radient-6f*.3tpercentmihimum�f6r a
distance of at least 10 feet away from the buildings, except in the areas to be paved"
Cleanouts
Sufficient number of cleanouts at strategic locations should be provided for the underground
drain line systems. The underground drain line systems should be maintained periodically to
prevent clogging.
LIMITATIONS
This report has been prepared for the specific application to the subject project for the exclusive
use by Mrs. Wendy Priest and her associates, consultants and contractors. We recommend that
this report, in its entirety, be included in the project contract documents for information of and
estimating and bidding purposes by prospective' contractors and for compliance to the
recommendations in this report during construction. The conclusions and interpretations in this
report, however, should not be construed as a warranty of the subsurface conditions. The scope
of this study does not include services related to construction safety precautions and our
recommendations are not intended to direct the contractor's methods, techniques, sequences or
procedures, except as specifically described in this report for design considerations.
Our recommendations and conclusions are based on soil conditions encountered in the test pits,
our engineering analyses, and our experience and engineering judgment. The conclusions and
recommendations are professional opinions derived in a manner consistent with the level of care
LIU & ASSOCIATES, INC.
March 15, 2011
Wendy Priest Residence
L&A Job No. 11-004
Page 17
and skill ordinarily exercised by other members of the profession currently practicing under
similar conditions in this area. No warranty, expressed or implied, is made.
The actual subsurface conditions encountered during construction may vary from those
encountered in the test pits. The nature and extent of such variations may not become evident
until construction starts. If variations occur then, Liu & Associates, Inc., should be retained to
re-evaluate the recommendations of this report, and to verify or modify them in writing prior to
further construction.
CLOSURE
We are pleased to be of service to you on this project. Please feel free to call us if you have any
questions regarding this report or need further consultation.
Six plates attached
Yours very truly,
LIU & ASSOCIATES, INC.
J. S. (Julian) Liu, Ph.D., P.E.
Consulting Geotechnical Engineer
LIU & ASSOCIATES, INC.
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VICINITY MAP
LIU & ASSOCIATES, INC. WENDY PRIEST RESIDENCE
1056 DALEY STREET
Geotechnical Engineering • Engineering Geology Earth Science EDMONDS, WASHINGTON
JOB NO. 11-004 I DATE 3/7/2011 1 PLATE 1
of
31 DALEY ST
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VOL 2 PG 39
SITE AND EXPLORATION LOCATION' PLAN
Uu & ASSOCIATES, INC. WENDY PRIEST RESIDENCE
1056 DALEY STREET
Geotechnical Engineering • Engineering Geology • Earth Science EDMONDS, WASHINGTON
JOB NO. 11-004 DATE 3/7/2011 1 PLATE 2
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
SYMBOL
GROUP NAME
COARSE-
GRAINED
SOILS
MORE THAN 50%
RETAINED ON THE
NO. 200 SIEVE
GRAVEL
MORE THAN 50% OF
COARSE FRACTION
RETAINED ON NO. 4 SIEVE
CLEAN
GRAVEL
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
GP
POORLY -GRADED GRAVEL
GRAVEL WITH
FINES
GM
SILTY GRAVEL
GC
CLAYEY GRAVEL
SAND
MORE THAN 50% OF
COARSE FRACTION
PASSING NO. 4 SIEVE
CLEAN
SAND
SW
WELL -GRADED SAND, FINE TO COARSE SAND
SP
POORLY -GRADED SAND
SAND WITH
FINES
SM
SILTY SAND
SC
CLAYEY SAND
FINE-
GRAINED
SOILS
MORE THAN 50%
PASSING ON THE
NO. 200 SIEVE
SILT AND CLAY
LIQUID LIMIT
LESS THAN 50%
INORGANIC
ML
SILT
CL
CLAY
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SILTY AND CLAY
LIQUID LIMIT
50% OR MORE
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
ORGANIC
OH
ORGANIC SILT, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT AND OTHER HIGHLY ORGANIC SOILS
NOTES:
1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION
OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83.
2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED
ON ASTM D2487-83.
3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE
BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL
APPEARANCE OF SOILS, AND/OR TEST DATA.
LIU & ASSOCIA'T'ES, INC.
Geotechnical Engineering • Engineering Geology • Earth Science
SOIL MOISTURE MODIFIERS:
DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO
THE TOUCH
SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY
MOIST - DAMP, BUT NO VISIBLE WATER
VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH
WET - VISIBLE FREE WATER OR SATURATED,
USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE
UNIFIED SOIL CLASSIFICATION SYSTEM
PLATE 3
TEST PIT NO. 1
Logged By: JSL Date: 2/17/2011 Ground EI. ±
Depth
ft.
USCS
CLASS.
Soil. Description
Sample
No.
W
%
Other
Test
OL
Dark -brown, slightly silty, fine SAND, loose, organic, with fine
1
— — — —
roots, m_oist(TOPSOIL)----
SM
Rusty -brown medium -dense, silty fine SAND, trace gravel,
2
----
----------------------------------
-------------------------------------------
3
SW
Gray, medium -dense, gravelly, medium to coarse SAND, moist
3
____
_ (RelicTOPS01�—_____ '
4
----
SP
----------------------------------
Gray, medium -dense, fine SAND, moist
4
medium SAND, moist
5
6
--- _
SM
----------------------------------
Gray, medium -dense, silty fine SAND, moist
7
SW
Gray with yellowish stains, medium -dense, medium to coarse
7
SAND, trace to some gravel, moist
8
SID
Gray, medium -dense, fine SAND, moist
8
9
9
Test pit terminated at 8.0 ft; minor speck of groundwater @ 3.0 ft.
10
11
Test pit terminated at 9.5 ft; groundwater not encountered.
TEST PIT, NO. 2
Logged By: JSL Date: 2/17/2011
Ground EI. ±
Depth
ft.
USCS
CLASS.
Soil Description
Sample
No.
W
%
Other
Test
OL
Dark -brown, loose, silty fine SAND, with fine roots, organic, moist
1
— —
—,TOPS(iL/FILL)------------------�---
SM
Light -brown to light -gray, loose, gravelly, silty fine SAND, trace
2
of gravel, moist (FILL)
-------------------------------------------
3
OL
Dark -brown, loose, silty fine SAND, with fine roots, organic, moist
____
_ (RelicTOPS01�—_____ '
4
SM/SP
__________
Light -brown to light -gray, medium -dense, gravelly, slightly silty
medium SAND, moist
5
--- _
SM
----------------------------------
Gray, medium -dense, silty fine SAND, moist
6
7
-------------------------------------------
SID
Gray, medium -dense, fine SAND, moist
8
9
10
Test pit terminated at 9.5 ft; groundwater not encountered.
LIU & ASSOCIATES, INC.
Geotechnical Engineering• Engineering Geology • Earth Science
TEST PIT LOGS
WENDY PRIEST RESIDENCE
1056 DALEY STREET
EDMONDS, WASHINGTON
JOB NO. 11-004 1 DATE 2/21/20111 PLATE 4
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LIU & ASSOCIATES, INC.
Geotechnical Engineering • Engineering Geology • Earth Science
INFILTRATION TRENCH - SINGLE DISPERSION PIPE
WENDY PRIEST RESIDENCE
1056 DALEY STREET
EDMONDS, WASHINGTON
JOB NO. 11-004 1 DATE 3/14/2011 1 PLATE 5
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LIU & ASSOCIATES, INC.
Geotechnical Engineering • Engineering Geology • Earth Science
INFILTRATION TRENCH - SINGLE DISPERSION PIPE
WENDY PRIEST RESIDENCE
1056 DALEY STREET
EDMONDS, WASHINGTON
JOB NO. 11-004 1 DATE 3/14/2011 1 PLATE 5
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INFILTRATION TRENCH - MULTI DISPERSION PIPES
LIU & ASSOCIATES, INC. WENDY PRIEST RESIDENCE
1056. DALEY STREET
Geotechnical Engineering Engineering Geology •EarihScience EDMONDS, WASHINGTON
JOB NO. 11-004 DATE 3/14/2011 PLATE 6
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INFILTRATION TRENCH - MULTI DISPERSION PIPES
LIU & ASSOCIATES, INC. WENDY PRIEST RESIDENCE
1056. DALEY STREET
Geotechnical Engineering Engineering Geology •EarihScience EDMONDS, WASHINGTON
JOB NO. 11-004 DATE 3/14/2011 PLATE 6
APPENDIX
Laboratory Test Results
Wendy Priest Residence
LIU & ASSOCIATES, INC.
Z
Z
w
Q
w
a
1�101 t- SAM PFS l
ASTM C1171136 Particle Size Distribution Report
MINE llilillimililillimill 11111111111111
r
pillillslill 1 111111111
0111111111111111111111 1111111 011ll1I11
I ILI
111111111111 11 milli
11111111111111111111 HIM
GRAIN SIZE - mm
% COBBLES
% GRAVEL % SAND % FINES
SPEC`
PERCENT
CRS.
FINE J CRS. MEDIUMFINE
SILT
CLAY
0.0
0.0
0.0 0.0 0.6
69.6 -23.5
6.3
SIEVE
SIZE
PERCENT
FINER
SPEC`
PERCENT
PASS?
(X=NO)
#10
100.0
Atterberg Limits
#40
99.4
Coefficients
#200
29.8
DSO= 0.0757
D1 5= 0.0221 D10= 0.0115
0.0332 mm.
18.7
Classification
0.0213 mm.
14.7
Remarks
0.0125 mm.
10.7
0.0089 mm.
8.1
0.0063 mm.
6.8
0.0031 mm.
5.7
0.0013 mm.
4.3
(no specification provided)
Sample No.: 9728 Source of Sample: Priest Residence - 11-004 Date: 3-14-2011
Location: -TP- ElevJDepth: 4.01
Client: Lui &Associates
Project: 2011 Laboratory Testing
CASCADE TESTING LABORATORY. INC.
TFrSM C3 6 NBPECTIC M / EMMs reFES
'le9Mq Ka 129TH P . C e
9eo� 1aC91 o Project No: 0911-28 Nick Averill
Soil Description
Loamy sand
TP -2
Atterberg Limits
PL=
LL= PI=
Coefficients
D85= 0.317
D60= 0.184 D50= 0.144
DSO= 0.0757
D1 5= 0.0221 D10= 0.0115
Cu= 16.00
Cc= 2.71
Classification
USCS=
AASHTO=
Remarks
(no specification provided)
Sample No.: 9728 Source of Sample: Priest Residence - 11-004 Date: 3-14-2011
Location: -TP- ElevJDepth: 4.01
Client: Lui &Associates
Project: 2011 Laboratory Testing
CASCADE TESTING LABORATORY. INC.
TFrSM C3 6 NBPECTIC M / EMMs reFES
'le9Mq Ka 129TH P . C e
9eo� 1aC91 o Project No: 0911-28 Nick Averill
BioLsAmme2
a
Textural Triangle
D
IOOX clay.
MN
• v vv av sv �0 20 10 100X tl�
M*—PNteM mod
Shaded area is applicable for design of infiltration BMPs
Figure 3.27 USDA Textural Triangle
Source: U.S. Department of Agriculture
3-74 Volume 111– Hydrologic Analysis and Flow Control BMPs
February 2005
I
Textural Triangle
D
IOOX clay.
•1 ® 1
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Shaded area is applicable for design of infiltration BMPs
Figure 3.27 USDA Textural Triangle
Source: U.S. Department of Agriculture
3-74 Volume 111– Hydrologic Analysis and Flow Control BMPs
February 2005
I