20060120.pdfLESS CLEAR THAN THIS NOTICE
NOTICE: IF THE DOCUMENT IN THIS FRAME IS
IT IS DUE TO THE QUALITY OF THE DOCUMENT,
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L-- RESUB
Grade at comers: ht of new work . . ......
�NE 1 00.00 12310 JAN 2 2006
SE 100.00 SE Hwy 99
NW 103.5 NW 75 Bufl.DING DEPARTMEN7
SW 103.5 SW 11 .75 APPROVED BY PLANNING Cl-,Y OF EDMONDS
Ave. exist. grade 101.75 Ave. new ht. =1 19.125' Work Location on Lot Kerds Auto Brokers
Max. Ht -35 AS* scWe: 1"= 20 ft 22324 Hwy 99
Allowable ht. 13645' 14(-.7�'
COPY
OV D
Ct -Chlta:'Nol
Soundhloise originating from temporary construction sites as a result
of construction activity are exempt from the noise limits of FCC Chapter
5.30 only during the hours of 7:00 am to 6:00 pro on weekdays and PERMITN:Izv.V_2�/�
10:00 am to 6:00 pm on Saturdays, excluding Sundays and Federal
holidays. At all other times the noise originating from construction
limits Chapter 5.30, EXPIRES: 'gz/��v z
sites/activities must comply with the win of unless
a variance has been granted pursuant to ECC 5.30,120. ISSUED: 21171-060
City of Edmonds
THIS CARD MUST BE POSTED ON SITE AND AVAILABLE TO THE INSPECTOR
Owner: Welr"�
19
Setbacks for 06,;z' Zone
Site Address: ��32-(l
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Front
Side:
Proiect: rNI)
Varian�-.
InspMflons pprov otes
#1 ENGINEERING
MOBILIZATION AND EROSION CONTROL INSTALLATION MUST
BE APPROVED PRIOR TO COMMENCEMENT OF ADDITIONALWORK.
(425) 771-0220 x1326 Mobilization / Erosion Control
Tt tlurAootin Connection
Deteruirml/Stormt Connection
Forms (sidewak ddveway)
Water Service
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Permit# Side Sevver
Permit # Exist SS Lateral
Permit 4 Fight -of -Way (sAv c/g, paving)
Permit # GreatscInterceptor I
#2 SITE/DEMOLITION Pre -Demolition
Asbestos PSCAA i
AVB Water
Sewer Cap
Cleaned S' inal
—
- - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - -
#3 FOUNDATION Sedtacks
Footings
Foundation Wa I
Piers
Retairrmg Wii
Slab Insulation
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- - - - - - - - - - - - - - - - - - - - - - - - -
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—
—
#4 PLUMBING Ground Work
Permit 9 Rough In
Other
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- - - - - - - - - - - - - - - - - - - -
#5 PUBLIC WORKS Cross Connection Control
(425) 771-0235 Trah Enclosure
- - - - - - - - - - - - - - - - - - - - - - - -
N6.MCH/HVAC Gas TesVPipe
Permit 4 Equilonno
—
- - - - - - - - - - - - - - - - - - - - - - - - -
#7 FRAMING Exterior Sheathing
Shear Nailing
First Floor Framing
Framing
HeiWit Check
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- - - - - - - - - - - - - - - - - - - - - - - -
#8 INSULATE CAULK Wail
Floor
Ceiling
- - - - - - - - - - - - - - - - - - - - - - -
99 SHEETROCK NAIL
#10 FIRE INSPECTIONS FlAmLt
(425) 771-0215 Fire Protection
Fire Detwdon
Address &AW"—
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- - - - - - - - - - - - - - - - - - - - - - -
Call (425) 771-0220 x1333 for BUILDING INSPECTIONS
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RECEIVED
SKY VALLEYSURVEY& MAPPING FEB 2 U )&,7
ST SW
8021228
EDMONDS, WA 98026 BUILDING DEPT.
TO: EDDIE SHAWARI DATE: 10-30-06
22310 HWY 99
EDMONDS, WA 98026
SUBJECT: RETAINING WALL
CITY OF EDMONDS PERMIT #2006-0644
Eddie,
Per your request, I have completed fieldwork to locate existing footing forms with respect to the West
property line for the parcel located at the above address. I proceeded as follows:
Research & Reconnaissance:
I acquired a Record of Survey for the parcel performed by Meyring & Associates in 1996, recorded under
AF #9608095001, Records of Snohomish County Washington. In the field, I found the NW property
missing due to excavation. I found the SW property comer, as well as three other comers on the north
boundary.
Fieldwork:
I performed a field traverse on the parcel in order to find coordinate geometry for the existing property
comers as well as the westernmost footing forms for the proposed retaining wall. The forms were in place.
No concrete had been poured. I took seven shots on what would be the western edge ofooncrete after forms
would be stripped.
Calculation:
After reducing fieldnotes, I compared the existing geometry with that shown on the above mentioned
Record of Survey. I found a "best flf' between the SW property comer, and the northernmost comer at a
point on the north property line where itiogs. I used this inverse as the Basis for the survey. Not only did
this represent the best fit (within 1.9 inches over 148.30 feet), but it uses comers which are shown and
described on the Record ofSurvey. I was then able to compare the remaining field data with a theoretical
position for the NW property comer.
Precision:
Accuracy can be expected to be within I inch in the EastfWest direction, and within 1.5 inches in the
North/South direction.
Conclusion:
lfconcrete were to be poured in the foundation footing forms as I found them on
10-27-06, the NW comer ofthe concrete would fall 0.49 feet East ofthe West property line, and the SW
comer ofconcrete would fall 1.28 feet East ofthe West property line. The concrete footing would not
encroach on the neighboring parcel to me W est.
Thank you for the opportunity to be of service,
Ai hael E. Bell, PLS #18075
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LEGAL DESCRIPTIONS:
PARCEL&4A'$
Beginning at the SW comer ofthe SW V4 oftheNW 1/4 ofthe SW 1/4 of
Section 29, Twp 27 North, Range 4 East, Willamette Meridian;
Thence N 00' 44' OVE, 365.00 feet;
Thence S 891 05' 58" E, 255.00 feet to the true point ofbeginning:
ThencerN OV 44' 00" E, 125.00 feet;
Thence S 53* 25' 09" E, 101.42 feet;
Thence N 00* 36' 41" W to a point which is S $91 05' 5811 E from the true point ofbeginning;
Thence N 89' 05' 58" W to the true point ofbeginning;
Situate in the County of Snohomish, State of Washington.
PARCEL"B"
All that portion ofthe East V2 ofthe SW 1/4 ofthe NW 1/4 ofthe SW/4 of
Section 29, Twp 27 North, Range 4 East� WillametteMeridian;
Lying West of State Road #1;
EXCEPT
TheNortherly 300 feet thereof as measured along the westerly side;
Situate in the County of Snohomish, State ofWashington.
PARCELS "All AND "B" COMBINED
All that portion ofthe East V2 ofthe SW V4 oftheNW % of the SW 1/4 of
Section 29, Twp 27 North, Range 4 East, Willamette Meridian;
Lying West of State Road # l(aka US HWY 99);
EXCEPT
The Northerly 300 feet thereof as measured along the westerly side;
Situate in the County of Snohomish, State of Washington.
AND
Beginning at the SW comer ofthe SW V4 ofthe NW [A ofthe SW 1/4 of
Section 29, Twp 27 North, Range 4 East, Willamette Meridian;
Thence N 00* 44' 00" E, 365.00 feet;
Thence S 891 05' 5W' E, 255.00 feet to the true point ofbeginning:
Thence N 89* 05' 59" W to the true point ofbeginning;
Situate in the County ofSnohomish, State of Washington.
Thence N 00* 44' 00" E, 125.00 feet;
Thence S $30 25' 09" E, 101.42 feet;
Thence N 00* 36'41" W to a point which is S 891 05, 5811 E from the true point ofbeginning;
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"T" HWAGEOSCIE"NCES INC.
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October 13, 2006
HWA Project No. 2006-054-21
Waite Architects
I I I Durbin Drive
Edmonds, WA 98020
Attn: Stephen Waite, AIA
RE CITY OF EDMONDS SPECIAL INSPECTION — SOIL BEARING VERIFICATION FOR
RETAINING WALL FOUNDATION
Kero's Auto Brokers
22324 Highway 99, Edmonds, Washington
Dear Mr. Waite:
As authorized, HWA GeoSciences Inc. (HWA) visited the above -referenced site today to
inspect the exposed subgrade for the retaining walls along the north and west property
lines at the northwest corner of the site. The forms for the wall footings have been
constructed and reinforcement steel placed. The exposed subgrade soils consisted of
outwash and glacial till, comprised ofdense to very dense, olive brown, silty to clean,
sandy, gravel with cobbles. No ground water seepage was noted. The bottom oftbe wall
foundations was measured to be approximately 18 to 21 inches below adjacent grade (top
of asphalt pavement).
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In our opinion, the expos , d foundation soils are capable of supporting the allowable
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bearing capacity of 3,000 pounds per square foot (psf) and the recorm endations of our
geoteelmical report have been followed. If the foundations are not poured immediately,
we recommend that the exposed subgrade soils be protected from exposure to rain. Iftbe
sub&rade soils are exposed to rain/become wet, it may be necessary to remove the upper
several inches ofdisturbed soil, requiring the removal ofreinforcement steel.
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Thank you for the opportunity to provide this service. Should you have any questions, or
require additional services, please contact us.
Sincerely,
RECEIVED
HWA GEOScIENcrs INC.
OCT 1-7 2006
PMENT SEp4erS CTR�
ITY MONDS
19730 - 6 Ith Av-tte W
Suit� 200
Bryan K. Hawkins, P.E. iyluw-d, 'A',\ 93036.5957
Tel: 125.774.0106
Geotechnical Engineer 1;,,,: .125.77-1.271,1
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08/18/2006 15:04 4257752073 REED & ASSOCIATES,PS PAGE 02
Ilk REED & ASSOCIATES, PS
E gineering
W, rdmonds, WA 96026
ofto (425) 778-2793 Fax (425) 775-2073
8/18/06
City of Edmonds
Attn: Ann Bullis
250 — V" Ave North
Edmonds, WA 98020 AUG 18.2006
Re: R&A Job#05-71 8 allgrOFOEIMM""
Keros Auto Brokers
Retaining Wall Verification
To Whom it May Concern:
The following is in response tc the Reid Middleton review of File No. 212001.013/04401, Keros
Retaining Wall, dated August 16, 2006:
This office has reviewed the al)ove-referenced retaining wall on several occasions. It has been
determined the methodology used for analysis is in compliance with standard engineering
principles. This wall is structurally adequate to resist all required loads.
Should there be any questions or comments please contact our office.
Sincerely,
CITY COPY
Wendell Reed, PE, CBO
30771
NAL
FEXPIRES 6-27- pg
05-718 (WER) Letter 060818
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GARY HAAKENSON
CITY OF EDMONDS MAYOR
121 STH AVENUE NORTH -EDMONDS. WA98020 - t425) 771-0220 -FAX (4251771-0221
Website: �ci,edmondS.wa,us
DEVELOPMENT SERVICES DEPARTMENT
'67c. isq� Planning - Building - Engineering
Mr. Eddie EI-Sharawy May 22, 2006
Kero's Auto Brokers
22324 Highway 99
Edmonds, Washington 98026
RE: Kero's Auto Brokers @ 22324 Highway 99, Edmonds and adjacent north parcels
Dear Mr. EI-Sharawy:
Thank you for your telephone message to me last Thursday; we have verified t he following
information:
The site addressed as 22324 Highway 99 (with the Kero's Auto Brokers building) has a
Snohomish County tax account parcel number of #27042900307100, the property owner is
Yeriel LLC.
Yeriel LLC owns the two separate tax account parcels to the northeast of 22324 Highway 99.
The most westerly parcel is not addressed but the parcel number is #27042900306600 and a
pole building and shed are located on the west side of this parcel. This is also the parcel where
you have started construction of the retaining wall.
The second parcel directly east, is parcel number #27042900306500 and shows an address of
22304Highway99. Ali existing building sits in the northeast comer of tile property.
e This accounts for the three structures/buildings referenced in City letter dated 5/16/06.
The confusion during plan review of the retaining wall is that the plot plan provided by Mr. Waite
dated May 2, 2006, is for the parcel that contains the Kero's Auto Brokers building (parcel
#27042900307100) not parcel ##27042900306600 that contains the pole building, shed and proposed
retaining wall. Please instruct your Architect to submit a true and accurate plot plan for parcel
927042900306600, include the pole building, shed and proposed retaining wall. The address for this
parcel will be 223 10 Highway 99.
Lastly, you indicated that the parcels were 'combined' but be advised, Snohomish County and City
records do not show a lot aggregation for these contiguous parcels. If Yeriel LLC is interested in a Lot
Aggregation contact the City Planning Division for the process and fee information.
Sincerely,
Jeannine L. Graf
Building Official
tricorporated August 11, 1890
Sister Citv - Hekinan, Janan
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GARY HAAKENSON
CITY OF EDMONDS MAYOR
121 5TH AVENUE NORTH - EDMONDS. WA 98020 (425) 771-022D FAX (425) 771-0221
website: �.dedmo,dsma.U�
DEVELOPMENT SERVICES DEPARTMENT
891� Planning Building - Engineering
Mr. Eddie EI-Sharawy May 16,2006
Kero's Auto Brokers
22324 Highway 99
Edmonds, Washington 98026
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RE: 22324 Highway 99, Edmonds
Dear Mr. EI-Sharawy:
As a follow-up to the Stop Work Order issued on May 12, 2006 for construction of a retaining
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wall on the northwest comer of the subject property it has been brought to my attention that three
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'new' buildings/structures exist to the north and northwest of the main Kero's building. A check
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of City permit records revealed the following:
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0 1984 site plan for Time Oil to construct the main concrete block building (approximately
60x4O) no other buildings or structures were located to the north of the main building
* Site plan submitted on 7/29/02 for Time Oil shows no buildings or structures to the north
of the main building
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Site plan dated 10/03/02 submitted for Kero's shows no other buildings or structures
located to the north of the main building
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Site plan dated 1/23/06 submitted for Kero's shows no other buildings or structures
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located to the north ofthe main building
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Site plan dated 5/2/06 for Kero's retaining wall shows an 'existing building' on the
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northeast comer of the property
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No permits have been found on file for t he building on the northeast comer of the
property, the canopy or the small building located to the northwest of the main building
Please respond in writing by May 26, 2006 providing your explanation of when these
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buildings/structures were constructed.
If you have any questions please feel free to contact me during City office hours of 9:00am to
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noon and 1:00pm to 4:00pm. Monday through Friday at 425-771-0220 extension 1226.
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Sincerely,
Jeannine L. Graf
Building Official
Incorporated August 11, 1890
C;-- 1;— .-1.!--- I----
GARY HAAKENSON
CITY OF EDMONDS MAYOR
121 5TH AVENUE NORTH -EDMONDS, WA98020 - (425� 771-0220 -FAX 1425) 771-0221
Website: �aedmonds.wa.us
DEVELOPMENT SERVICES DEPARTMENT
4", z Planning - Building - Engineering
May 12,2006
Mr. Eddie EI-Sharawy
Kero's Auto Brokers
22324 Highway 99
Edmonds, Washington 98026
5 RE: Retaining Wall Permit Application Plan Check #06-197
Dear Mr. EI-Sliarawy:
During review of the subject permit application a City reviewer noted on Page I of the HWA
GeoSciences, Inc. geotechnical report dated April 28, 2006, the following statement, "at the time
of performing this report, a cut had been made into the slope exposing the materials to be
retained." This prompted a site inspection this morning which discovered the foothigs are
completely formed with rebar in place including vertical stubs as well as portions of the wall also
formed with rebar.
'Order was posted.
Because no permit has been issued by the City for this work a "Stop Work�
No further construction work may progress unless deemed an emergency situation by the
Geotechnical Engineer of record. As recommended on Page 3 of the HWA report the
owner/contractor should be monitoring the stability of the temporary cut slopes, controlling
ground and surface water and should protect the slopes as necessary to prevent sloughing of
soils. If any emergency work is deemed necessary by the Geotechnical Engineer of record
between now and the time the building permit is issued the City expects a field report on the
situation and correction to be submitted within 24 hours of the direction.
Lastly, please be advised investigation fees shall be charged by the City for work started in
advance of pertnit issuance.
If you have any questions please feel free to contact me during City office hours of 9:00am to
noon and 1:00pm to 4:00pm. Monday through Friday at 425-771-0220 extension 1226.
Sincerely,
Jeannine Carraf
Building Official
Cc: Brian Hawkins, PE, HWA GeoSciences, Inc.
Incorporated August 11, 1890
Sister City - Hekinan, Japan
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HWAGEOSCIENCES INC.
VGeotechnical Engineering - Hydrogeology Geoenviron votal Services - Insperth,,, lleslillg
April 28,2006 RECEIVED
HWA Project No. 2006 -054-21
MAY
Kero's Auto Brokers DEVELOPMENT SERVICES r7R
CITY OF EDI.,iouos
2234 Highway 99
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Edmonds, WA 98026
Attention: Eddie Sharawy
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GEOUCHNICAL AsSESSMENT FoR RETAINING WMA
RE:
Kero's Auto Brokers
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22324 Highway 99, Edmonds, Washington
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As authorized, HWA GeoSciences Inc. (HWA) has conducted a geotechnical assessment
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for a planned retaining wall at the northwest comer of your property. The objective of
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our assessment was to provide geotechnical recommendations for design, permitting and
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construction of the planned new retaining wall. This letter report summarizes the results
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of our assessments and provides our recommendations.
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PLANNED RETAINING WALL
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The wall will support an approximately 8 feet high cut into a slope along a portion of the
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north and west property lines, as shown in Figure 1, Site Plan (provided by Waite
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Architects). The planned wall will extend about 52 feet in length along the west property
line and about 76 feet in length along the north property line.
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OBSERVATIONS
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The ground surface behind the wall is fairly level, rising slightly to the west. An
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apartment building lies within 10 feet of the to p of the wall to the west of the planned
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wall. A 24-inch hemlock tree is located several feet behind the top of the wall between
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the wall and the apartment building. Car parking is located above the north side of the
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wall.
At the time of performing this report, a cut bad been made into the slope exposing the
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materials to be retained. Portions of the cut face were supported with temporary sho ng,
consi sting of plywood sheets covering the exposed cut face supported by 2x4 wood stud
19730 - 64th Avenuevl.
rakers. Suite2o�—
Lynnwood, WA 9�036.5957
TO: 425J74.' 0106-'!��";
www. wig
April 28, 2006
HWA Project No. 2006-054-21
SOIL CONDITIONS
The published geological map (Geologic Map ofthe Edmonds East and Part of the
Edmonds West Quadrangles, Washington, by Mackey Smith 1975) shows the general
area is underlain by Vashon till. Till is predominately a mixture of clay, silt, sand, gravel
and cobbles that has been compacted under the weight of a glacier to form a concrete -like
dense, forms
material, which is colloquially referred to as hard pan. Till is typically very
stable slopes, and is relatively impervious. However, water frequently percolates through
the weathered, loose, sandy upper layers of the till profile.
Soil conditions visible at the exposed face of the cut were logged in 3 places along the
wall:
NW Property Corner Metween.,Rlywood shoring..sheets)
Depth Soil Descripti
0 to 4 feet Medium dense brown, silty sand to sandy silt with
abundant roots and scattered gravel and cobbles, dry,
(TopsoiVWeathered Outwash).
4 to 7 feet Dense, gray brown, gravelly sand to sandy gravel, dry,
(Outwash).
wn, gravelly, silty sand, moist, (Till).
7 to 9 feet Dense, gray bro
9 feet Bottom of excavation.
South End of Wall
Depth Soil Description
0 to 3 feet Medium dense brown, silty sand with scattered gravel and
cobbles, dry. Abundant roots/rootlets, (Topsoil/Weathered
Outwash).
3 to 5 feet Medium dense becoming dens gray, sandy gravel to
gravelly sand, moist, (Outwash).
5 to 8 feet Dense, olive gray, gravelly, silty sand, moist, (Till).
8 feet Bottom of excavation.
East End of W
Depth Soil Description
0 to 2.5 feet Medium dense to dense, light brown, gravelly, silty sand
with cobbles/boulders, dry. Roots, plastic wire and plastic
garbage debris noted, (Fill).
Retaining Wall - Keta's Auto Braktas 2 HWA GEOSCIENCEs INC.
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April 28, 2006
HWA Project No. 2006-054-21
2.5 to 3.5 feet Loose to medium dense brown, silty fine sand with
scattered gravel and coj�bles, moist. Roots and rootlets
present, (Weathered Outwash).
3.5 to 6 feet Medium dense to dens , brown, gravelly sand with
scattered cobble s, moist, (Outwash).
6 feet Bottom ofexcavation.
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]RECOMMENDATIONS
The following sections provide geotechnical design and construction recommendations
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for a cantilevered concrete retaining wall.
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Temporary Excavations
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Any temporary excavations deeper than 4 feet should be sloped or shored in accordance
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with current State ofWashington Labor and Industries Safety and Health guidelines,
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WAC (Washington Administrative Code) 296-155. Per these guidelines, the onsite
outwash soils classify as Type B soils. Unsupported excavations in Type B soils should
be sloped no steeper than IH:IV. These recommended maximum slopes are applicable
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to temporary excavations above the water table only; flatter side slopes would be required
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for excavations where ground water seepage is encountered.
The near vertical excavation into the slope bad been performed prior to our involvement
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in the project. It should be noted that the existing excavation exceeds the sloped
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requirements ofthe WAC (Washington Administrative Code) 296-155 and the shoring
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provided is likely insufficient to adequately support the excavation.
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The contractor should monitor the stability of the temporary cut slopes and adjust the
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construction schedule and slope inclination accordingly. The contractor should be
responsible for control of ground and surface water and should employ sloping, slope
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protection, ditching, sumps, dewatering, and other measures, as necessary, to prevent
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sloughing of soils.
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Foundations
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We recommend wall foundations bear a minimum of 18 inches below the lowest adjacent
finished exterior grade, for frost protection considerations, and be sized for an allowable
bearing pressure of3,000 pounds per square foot (psf). We noted that some ofthe
partially completed footing excavations do not extend to 18 inches and will need to be
deepened.
Lateral Earth Pressures
For static lateral earth pressure loading, we recommend using an equivalent fluid density
of35 pounds per cubic foot (pcO. For seismic loading, an additional uniformly distributed
Retaining Wall - Kews Auto Broken, 3 11WA GEOSCIENCES INC
April 28, 2006
HWA Project No. 2006-054-21
dynamic increment of 7H psfshould be added to the static loading, where H = wall height
in feet. Additionally, the lateral forces generated by the traffic surcharge above the wall
should be included. We recommend modeling this surcharge as an additional 1.5 feet of
fill above the wall height, or an additional 200 psf.
These equivalent fluid densities do not include hydrostatic pressures. Drainage, as
discussed in the following section, should be provided behind the wall to prevent the
buildup of hydrostatic pressures. The portion of the wall along the north property line will
have surcharge loading as a result of the parking lot immediately above and behind the
wall.
Sliding Resislance
Lateral forces may be resisted by a combination of sliding resistance of the footing on the
underlying soil and passive earth pressure against the buried portions ofthe wall and
footing. For design purposes, a coefficient of friction of 0.5 should be used between the
base of the footing and native soil. A passive earth pressure equivalent to a fluid
weighing 200 pcf may be assumed for properly compacted fill placed against the buried
portion ofthe wall foundation. This value assumes the ground surface adjacent to the
footing and walls is level and that the area in front of the wall will not be disturbed.
Drainage
We understand that the concrete forming the wall will be cast directly against the
geocomposite drains, which are immediately against the soil face. As such, no wall
backfill will be required. Because insufficient clearance exists to construct a piped
drainage system behind the wall, we recommend using a prefabricated geocomposite
drainage blanket secured against the cut soil face. The geocomposite drainage blanket
should be connected to connection pipes/weepboles, consisting of solid PVC pipe
installed through the wall to discharge water to the area in front of the wall or to a footing
drain.
The geocomposite drains should cover the entire face ofthe excavation. The core ofthe
geocomposite should not be less than 0.25 or more than 0.50 inches thick and should be
either a preformed grid or embossed plastic or a system of plastic pillars and
interconnections forming a semi -rigid mat. The core material, when covered with
geotextile, should be capable ofmaintaining a drainage void for the entire height of
permeable liner. Preformed drains should be secured to the excavation face with the
geotextile side against the ground. They should be connected to the PVC connection
pipe/weephole. When splicing ofdrains is required, full flow through the splice shall be
maintained, and splices shall be suitably protected from damage and contamination.
Weepholes, consisting of the connector pipes embedded in the wall, should be provided
at the center ofevery geocomposite sheet or 5 feet (centerline to centerline), whichever is
Retaining Wall - K='s Auto Bmkcm
4
HWA GEOSCIENCES INC.
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April 28, 2006
HWA Project No. 2006-054-21
less, The drains/weepholes should be sloped at about 2% grade downwards towards the
face of the wall.
To connect the PVC connector pipe/weepboles to the geocomposite drains, a hole should
be cut in the geocomposite strip slightly larger than the diameter of the PVC connector
pipe. The hole should extend into the geocomposite strip plastic core, but not through the
geotextile. To assure passage of ground water from the drain strip into the PVC
connector pipe, the inlet end of the connector pipe should be slotted at every 45' around
the perimeter of the pipe where it connects to the drain strip.
Surface runoffshould be prevented from entering the geocomposite drain by folding the
material at I foot below the ground surface above the wall and backfilling against the
wall with silty backfill.
CONDITIONS AND LuqiTATiONS
We have prepared this slope assessment for use by Mr. Sharway and his designated
agents for use in the design, permitting and construction of a concrete cantilever retaining
wall at this site. The conclusions and interpretations included in this report should not be
construed as our warranty ofthe subsurface conditions. Experience has shown that soil
and ground water conditions can vary significantly over small distances. Inconsistent
conditions can occur between explorations and may not be detected by a geotechnical
assessment such as this. If, during future site operations, subsurface conditions are
encountered which vary appreciably from those described herein, HWA should be
notified for review of the recommendations of this letter report, and revision ofsuch if
necessary.
The scope of work did not include environmental assessments or evaluations regarding
the presence or absence of wetlands or hazardous substances in the soil, surface water, or
ground water at this site. This firm does not practice or consult in the field ofsafety
engineering. We do not direct the contractor's operations and we cannot be responsible
for the safety of personnel other than our own on the site; the safety of others is the
responsibility ofthe contractor. The contractor should notify the owner ifany ofthe
recommended actions presented herein are considered unsafe.
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April 28, 2006
HWA Project No. 2006-054-21
Tbank you for the opportunity to provide this s6rvice. Should you have any questions
regarding this slope assessment, or require additional services, please contact us.
Sincerely,
HWA GEOSCIENCES INC.
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Bryan K. Hawkins, P.E. E. Hall, P.E.
e�"-�Mchnical Engineer/President
Geotechnical Engineer Geote,
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Enclosures: Figure 1. Site Plan
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Remi.ing WA - Kems At. 8.kers 6 HWAGCOSCIENCESINC.
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24,*db Apt. Bldg. S' horiz. dist. interval
h hem marks.
1542 p,.ix,rty the �71, ____a; a! a! -81 _W'.. 1. (for wall height)
.+8.00'
+ --------- -
proposed + 6.00'
existing building retaining wall
+ 4.00'
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note: 61
typ, bottom of wall
0,50' 4_1
+ 2.00'
--------------
+0.00,
(assumed
elevations)
166.2 Pr.PsAY fl..
Hwy99 Site Plan
I-dI__ roperty line &.1.: 1" 30 it 1 if property line
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apartment—w- parking
L 9'-9" 1 & drive
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-Pri02a., -Rr!�qe- orig! at grade
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geo-textile mat
subject eo-textile mat subject
Pr_ property 9 drain system Pr property drain system
Fo per geo-tech -tech
per geo
concrete report to weep concrete report to weep
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S.O.g. over holes. s.o.g. over holes.
existing existing
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retainin v4spection --re Irfln 11 vc ion
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Permit Inspection Details
Permit: BLD20060120
PERMITTRAX
312006 Snook 0 APPROVE�
y
Total Time:
0
0
D3123/2006 Snook 0 APPROVED
y
Total Time:
0
....... . ... .. .... . .... .. .
y
02101/2007 Snook 20 APPROVED
Total Time:
20
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... .... .... . ..
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05103/2007 WESTFALL 0 Fire approved Installation.
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Total Time:
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Total inspections:
4 Total Time:
20
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012009 4:31:12 PM
Page I of I
RECORD OF INSPECTIONS
INSPECTOR DATE APPROVED
SETBACKS .....................
FOUNDATION:
Footing ......................
wall _ .......................
Pier/Porch .................
Retaining Wall ...........
Slab Insulation .......... z
PLUMBING: 0
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Underground .............
Rough -in ........... -4
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Commercial Final ITI
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HEATINGi 0
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Gas.Tast .................... --I
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!ping .................
10-1
'eve. P C
Equipment .................
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Commercial Final
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EXTERIOR SHEATHING
NAILING ..........................
FRAMING ............ vv\ rn M
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FIRST FLOOR FRAMING 0
INSULATION .............. ITI 0
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Floor Insulation
Wall Insulation ........... . __4
Ceiling Insulation z
SHEETROCK NAILING
SPECIAL INSPECTION z
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MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY ..................
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