22817 102ND PL W.PDF11111111111111
15362
22817 102ND PL W
ADDRESS:
TAX ACCOUNTTARCEL NUMBER: del 41e /4, 7 "4-5 � /I
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: DETERMINATION: [-] Conditional Waive dy Required E] Waiver
rxstu
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
LID #:
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PER] IT(Slu-
SOILS REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
LATEMP\DS'rs\Forms\Street File Checklist.doc
0
E
PLANNING DATA
New Commercial / Mulffamily Proiects
A44
SITE ADDRESS: 2-2- 9'/ -7 2 — P1 ZONING: 8A)
USE(S) PROPOSED: ALLOWED?: Yzj
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED
(YRO
CUP File: To Allow What Uses?:
ADB FILE #:
PARKING:
Use: o(-4-u- No. Spaces Required: I Z4vo
X 82-es-,�)2— 9A?5
(floor area, # employees, etc.) 3,7
Use: No. Spaces Required:
:_ IT' (floor area, # employees, etc.) Amtgpl�
N
Use: 9,4�A't4 o. Spaces Required: /Fm
X (floor area, # employees " etc.)
Use: No. Spaces Required:
X (floor area, # employees, etc.)
Total Required: j2- Actual Provided: 22
SETBACKS:
Required Setbacks:
Front: 2-,o I Left Side: 0' Right Side: /5 Ao, Rear: --(9'
-Tt, 6xt.-V
Actual Setbacks:
Front: 2.o' Left Side: lo' Right Side: i5' Rear:
Street map checked for additional setback required? Qtt
_y/No) Al&,4
MAXIMUM FLOOR AREA: 5 5-/ e
o.7
Maximum Allowed Actual: Io' ---- I— "= ? f -
"J
BUILDING HE16HT:
(347.1) Actual Height:
Maximum Allowed: 34 4 is)
Modulation Allowed?: Nh. —Modulation Height: !VA
;F.' j -77
P4 � -
tu bg omwt2l bai4. a. 4�,t!rkmw Datum Elevation: 32�-o.
,T,Point, 4
!1evato"r'F5eWth6use >;3 feet over height limit? If so,VAR#
V;
LANDSCAPING:
0' 1
�90.; -.t
Matches ADB approved: Yt,�
z -1 1%
0 Bid Provided?
A� 6,.-x
Bond Amount (100% bid): ef4_,vc
z
CRITICALAREAS#: j999,-97 5 E4 1�Pa C;co+e_�,�w EA
X#V.� k,7,0 A/b- &,V 0/1 710�r_; k*, tq�, 0,
G&&rt;,e A)w �tmA I /it 14-0 or o,
SEPA DETERMINATION: PN� aveA 417djag Laa-4ew-"
Z
J b t4 �-Aj, C4U. pw�. Alb App-14. 4% 14-,73
P"b
SHORELINE REQUIRED?:
Continued ...
1A1ibrary\AP1andatNewComm.doc
DATE: PLAN CHK#* 05-2-07
NAME OF BUILDING PERMIT APPLICANT:-64wtt N&fu,., 6m5,,
PROJECT DESCRIPTION: 94-CZ
ADB FILE #: 'IT- 3 9 OR DATE WAIVED:
Y
PLANS MATCH APPROVED PLAN: tg
SUBDIVISION:
LOT AGGREGATION REQUIRED?: t,&
REDUCED SITE PLAN (8.5X11) PROVIDED FOR STREET FILE? 6'y7—,c 14 - ov—
OTHER: !Z19e,01- 1A-AS((,p4 6 4 f-� (r" )
1144
Plan Review By:
1Ahbrary\Ap1andatNewComm.doc
FEB-26-2007_08:05A FROM: 4257717105 TO:7710221
17 A
Feb 23 2007 14:28
Feb 23 200? 3:18PM Allied Waste Of LtInnwood 425-770-1148 P.1
STREET FILE
ON 2/24107 1 WENT OUT TO EBI AT 22817 1 OeD PL IN EDMONDS TO INSPECT
THE ENCLOSUW FOR RECYCLE AND GARBAGE-
EBI'S ENCLOSURE WILL WORK FOR TBE CURRENT SERVICE THAT IMY
HAVE SIGNED UP FOR. IF IN THE FUTURE THEY WANT A BIGGER
CONTAINOR WE WILL HAVE TO MEET wITH THEM, AND CHANGE THE
ENCLOSURE.
I WILL CALL AND ALSO SEND TIUS NOTE TO STEVE FISMER AND LET HIM
KNOW THAT TFIIS WILL WOM
GENE TACKETT
12/17/2006 17:19
4256498758
GEOGROUPNORTHWEST
PAGE 02/02
*14
991��
LM Group Northwest, Mc.
000ted)n1cal &g1seers. Goologists, &
13240 NE 20th Street, Ste 10
Phone 425-649-8757
BivIronmental Sclertist
Bellevue, WA 98005
DAILY FIELD REPORT
Job # Date I Page # I Report#
G-1937 1 1212012006 1 of 1 9
Project Name & Location
Employee Benefits of Amer1ce, 22815 - 102nd Pl. W., Edmonds, WA
Fax 425-649-8758 1 Parmit;N
At the request of Mr. Charlie Nathan, Adam Gaston of GEO Group Northwest, Inc., visited the project
site to observe the repair of the rockery on the southern side of the site.
Repair - 4-foot rockeries on southern side of site
Today the contractor was excavating behind the existing maximum 4-foot high rockedes on the
southern side of the site and installing quarry spall rock. At the time of our site visit a quarry spall rock
curtain was belng placed behind the rockery with a width of at least 12-inches. Behind the quarry
spall rock native soils were being placed in 1 -foot lift thicknesses and beinR compacted by jumping
jack. It is our opinion that the fills were being compacted to a firm and unyielding condition which
is acceptable for placement behind the maximum 4-foot high rockery. We understand that the rockery
contractor was not available to do the work so a different work crew was attempting to repair the
rockery Without un-stacking the existing rockery rocks. A couple of the rockery rocks fell off the
rockery while we were at the site. The contractor will need to re -stack a few of the rocks.
Based upon todays site visit it appears that the southern rockery is being adequately repaired in
accordance with our recommendations in the letter dated November 27, 2006. We will return to the
site after rockery completion to verify the adequacy of the southern rockery.
go
,pair -_compaction of soil in front of solder pile wall
In accordance with the recommendations in the GEO Group letter dated November 27, 2006, the
surficial loose fills in front of the soldier piie shoring wall have been compacted by jumping jack and
plate compactor. Based upon probe penetrations of up to 6-inches in the sand site soils, it appears
that the sands have been compacted to a firm and unyielding condition which is acceptable to
provide lateral support for the cantilever soldier pile wall. The subgrade at this location also appears
to be acceptable for the proposed concrete walkway.
Copy to: Nathan Construction, Inc. I Contlnued
City of Edmonds
on next page
02/16/2007 12:55 4256498758 GEOGROUPNORTHWEST
PAGE 02/02
Group Northwest, hic.
&otethn IcRl Frigin oers, Goofogl9ts,
DivronFrOntal sciartit is
13240 NE 20th Street, Ste 10
Phone 425-649-8757
Bellevue, WA 98005
STREET FILE
DAILY FIELD REPORT
Job # I Date I Report #
G-1937 02/1612007 1 Pagoll#of 1
Project Name & Location
Employee Benefits of America, 228.15 - 102nd Pl. W., Edmonds, WA
Fax 425-649-8758 1 Permit #
GEO Group Northwest, Inc. was informed that some work was being done at the northern rockery
area by the structural engineer. So Ad2m Gaston of GEO Group Northwest, Inc., visited the site to
observe earthwork.
Northern Rockery -and Slope Repair
The contractor has removed the upper (non -conforming) rocker
ry at the northern property line. The
-owner has graded the existing soils behind the rockery to roughly 211: 1V above the rockery and
placed a concrete walkway at the top of the slope adjacent to the building. When we arrived the
contractor had just completed installIng sonotube formed pier footings for a new stairway located
south of the northern rockery. Based upon discussions with Mr. Charlie Nathan we understand that
the these pier footings were founded at a depth of 5 feet b I elow ground surface, in the native competent
site soils. Accordingly, the footings should not impart a surcharge on the adjacent rockery.
At the time of our visit the contractor was installing landscaping on the slope area above the northern
rockery. We recommended that the contractor compact some of the soils on the slope as they
appeared loose at the time of our visit. Also several rocks at the top of the northern rockery were
precariously balanced at the top of the wall. We pointed out some of the rocks and recommended
that the dontractor remove small rocks from the top of the rocka which are in danger of falling.
Mr. Nathan indicated that he will contact GEO Group Northwest, Inc. for a final site visit sometime
next week. At that time GEO Group Northwest, Inc., can review final erosion control conditions and
begin preparation of the final letter for geotechnical inspections.
BUILDING DEPT.
Copy to: Nathan Construction Continuod
City of Edmonds.
on next page
02/16/2007 12:55
4256498758
GEOGROUPNORTHWEST
PAGE 01/02
Date: a hi 10 -7
To: Mr. Charlie Nadm
Nathan Construction, Inc.
9792 Edmonds Wy PMB #266
Edmonds, WA 98020
(425) 771 - 7270 - Phone
(425) 771 - 7105 - Fax
City of Edmonds
Development- Services.Dept.
(425) 771 - 0220 - Phone
(425) 771 - 0221 - Fax
Re Employee Benefits of America
22815 - 102nd Place West
Edmonds, Washington
Attached; Field Report(s) #
Please call if you have any questions.
Thank You.
GEO GROUP NORTHWEST, INC.
-ekTrwadc-
-Geeleg�
cc:
Group Northwest, be.
04019chtdc3l enho to, GaologKla' A
MvIrawromal Sclemtifi
Page I of 21
i4r,Lyle
c2�-w�e��,,
�' ling
li Oth' P1. S.
v"" �2
Ke , WA 032-1,008
25)251-8
RECEIVED
FEB 2 0 2007
BUILDING DE�T.
13240 NE 20th Sftee� Suite 10, Bellevue, WA 98005 PHONE 425/649-8757 - FAX
McConnell, Jeanie
From: McConnell, Jeanie
Sent: Wednesday, February 07, 2007 10:45 AM
To: Gebert, David; Miller, Noel; Bowman, Duane
Cc: Kammerer, Jim; Moles, Tod; Engineering Inspector
Subject: Employee Benefits of America - 22815 102nd PI W - Tree issue
Hello,
I just got off the phone with Charlie Nathan (Owner/Developer of EB of A) and he will get someone out to remove the tree.
The tree being removed has been jeopardized by the new sidewalk that was constructed as a condition of the
development approval for the project.
Engineering Inspectors will make sure the tree has been removed prior to granting final approval for the project.
Jeanie WcConneff
Engineering Technician
425-771-0220, aV. 1338
T,gX- 425-771-0221
mcconneffi6ciedmonds.wa.us
zo,
INC.
4f
ki fw-
4-7
1:7
TO
12/17/2006 17:19 4256498758 6E0GRUUPNUR1'HWEST PAGE 01/02
A:EE?26
Group Northwest, Inc.
Gaftohnfccd Diolneers, Geowgmft,
Date: L>j-4-()j'Q-(-
� I
To: Mr. Charlie Nathan
Nathan Construction, Inc.
9792 Edmonds Wy PMB #266
Edmonds, WA 98020
(425) 771 - 7270 - Phone
(425) 771 - 7105 - Fax
City of Edmonds
Development Services Dept.
(425) 771 - 0220 - Phone
(425) 771 - 0221 - Fax
Re Employee Benefits of America
22815 - 102nd Place West
Edmonds, Washi*on
Attached: Pield Report(s) # _.__5
Please call if you have any questions.
Thank You,
GEO GROUP NORTHWEST, INC.
cc:
Page I of Z_
K Lyle qillCs?0"'
n
C PiRfig
'M'we � �""
188 F th Pi. S.
Ken V,�%032-1008
n
(4� e)251 - 8 8
Recel JVE�t:)
DEC 2 0 2006
DEVELOPW . NT
Q SERVICES
1'y OF Ej)M0t41)S CTR.
13240 NE 20th Str=t, Suite 10, Bellevue, WA 98005 - PHONE 425/649-8757 - FAX
Qr_uumuurrium i nwr-D i
1_'AbL U21111
Grou
Nrovembe-r 27, 2006
Northwest, -1ne.
Mr. Charlie Nathan
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
STREET FILE
Gootachnical Enolneers, Goologists
A Environmental Sclont1sts
Subject: RESPONSE TO CITY OF EDMONDS LETTER DATE, D 11116/06
PROPOSED COMMERCL41 BUILDING
22815 - 1.02" PLACE, WEST
EDAIONDS, WASHINGTON
Dear Mr. Nathan.:
G-1937
At your request and in response to. aletter. ftom. the City. of Edmonds dated November 16, 2006,
Adam Gaston of GEO Group Northwest..Jnc., has revicwcd our inspection reports for the
proposed proJect and visited the project site. We have prepared this letter to respond to the
following Comment in the I I /16/06 letter:
2a The City.hasreceived special inspection reports I through 7 (last report dated
12/'19/05) for shoring installation (pile ariflagging imtallation) only. Provide all
remaining reports, including follow-up special inspection report for over
excavation noted in.report V, and.reports -for additional required special
i.uspections (see covershect of.approved plans) for site dewaiering, subswface
d)ra-inagc,.))Iaccmcnt of fill and -compaction., soil bearing verification, arld. general..
site monitoring during wet weather construction.
Our responses to each of the isques are listed below- RECEIVED
F-Selid
Aepo —Tt� NOV 2 7
i3 U 1 L D 1 N G, E P'f
GI-70 Group Northwest. Inc... has monitored the insWlation of the soldier pile walls and the
augercast pile foundation. On ly one additional. field. report(# 8) beyond field report# 7 has been
issued. We have attached a cop), of field report #8 to this letter for the City's review.
113240 ME 20th Street. Sulle 10 - Bellevue, WashInglon 98005
Phone 4251649-8767 , FAX 4261649-8750
uuu%ai�uurrium i nwr-,.) i . f-'AbL 0311 E)
November 27, 2006
22815 - 102' Place West, Edmonds, Washington G-1937
Page 2
Soil Over- Excavation in front of Soldier Pile Wall
As noted in-Ouy field report #7, the contractor removed -a 2-foot-thir-kness-Of Soil'-froty) in front of
the uphill soldier pile shoring wall. GEO CTroup Northwest, Inc., reco.n.)mcndcd. that t1lis
thickness be replaced with compacted Artictural fill i n order to provide appropriate passive
pressure for lbe cantilever wall. In addition, we understand that a concrete walkway will be
located in this area which will require compacted structural fills.
At the time Of OUT site visit On November 21, 2006, probing with a 1/2-inch band probe indicates
that fills which have been placed in front of the up bill soldier pile wall consist of loose sands.
We recommend that these loose sands.be compacted by a vibratory roller and/or jiA m.ping jack to
a firm and unyielding. condition. GEO Group Northwest, Inc., has discussed this
recommendation with Mr. Nathan of Nathan Construction Company, inc..,.and he has indicated
that GEO Group Norfliwest,. Inc., will be called out to inspect compaction at this location, prior
to the installation of the proposed walkway.
Site Dewatering & Subsurface Drainage
At the time of out Original study at the site and during our site visits we have not observed
groundwater at the project site. In.our geotechnical. report forthe project.0130 Group Northwest,
Inc., recommended thal subsurface drainage measures consisting -of footing drainsand wall
drains be installed.. We have interviewed -the contractor, Mr. Charlie Nathan, and understand the
-following bued upon discussions with him: drainagc. mats were installed on the. soldier pile
shoring walls and connected via 4-inch diameter pipes to a tightline pipe which discharges into
the stormwalcr system. Based upon our understanding of the.site subsurf�ce conditions, the
_prcscnc�e of relatively free-drainiqg.sand soils,Al thesite, end the repo0edlyinstal led drainage
measures, it is our opinion that appropriate subsurface drainage measures have been installed for
the proposed building.
CEO Group Nortbwest, Inc.
UCUUMUUMNUM I riw=� I
HAUE 04/10
November 27, 2006
22815 - 102"' Place West, Edmonds, Washington G-1937
Page 3
Placement of Fill and CompRetiol.,
As. of November 21, 2006, GE
6 Group * Northwest, Inc., has not been contacted to monitor fill
placement or compaction. As noted above, some fills will be compacted and inspected inftont
of the upper soldier pile wall,
At the time of our site visit on November 21, 20.06 %ve.f6und loose fills located- behind the 4'-.foot
high rockeries on the southern side ofthe site (building rear) and behind the Moot high rockery
on the northern side of the site (building facing SR 104)). Rocl<e).ies are erosion control
st-rtictures and are. not typically used to retain. soils, however,. by virtue of their weight rockeries
can sometimes be used to retain fills provided that the rocks are large enough, the fills are
properly compacted and well -drained and the fills are reinforced if necessary. . Also, a zone of
quarry spall rock is generallyplaced.-behmd rockeries.in order_toprev�ent washing out of soil
between the Tock voids, No quarry spall rock was observed behind the site rockeries,
For the maximum 4400t high fill -rockeri.es. on the. southern. side of the. site (building- rear)
including those rockerics near 1021 Place West, we recommend that they be re -installed with a
quarry spall rock zone behind the TOCkery rocks and compactedstructural flills. GEO Group
Nordiwes.t, Inc., should be on -site at the timc of re -construction to vejif3l proper rockery
installation and fill compaction.
In addition, the 3 foot high rockery located on.the nDrthern side of the site(buildii.).g facing SR
104) consists of small 1 -man to 3 mail size rocks which are stacked with an approximate 18-inch
of6et, on top of an existing 3 -foot. high rockery. on the. adjacent northern property; At.tbetimeof
our site visit,no quarry spall roc-1, was visible behind the rockery. A soil washout had occurred at
the eastern end of the wall which appears to have deposited some soil onto the adjamn t northern
_proper!y. -Mr. Nathan has suggested that thi�s is due to water flowing off the building roof which
will be remedied when the gutters are installed next week,
We understand that cument plans call for a maximum 5-foot high segmentaLblo-ck retaining wall
to be installed on top of the Moot high rockery. We understand that the wall is necessary in
GEO Group Northwest, Inc-
---------- 1 . 1. 1-"- 1 rfAur- VD/ 1 V
November 27, 2006 G-1937
22815 - 102"" Place West, Edmonds, Washington
Page 4
order to construct a walkway on the north side of the building. Based upon our site observations,
it appears that the NvaHmay need- to be. at least. 3-feettigh. It is the opinion of GEO Group
Northwest, Inc., that the existing 3-foot high rocket.), on the northem side of the site will not
provide adequate erosion control in it's current condition. In addition, the loose fills placed
behind the wall will pose a risk of settlement dam.age to the proposed block wall. We have
discussed options for adequately providing erosion control and supporting the walkway with Mr.
Nathan.
It is our opinion that the above -mentioned rockery is not. an appropriate retaining and erosion
Control Structure at the northem property line due to it's location above an existing rockery on the
adjacent property,it's substandard- construction- and- the. &t.tbat an additional -block wall is
proposed to be constructed on top of this area. GE 0 Group Northwest Inc., and the owner,
Nathan Construction Co., plan on formulating a solution to retaining filJs an sup ng the
�d porti
walkway on the northern. side of the builcting.. We- understand. that. GEO. Group Northwest, Inc.,
will be retained to inspect the replacement structure both during and after construction.
Soil Rearing Verification
The proposed building and the retaining wall atthe southeastern building comer are supported on
deep foundations. GEO Group Northwest., Inc., has verified. that the pile foundations were
installed into the competent site soils in accordance with our recommendations. Consequently, a
soi I bearing verification wasnot required.
Site Monitoring During Wet Weather Construction
At the time of our site visit on November 21, 2006., it was rai:nJng and significant rainfall had
fallen wi thi n. the prcced Ing two week- period. At the time of our visit. a. filter fabric fence was
installed near the northwestern corner of the project site and was adequatefor initigating the risk
of runoff near the northwestern comer of the site. In addition filter fabric socks were installed in
A"
- `asins at tile site.. As noted above.. a washout had occurred. at the easter ndof e
t Ik- c a t ch b i
.n e th
northern rockery. In order to mitigate the risk of fuither washouts we recommend that gutters be
GEO Group Northwest, Inc.
-------- tAUL Ub/ 10
Novem bet 27, 2006 G-1937
22815 - 102" Place West, Edmonds, Washington Page 5
Installed as soon as possible. In addition expo3ed soil ar s ould be covere wi p a t
ea c d th I s jr-
h .
S eeting, or covered With straw in order to reduce
the likelihood of additioual nuloff.
If you have any questions please feel free to call us.
Sincerely,
GEO GROUP NORTHWEST, INC.
Adam Gaston
Project Engineer
William Chang, P.E.
P.rincipal
Attachment: Daily Field Report #8, 1/13/06
GEO Group Northwest, Inc.
ULUUKUUFNL1H1HWEST
PAGE 07/10
MU9 Group:Northwest, Inc.
Ehvhoftf
13240 NE 201h StMat, Ste I()
Phone 42S-849.8757
FIELD REPORT
Roport N
P
1 of
Job# Date Page 4'
G-2070 1 1/13/06 f 4
PrDjeCt:
BOOM% WA 98005
Fax425-649-8758 �P"'-MnNl-
EMployea Benefits of-Amerjoa- Bldg
5 - 1102nd PL W
At the request of Nathau Construction Inc.,Wade Lassey of GEO'Group Northwest, Inc., was onsite to
MoTdtor the installation of the augercast concrete piles for the building foundation. The piles were
installed on 1/10/06.,,1/11/06, and 1/12/06 by McDowell Northwest, Inc.
AugerC2St Pile Installation
We obsmed that the piles were installed in accordatice with the foundation plan, Vecifications, the
geotechnical. report recom
embedded a minim , urr - mendations, in accordance with the geotechnical report, the piles were
t of 5 feet into dense soils, based on the depth to dense. soils ftom the geotechnical
borix)g Jogs and obseyvations of the changes. in dtilling torque. caused. by dmscr soils as. the. piles were
installed. The pile logs are attached.
Cutting of Cages
At the beginning ofjob, after cutting tbe cage for pile #P55, the superintendent for McDowell, Jim Hate,
and the: represent2tive.for Nathan -Construction, Todd, indicated. that they- wanted to avoid cutting the
19.6 foot long cages, if only a few feet of cut is required. So, the piles were drilled to the appropriate
depth in order to install the cages, up to Pile #P 12. On 1111/06, Bruce-McDow.ell-indicated that they
were not as concerned with the ext.ra footage as long as their production wasnot negatively impacted,
however he in.dicatcd they may have to cbargc the client for extra grout, if extra gout is used. We
started cutting the cages and shortening- the pile lengths at Pilc.#P 12 for the piles in the western portion
of the site where the depth to densc soils is shallower.
Copy to: -T I
Natban Construction, Inc... City of Edmonds, McDowc11 NW X Continued
I- r-on next page
TIPId Rep. J*66 No.
Group NI-orthwes C. WJL G1937 '2 OF 4
li�15 C-olwhrbW Gqjlneels, Geabq4ts, A We:2ther D3W
Drizzlt to Cloudy/Fwlly Sunny D2Y of Week
1/10/06'rhru 1/12/06 Tuesday Th ru Thursda y
Employee Benefits of America Building, 228.15 - 102nd PI W, Edmonds, WA
rf . - Nathah Construction
AUGERCAST PILE LOG
TNMP OutPul = 1.3 Cu Feei/Stroke
Total J' Cage I' Center Ground ' Pile Ige Bat I Gro Theor.
Pile Pile Dia.,' Embed I Top Pile Bot C� Ut 1
1 Purnped Pump
Pump 'Pump Endl
Depith Length Bar E[ev Elev. P 01.
- I ress Vol.
No. Eley.
V start
Strokes I
A (inches) I (Ileet) 11 (te t) (feet) I I tme
11 Ile a, -et)
(re (teet) ffeet) (psi) (CY). Y) I Time
Tuesday 1/10106
----------
- ------------ ------ -- - ------ - - ------
P56 I i -- ----- - - - ---------- --- - ---
[6 20 5.5 1 19.6 1 No 1 325.5 1 325.5 3b5.5
----------- I .
.......... .......... .......... .... I J05.9 J' 350 1.0 .1 38
i ....... ...... ... P ------------ .............. ......................... ........... I it
2 P 50 16 ' 10 1 .. 1.83 �L .2:01 1, 2:00
19 0 : I .......... k .......... ) .............
5.5 .6 N 325.5
...... .......... 325.5 305.5 1 J05.9 .1 350 1.0 35 1.69 " 2:11 1 2:13
........... ... .......... .................... 6 .......... ....... L .......... .......
5.5 i 19.6 325.5
-------------- ----------
3 P 49 16 '1 20 1 305.5 i 305.9 350
........ r ....... ------------------ ---------- -------- �J t 2-19 2:21
4 1 P 55 .1 ---------- ..... 0 37 1 1 78
1 16 1 18 8:7 [ 17.6 No I ......... --------- ........... ...... ............
I 1 311.3 1 312.5 1 293.3 1
-------------- ........................... 1 294.9 350 ' 0.9
I ------ --- ---------------------- ........................ .......... 30 1.44 1 2-30
P 54 1 --------------- , ---------- ...... -------- 1 2:32
5 1 16 '; .20 .1 10. 7 1 j 9..6 No ; 311.3 312.5 ' i -*r-,*---, ... I ----------
........ ........... - 291.3 292.9 : 350 1.0
IL ---------- U.
6 : P 31 1 16 1 23 1 5.7*"" ............ ------------ ......... ................... L ... 35 1.69 - 2:44 1 2:46
L ......... ----------
No J 16 3 314.� 1 293.3 1 294.7 350 -1 i.2 1.78 1 2:54
---------- .......... .......... . ........ ........... ........... I ......... w .... ......... ... 3:01
I � ----- --------- 4 ............ ----------
�j P 33 16 1 .23 7.7 19.6 No 16.3 314.3 1
.... .......... i 11 1 293.3 1' 2043 - 350 1. 1.2
....................... r .......... I ........... I
................ ....... 36 1 173 1 3: 3
------------ .............. ............................... 4 1 3:15
------- - --- 0 ......
8 P 47 1 16 :_6 22 6.8 J, 19.6 J, No 1 316.2 294.2 295,7 3 50 33 1 1.59 3:22
L ------ ............. It .......... ........... ..........
3:24 ri
............. ; ......... L. - ....... ...... .......... t-- -------
9 1 F 17 16 23 7.6 No 1 3 16.4 31'4 --- 3-- C
. r.. 1 2 1 350
............ ... :93 4 294
------ i. ........ ---------- ---------- ...... .......... ---------- o..* ... ... 1.2 11 34 1 64 3:32. 1 3:34
r . M ------ .......... ............ 4 ...
101 19 1 16 1 .23 1 7.6 1 19.6 N 316: . -P I ........
1 314.3 293.4 294.7 350 1 1 1 - C
............ 38 1.83 1 3:40 3:41 C
P ---------- ............ -1
Total footage Tod�y
212 ........ I
:2
Wednesday 1/1 1 . /06
---------- ------
--- - ------- -- - ---- ------ -------
P 51 1 . 16 1 22 67 19.6 No 1 316.3 1
V _ 1 1 3153 '294.3 1 R
................. .......... 295 34 1-64 8:00 8:02*
i ---------- ----------- I----
- .4.. -'..�00 . ---r ---------- .............. .......... ........
12 P 52 16 22 6.7 19.6 No - 316.3 3.15.3 2.94.3 1 205.7 1 " * ": -------
# 1 400
....... ....... ........... &--.' ..... 1 1.1 , 39 1.83 8:op g: I
6. .'..4 ... r ............... ......
13 P 53 ......... ........ ....... .........
16 1 22 3 294.2 1 295.7 0 400
-------- .... ---------- 1- 946 No .16.2 315.3
14 ........... ......... .... ........... 8.15 17
--- I-, ----- i - I ......... .......... I.... ........
P 43 ...'16 : 22 1 6.5 1 1.7-6 No 316.5 ' I
-------- 4 . ...... T... 315.3 294.5 1 297.7 , 400
----- .... ..................... - ............ ........... 41 1.97 1 �:22 1 8:24
r ........... ------ ............. I.. I
15 1' P 4 4 '1 16 22 6.7 19.6 1 N a 1 316.3 :1 315.3 294.3 111 295.7 1 4. :31 8-33
....... 4 ........... 00 39 1.83 1 8 ------ ------------
-""** I ---- -------- ................... ..........................
16 P 45 1' 16 22 6.8 1-1 ....... ......... ......... ...............
19. 6 No 316.3 :' 315.3 ......
2957
---------- ----------- ---------- I ------------ ---------- i ..... 4-.:.
--- ---- - ---------- ... ........... 204.3 400 1 1 1 34 1 1.64 8:40 8-42*
17 P 48 Is 16 1 .. - I .... �.-I .... :.. - ------
1 19.6 316.2 1 315.3 1 2 -1. 1 ............ ........ I-- --------
- - ... 6.9 ... 1 94.2 295.7 400 .1
---------- 11 ----------- r .............. 4 ...... ;. 'j- 1.1 35 1.69 1. 8:52 1
.4 ....... ........... ------- ------ 1 8:54
1 --------- r ---------------- ; ...... P
18 P 1 1 16 24 1 68 19.6 1 No 1 �'-4 ....... ---------
1 315.2 1 313.7 291.2 .1 204.1 400 1 1,2 1 188 9:()5
---------- .......... 41 ........... ......... ...... ........... -------------- .......... 9:07
39
t9 P2 1- 16 24 8.5 19.6 No 294.1 ...............
-"--A 314.0 .1 313.7 290.0 0 1 1. 2 35
...... - J ------- - ------ -------- 1.60 9:18 11 9 rri
. . ........
Notes: New Concrete Tmck; Cages consist of six #6 vertical bars with a #3 spiral wrap star&& 19" down from hooks C9
CONTINUEDON NEXT PAGE CD
COPY TO: Nathan Cons tru clion, Inc:, CityofEdrnonds, McDowellMy
Agra.
Firld Rtp�
Jeb No.
Re , port No.
Group Northwest, Inc.
WJL
G1937
3 OF 4
8
GlctoO�val Englieats, GeCjDq'st3.
Doles
Day of Wc+jk
&Nimmwtal sc�*Atist.
Drizzle to Cloudy/?adly SuaDy
1/10/06Thru 1/12/06
Tues8ay Tbru Thursday
ErDployee�_Bcuefits of Ainer�ca I I 3uilding, 22815 - 102nd P1 W. Edmonds, WA
Nathan Consftction
AUGERCAST PILE LOG
P�mp Output
- 1.3 Cu
Feet/Stroke
Pjle
Total Cage Center 1 Ground He Top Pile Bot I CJge Bot 1 Grout i Theor
Pile Dia, I Embed 1
Pumpe <J
Pump
NO.
I)e Pump
pth I Length Bar Elev. Elev. Elev. Bev. Press 11 Y 0 1. a 1
Vol.
Pump End
sta rt
Strokes I
n ches) (,eel) (feet) (fett). (feet). (feet) (feet) (feet) (0s)) Y) 1:
..
(LY) I
Time Time
Wednesday 1111/06 Continued
- ---------- - -------
_t ---------- ------- -- 4 .. ------- ----------- ------------ ..........
20 F 15 16 1 23 7.9 : 19.6 No 116.2 313.7 2�93-2 1 2941 400 1
.
1 '
. . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .... 1.2 39
1.88 1
9.
-26 1 9:28
21 P 16
A . . . . . . .
............. ------- a..j ...... .. ......... .......... ........ ...
1 16 1 22 1 6.6 196 No 1 316'4 3 15.3 1, 294.4 295.7 1 400 ,' 1.1
. ............ U . . . . . . . . . . . . . . L I - 38 1.83
--------- ............
9:19 9:46*
2 21
........... .......... ...... _1 ------------ 0 ........ ......... a.
16 1 22 1 67 19 6' 1 ......... ........
1
........... 1 4 1 No 1 316*3 1 315.3 1 294.3 2957
......... 400 35 1
...... .1
1,69
............
23 P 30
t
........... ------ - ---------- ..... 1
r
16 22 1 6 4. 1 . I -------- ........... 4-7-- __ --------- --------- ---------- --------
IM No 316.6 315.3 294,6 1 1
2 1 9:54
...........
------
P 41
4 0
... I 1 0. 1. 1 1 37
------- _4 .......... --------- 4_ .... 295r7
................... .......... ......
22 6.3 1 1
1.79
-------
10-60 10:02
.
.24
........
No 316.7
19,6 294.7 295.7 400
315.3 1.1 j 42
........ .. .......... ........... IL ........................
2; 02
10:09 1 . 0: I I...
25 P 3
1 16 23 8.2 ' 19.6 No 1 3113 1 13.7 '1 290.3 �94 1 -4-0. .0 ... .................
4-17 ------ -- ---------- ------------------ ..... I ------- w --- 7 1.2 1 5 1
----------- ...... 1 4
------------------ -- -
1.69 1_10:22 10:24
26 #1 P4
..... ........
...... ------- ------- l- .......... ...
16 23 7.7 1 19,6 No 1 313.8 1 3B.7 290.8 1 294.1 400 1.2 32
.
1.54
...... !+l ......
1
.
2 7 _P 5
..... I
................ ................. ;1,
�0 ... ............ .......................... ---------
16 23 1.5 1 1 6 31.4 0 1 313 7 291.0 1 294.1 400 1.2. 29 1
0 10:28 10:30
.........................
. ....................
28_1 P 18
--------- ........... .......... ........... ......... .1
------------ ------- .....................
16 1 23 7.6 1 A6 i No 316.5 314.3 2933 1
1 A0 10-35 10:37*
-------.... : ..... ............
------- 1 294.7 400: 1.2 1 39 1
----------- ...... . . ... . . . . . I. . . . . . . . . . .
�9 I P 32 16 23 7.5 1 19.6 316,5 314.3 294.7 1 400 1.2
�;88 10,43 10:45
6 + . . . . . . . . . . . . .
-4 ----------
------- ............. - ------ 1__ 1'.. 36
1.73 :
10:52 1 10:54
3.0 P 26
----------
il 16 23 7.7 1 19.6 No 3t6.3 314.3 203.3 1.2
----------- ----- ----- --- 294�7 40Q 38
------
183 1
11;02 11:04
31 P 34
1 16 23 1.7 ' 19 6 N 314.*3 293.3 1 194.7
.......... . 400 1.2 38
1-83 11 1
P 12
......... ........... . ...... ___l` --- �*_-�
1 16
1 H3
i .�2 ........
1 14 8.5 11 No 312j 312.0 98.5 1 30 1,'0 J, 400 9.7 25
1.20
33 -P 15
----------- - ............ I ----1
I I -----------------
1 16 14 6.6 No 14.4 3 12. 0 300.4 301,0
11:31 11:13
-- ----------
4 1 ; 400 0.7 23 :1
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...........
34
1,11
11:42 11:43*
1 F 11 16 15 1 6.5 1 13 No 1 314.5 312.0 2995 2990
_w_ 400 1 08 23
4 --------- .......... t -------- J --- - ------ ---------- - _. ---
I'll
-
. . . . . . . . . . . . . . . . . . .
11:52 11:33
16 16 1 7.7 12 No 1 315.3 1' 313.'7 29.91.3 301.7 4- ___1 ...... -----------
27 ............. I .......... 27 1 1
------
...........
11:59 12:00
P 10
-36. ........
-------- �30
1 16. 1 15 1 6.5 14 ...... 4 ............ ..........
I ---------- I... I No 314.0 313.7 299.0 299.7 0.8 1 25 1 1 20
12:08
37 P 26
J
.......... t .......... ...........
1 16 1 16 5.6 14 No 1 316.4 ..........
i 4 314.3 300.4 1 300.3 1 40o 28 1
6_
j 2:09
.... I .........
- __4 -------- ---------- ---------___I .......... .. . .... . ........... 1! ..8
---------- ------- --- - --------- l_____4 --------- .......... i ......
-RS i F 4U 16 - 1-7 6.6 14 No 316.4 1 324.3 1
i 1 300.3 400
1.35 1' 12:15 12:16
4__,_ . .......... .........
II ---------------------------------------------------
'
.299.4 ! 0.9
--- 1 29 1
- - - - - - - - - - - - - - - - - - - I
1.40 1 j
2:21 1 12,
-22
�9 P 42
. . ........
1
r - - --------- L.
1 16 11 19 1' 8.4 16 No 1 116.2 '97.2 2993 400
4 ....... 315.3 2
........... 1.0 1 29 1
...� . . . . . . . . . . . . . . . . I . . . . . . . . .
1.40 12:39 1 12:40
40 ...........
F 38 16 19 8.1 16 No 1 316.4 1 313.3 297.4__' 299.3
...... L -------- 1 1.0 1 1
--------- ........... L --------- ------------
1.49 12:49 12-50*
i..--.L
-------- - I..-, ------ L
Notes: * New Concrete Truck; Cages consist of six #6 yurUal bars with a #3 sp ka] wrap swing 19".down ftorn books
-----------
COPY TO: Nathan Construedon, Inc., City of Ednionds, iNicDowell NW
CONTMUED ON N EX-T PAGE
C
r
C
C
C
C
M
G)
CS)
Field Rip.
WJL
JobNo.
G1937
Page
4 OF4
Group Northwest, Inc.
weather
r3wkonmwal Sc!erhsts
Drizzle to Cloudy/Partly Sunny
Dates
1/10/06 Thru 1/ 12/0 6
Day of Wea
Tuesday Thru Thursday
-I
Ctfent/Ovyn.er
Employee Benefits of Arnerica Building, 22815 - 102nd PI W, Edmonds, WA
Matbad Constmcfion
AUGERCAST FILE LOG
Pump Output - 1.3 Cu Feet/Stroke
Total Cage Cepter 1 Ground I' Pile Top so Pile Sot 1' Cage Sot 1
Pile I j I I . I
'Pile Dia. Efte, t I
Grout Theor 1 Pumped Pump 1
, 1 Pump
Depth Length Bar Elev. Efev. Elev, i Elev.
No.
Press VO 1. 1 Pump End
Vol. Start
(inches)! (feet) (feet) (fee.t) t)
(fee feet) (feet) (feet�
Strokes
(psi) (cy) I (,;y) j Time
Wednesday Ill 1106 ContInued ----- - I
--------------- 7 _I
--- ---------- ------
41 P.2 16 1 19 1 7.4 17 No 1 316.2 1 313.7 1 296.7 400 1.0 1 30 1
......... . I I I
----------------------- --------------------------------- ... ..197.2
... ......... ----------
42 P 10 " 1,
I A4 -55 1 12:56
1 12,
....... Y., ......... .......... ...... 1. - 1
....... ...........
24 16 10 1 1.1 1 17 No ! 316.4 315.3 1 297.4 298.3
........ ----------- ---------
400 1 1.0 1 31
I " 1.49 1 1:02 1:03
......... ........... ------------------ ............ r4...'�....L
43 P 14 1 16 18 6.2 15 1 No " 316.3 ", 315.3 298.3 1' 360J 1
......... ......... ...... ............ L ........ ............
400 c.9 31 1,49 1 1.09 1 1:10
----------- .......... ------------
'297.9
------- . . ..........
44 Pq 16 16 7.1 1' 15 1 No- -' 3.13.9 315.3 1 300.1
.j I -
.... I ........... e I
-------- ------------------------ � I ......... ..........
................... I ------------
400 iD 8 1 22 1.06 1:17 1 L'I 8
, ..................
45 P 22 16 2Q 6.3 17 ' N o 316.7 315.3 - 1 216.7 M-1
L .... ... ...... -------
1
..... I .................. -----------
0 1 34
4o 1.64 1:25 1:27
2 ------- .
16 i
0 6.7
46.1 P 36 1 ------ -- ------------ 17 1... No 316.3 313.7 i M.3 296.7
... ........ .......... i -------
... .. ...
......... ----------- -------------
_" � ----------------
400 1.0 32 1.,54 1:36 1:38*
---------- -------- ------------ ---------
47 P 6 16 18 7-2 1 17 1, No 313.8 313.7 1 295.8 - 7-90'
......... .. ....... 1: .......... ............
'400 0.9 26 1.25
....... --------------- ... ... .... ... 1
__� ........................... .......... ........... -------- .........
r 1:46 1:47
48 16 16 3.6 15 No 3.7 297.5 2987 1
: 313.5 31 1
...... L -------- - .......... ...................
o ........................... ------------ ----------- ------------
400 1 0 26 1 25 1:54 1:55
L I
Total Footage Today - 765
. ....... .......... ......
r
'Thursday 1112/06
-------------- ------- ---------------- - ----- ----------- --------
49 P :1
- ------ ------------ ------------
2 5 16 16 5.6 14 N o 316.4 1 314J 300.4 300.�
40 0 .8 25 1.20 1 7:53 7;54*
............
5 0- P 23' 16 19 7.6 1 17 No 316.4 ! 3 5.3 207.4 298.3
----- - ------- ------
--------------- - -
400 10 31 1,49' 11 8:00 8:02
..........
m--4 .......
5 F 39 16 :-17 6.5 1 14 1 No I - 316.5 1, 299.5 300.�
I
....
400 0.9 29 1.40
...... ---------- - -------- 8:09 8:10
52 F 37 16 19 1 8.0 !1 16 No 316.5 315.3 207 5 299.3
400 31 1.49
8:19 ....... . --- I ------- ----- .......... ---------- - - ----- ........
-------------..........
53 P 46 16 17 15 No ...... ...... ........... -------------
5.2 1 316.
-3 1' 315.3 299.3 300.3 4 1 0.9 28 8:24 8-26
4 ........ 4 - - ------- ............ - ----------------------------- 1,35
l______.__.+____.; ------- ...........
6.8
1, F 35 1' 16 26 1 17 1 No I 316t2 1 314.3 1 296.2 297.3
..... . .......... .......
400 1,
.�4
- --------- 4 ---------- ------ ------ - . . I 1
------------ - ------ - -'-' I . .
--------- .........
1.0 3
3 1 1.59+ 8:30 9:32
I
55 P 21 16 20 6.6 1 17 1' No 3 16.4 14.3 296.4 297.3
....... -- .
...... ....... ......... ..........
400 1 10 35 1 1.69 8:58 9 :00*
..j.
- ------- ........ * ................ .......... L ---------- ------------ ..... .........
56 P 7 16 18 71.3 1"7" No 313.7 313.7 295.7 2-96.1 4 0 0 0. 9 1 28 1 1 35 1
------------ ---------- -------- -----------
Total Footage Today 146
9-07 9:09
--------- . ..... .......
Total Footage All Piles 1123.0
Notes: * New Concrete Trur-k; Cages consist of six #6 vertical bars with a #3 spiral wrap starting 19" down from hooks
COP Y TO; Nathan Construction, Inc., City of Edmonds, McDowell NrW
CONTINUED ON NEXT PAGE
r
rr
CS
m� �VRER RU
m
co
0
z
0
000—*�
C/)
0
U)
QL
CD
0
4%
cr
DL
(C)
6W-,
m
00
S�l
EB of A south
side of Bldg
12/1/06
7 V
QhAl
VI
14
jol, q#,,;
Alf.
WON,
EB of A (5) 012407.jpg
t-.� 4t. I
lj�
sr
Ir
A lk
MOON T[N/�FNC COHSULTZ�HTS
TRAFFIC ENGINEERING *TRANSPORTATION PLANNING
P c 1c
1712 PACIFIC AIVENUE - SUITE 100 EVERETT, WA 98201 PH: (425) 339-8266 - FAX: (425) 258-2922
March 7, 2005
22 Ct Ill 55
Darrell Smi th On OF MON% PERMIT COUNTER
City of Edmonds A
1215 1h Avenue N
Edmonds, WA 98020
Re: 102 d Place W Office Building; 102 d Place W and SR-104
Traffic Impact Analysis, GTC #05-033
Dear Mr. Smith:
Gibson Traffic Consultants (GTC) has been retained by Charlie Nathan of Nathan
Construction to provide a traffic study for the proposed 102 nd Place W Office Building
commercial development. This letter is intended to supply the City of Edmonds with the
necessary traffic generation and mitigation information per the City's guidelines for
developments with fewer than 25 new PM peak -hour trips. The impacts of the proposed
development on the site access point have also been discussed in this study. This study
has been organized in the same manner as the SEPA Traffic Impact Requirements for the
City of Edmonds.
PROJECT DESCRIPTION
The pr 0 osed 102 nd Place W Office Building is planned to be constructed on the east side
IT
of 102 Place W south of SR-104. A site vicinity map has been included in Figure 1.
The development is proposed to consist of 8,400 square feet (SF) of general office spaLe.
There is one on the site which will be removed and
credited towards the developments trips. The development is proposed to be constructed
by the year 20.06. The horizon year for this project would be the year 2011.
The development is proposing to have one access point to 102 d Place W where the
existing access for the single-family residence is located.
S"TREET FILE
COUNTS/SURVEYS - SITE IMPACTS - LOS ANALYSIS - EIS - HEARINGS - SAFETY - SIGNALS - PARKING
Mr. Darrell Smith
March 7, 2005
Page 2
Sight Distance
Sight distance analysis was performed at the proposed site access point according to
current AASHTO standards. The sight distance for the entering sight distance was
measured from 10 feet back ' of the pavement from an eye height,of 3.5 feet to and eye
height of 3.5 feet. The stopping sight distance was measured from d an eye height of 3.5
feet to an object height of 2 feet. The posted speed limit along 102" Place W is 25 mph.
Based on current AASHTO guidelines for 25 mph, the required entering sight distance is
280 feet and the required stopping sight distance is 155 f6et. There is on -street parking in
the vicinity of the two site access points.
There is both adequate entering and stopping sight distance to the intersection to the
intersection of SR-104 to the north of the driveway. However, to the south of the access
there is over 160 feet of stopping sight distance but there is not sufficient entering sight
distance with the existing trees and vegetation. Currently, there is approximately 160 feet
of entering sight distance, with the removal of all of the trees and vegetation along the
sites frontage the entering sight distance to the south would meet the 280 feet required.
With the recommended improvements to the site the sight distance would be met for the
access in both directions.
TRIP GENERATION
Trip generation rates were obtained from the ITE Trip Generation Report, 7'h edition
2003. Land Use Code (LUC) 710, general office, and LUC 210 single-family have used
to determine the number of trips that will be generated by the commercial development.
The average trip generation rates for each land use code were used.to determine the trip
generation. The new trips generated by the development are anticipated to be 83 ADT
with 12 PM Peak -Hour trips (1 inbound/11 outbound). A summary of the trip
generation has been included in Table 1.
No reductions were taken for diverted link or passby trips.
MITIGATION REQUIREMENTS
Traffic mitigation payments to the City of Edmonds are based on Edmonds Road Impact
Fee Rate Study Table 4 Impact Fee Rates. The existing single-family house was credited
towards the developments mitigation payment using the same mitigation fee
methodology. The total required mitigation for the development would be $14,356.46.
The mitigation calculations have been summarized in Table 2.
RAFFIC
ULV
MHV13
Mr. Darrell Smith
March 7, 2005
Page 3
We trust that this letter and attachments adequately address the traffic impacts of the
proposed 102 d Place W Office Building commercial development. If you have any
questions please don't hesitate to contact us at (425) 339-8266. Thanks.
Sincerely,
GIBSON
Edward T. Koltonowski
Senior Traffic Engineer
Attachments
TANTS, INC.
CC: Charlie Nathan, Nathan Construction
L. G
WAS
16714
EXPIRES
aRUMA'C"
5ULV
6
tHW-)
GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY
102ND PLACE W LEGEND
OFFICE BUILDING VA
(8,400 SF)
CITY OF EDMONDS
PROJECT SITE
FIGURE 1
SITE VICINITY MAP
102nd Place W Office Building 0
GTC #05-033
TABLE I
TRIP GENERATION SUMMARY
Proposed Land Use
SIZE
Average Daily
Trips
PM Peak -Hour
Total
Inbound
Outbound
General Office - Commercial
8,400 SF
93
13
2
11
Single -Family - Residential
-1 Um't
-10
-1
-1
0
TOTAL
.................
.......... .. ...
... . .........
83
12
1
1
Gomm
CRAFFIC
!0HIMUMM.
102nd Place W Office Building
GTC #05-033
TABLE2
MITIGATION SUMMARY
0
ITE
Code
ITE Land Use
Category
Trip
Rate
Trip Length
Factor
Net New
Trips
Impact Fee
per Unit
Unit
Total
710
General Office
1.49
1.59
2.37
s 1,809.19
8.4
$15,197.17
210
Single -Family House
1.01
1.09
1.10
$ 840.71
-1
-$840.71
otal
1 $14,356.46
0
RR'A"AF4.'V
102nd Place W Office Building
GTC #05-033
Trip Generation for: Weekday
(a.k.a.): Average Weekday Daily Trips (AWDT)
401
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTIONAL ASSIGNMENTS
DIVERTED
DIVERTED
Internal
Gross Trips
TOTAL
PASS -BY
NEW
PASS -BY
NEW
Crossover
LINK
LINK
ITE
% of
Trips
% of
% of
LAND USES
VARIABLE
LU
Tri p
%
%
In+Out
Gross
In+Out
In+Out
Ext.
In+Out
Ext
In+Out
In+Out
In
1
Out
In
Out
I
In
Out
Rate
IN
OUT
(Total)
(Total)
(Total)
(Total)
(Total)
code
Trips
(Total)
Tri ps
Trip's
I
General Office
8.400 ksqft
710
11.01
50%
50%
92.48
0%
0
92
1 0%
0 1
0%
0 1
92
0
0 1
0
0 1
46
46
,Single -Family
-1 units
1 210
1 9.57
50%
50%
-9.57
0%
0
-10
1 0%
ikN
0%
0
-10
0
0
0
0
-5
-5
ITotals
E72 9-1
0
8 3
0
I 83
0
1 0
0
0
41
42
0
102nd Place W Office Building
GTC #05-033
0
Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 7 and 9 AM
(a.k.a.): Weekday AM Peak Hour
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTIONAL ASSIGNMENTS
DII
Gross Trips
Internal
TOTAL
PASS -BY
PA�
DIVERTED
NEW
PASS -BY
AS
DIVERTED
NEW
r
Crossover
LINK
LINK
ITE
Trip
%
% .
In+Out
% of
Trips
In+Out
of
% of
In+Out
% of
In+Out
In+Out
LAND USES
VARIABLE
LU
Rate
IN
OUT
(Total)
Gross
In+Out
(Total)
t.
Ext
L
(Total)
Ext
(Total)
(Total)
In
Out
In
Out
In
Out
code
Tri ps
(Toital)
T I
Trip's
Tri ps
General Office
8.400 ksqft--
710
1.55
88%
12%
13
0%
0
13
0%
0
0%
0
13
0
0
0
0
11
2
ISingle-Family
-1 units
210
0.75
25%
75%
1
0%
'0
0
0
-1
0 .
0%
0
0%
0
0
0
0
0
0
0
-1
ITotals
__ftA
12
0
0
EM
0
12
0
0
0
0.
0 1
11
1
102nd Place W Office Building
GTC #05-033
0
Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM
� I (a.k.a.): Weekday PM Peak Hour
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTIONAL ASSIGNMENTS
Gross Trips
Internal
TOTAL
PASS -BY
P
DIVERTED
NEW
NEW
PASS -BY
DIVERTED
NEW
Crossover
LINK
-LINK
ITE
Trip
%
%
In+Out
% of
Trips
ln+Out
%0 f
/
In+Out
% of
ln+Out
+0
ln+Out
11
LAND USES
VARIABLE
LU
Rate
IN
OUT
(Total)
Gross
In+Out
(Total)
[Ext
(Total)
Ext
(Total)
(Total)
(T
In
Out
In
Out
In
Out
code
Trips
(Total)
Ti ,
Trip's
I
Trip's
General Office
8.400 ksqft
710
1.49
17%
83%
13
0%
0
13
0
0%
0 1
0%
0
13
0
0
0
iSingle-Family
-1 units
1 210
1.01
63%
1 37%
-1
0%
0
-1
0 0
0%
:: �O4�
0
.1
0
1 n
n
I n I
ITotals
—1 _2=
0
12
, 7,
/
/Z
0
0
1-
0
102nd Place W Office Building
0 GTC #05-033
Net New Trip Distribution % & Associated Trip Assignments (raw values not corrected for rounding error)
AM Version
New
ADT
New AM Peak Hour Trips
%
Out I
Total
100-1/6
831
1
1%
0.83
0.11
0.01
0.12
2%
1.66
0.22
0.02
0.24
3%
2.49
0.33
0.03
0.36
4%
3.32
0.44
0.04
0.48
5%
4.15
0.55
0.05
0.60
6%
4.981
0.66
0.06
0.72
7%
5.811
0.77
0.07
0.84
8%
6.641
0.88
0.08
0.96
9%
7.47
0.99
0.09
1.08
10%
8.30
1.10
0.10
1.20
11%
9.13
1.21
0.11
1.32
12%
9.96
1.32
0.12
1.44
13%
10.79
1.43
0.13
1.56
14%
11.62
1.54
0.14
1.68
15%
12.45
1.65
0.15
1.80
16%
13.28
1.76
0.16
1.92
17%
14.11
1.87
0.17
2.04
18%
14.94
1.98
0.18
2.16
19%
15.771
2.09
0.19
2.28
20%
16.601
2.20
0.20
2.40
21%
17.431
2.31
0.21
2.52
22%
18.261
2.42
0.22
2.64
23%
19.091
2.53
0.23
2.76
24%
19.92
2.64
0.24
2.88
25%
20.75
2.75
0.25
3.00
26%
21.58
2.86
0.26
3.12
27%
22.41
2.97
0.27
3.24
28%
23.24
3.08
0.28
3.36
29%
24.07
3.19
0.29
3.48
30%
24.90
3.30
0.30
3.60
31%
25.73
3.41
0.31
3.72
32%
26.56
3.52
0.32
3.84
33%
27.39
3.63
0.33
3.96
34%
28.221
3.74
0.34
4.08
35%
29.051
3.85
0.35
4.20
36%
29.881
3.96
0.36
4.32
37%
30.711
4.07
0.37
4.44
38%
31.541
4.18
0.38
4.56
39%
32.371
4.29
0.39
4.68
40%
33.20
4.40
0.40
4.80
41%
34.03
4.51
0.41
4.92
42%
34.86
4.62
0.42
5.04
43%
35.69
4.73
0.43
5.16
44%
36.52
4.84
0.44
5.28
45%
37.35
4.95
0.45
5.40
46%
38.18
5.06
0.46
5.52
47%
39.01
5.17
0 .47
5.64
48%
39.84
5.28
0.481
5.761
49%1
40.67
5.39
0.49
5.88
501/4
41.501
5.50
0.50]1
6.06
I New
I ADT
I New AM Peak Hour Trips_
%
I In
Out
Total
100014
831
11
11
51%
42.33
5.61
0.51
6.0
52%
43.16
5.72
0.52
6.24
53%
43.99
5.83
0.53
6.36
54%
44.82
5.94
0.54
6.48
55%
45.65
6.05
0.55
6.60
56%1
46.48
6.161
0.56
6.72
57%1
47.31
6.27
0.57
6.84
58%
48.14
6.38
0.58
6.96
59%
48.97
6.49
0.59
7.08
60%
49.80
6.60
0.60
7.20
61%
50.63
6.71
0.61
7.32
62%
51.46
6.821
0.62
7.44
63%1
52.29
6.93
0.63
7.56
64%
53.12
7.04
0.64
7.68
65%
53.95
7.15
0.65
7.80
66%
54.78
7.26
0.66
7.92
67%
55.61
7.37
0.67
8.04
68%
56.44
7.48
0.68
8.16
69%1
57.27
7.59
0.69
8.28
70%
58.10
7.70
0.70
8.40
71%
58.93
7.81
0.71
8.52
72%
59.76
7.92
0.72
8.64
73%
60.59
8.03
0.73
8.76
74%
61.42
8.14
0.74
8.88
751/4
62.25
8.25
0.75
9.00
76%1
63 . 08
8,36
0.76
9.12
77%1
63.91
8.47
0.77
9.24
78%
64.74
8.58
0.78
9.36
79%
65.57
8.69
0.79
9.48
80%
66.40
8.80
0.80
9.60
81%
67.23
8.91
0.81
9.72
82%
68.06
9.02
0.82
9.84
83%1
68.89
9.131
0.83
9.96
84%1
69.72
9.241
0.84
10.08
85%
70.55
9.351
0.85
10.20
86%
71.38
9.46
0.86
10.32
87%
72.21
9.57
0.87
10.44
88%
73.04
9.68
0.88
10.56
89%
73.87
9.79
0.89
10.68
90'/4
74.70
9.90
0.90
10.80
91%
75.53
10.011
0.91
10.92
92%
76.36
10.12
0.92
11.04
93%
77.19
10.23
0.93
11.16
94%
78.02
10.34
0.94
11.28
95%
78.85
10.45
0.95
11.40
96%
79.68
10.56
0.961
11.52
97%
80.51
10.67
0.97
11.64
98%
81.34
10.7
0.98
11.76
99%
82.17
10.89
0.99
11-88
100
83.00
11.00
1.001
12,001
102nd Place W Office Building
GTC #05-033 10
Net New Trip Distribution % & Associated Trip Assignments (raw values not corrected for rounding error)
PM Version
New
ADT
New PM
Peak Hour Trips
%
Out 11
Total
I 00-j/.
831
11
1111
12
1%
0.83
0.01
0.11
0.12
2%
1.66
0.02
0.22
0.24
3%
2.49
0.03
0.33
0.36
4%
3.32
0.04
0.44
0.48
5%
4.15
0.05
0.55
0.60
6%
4.981
0.06
0.66
0.72
7%
5.81
0.07
0-77
0.84
8%
6.64
0.08
0.88
0.96
9%
7.47
0.09
0.99
1.08
10%
8.30
0.10
1.10
1.20
11%
9.13
0-11
1.21
1.32
12%
9.961
0.12
1.32
1.44
13%
10.791
0.13
1.43
1.56
14%
11.62
0.14
1.54
1.68
12.45
0.15
1.65
1.80
16%
13.28
0.16
1.76
1.92
17%
14.11
0-17
1.87
2.04
18%
.14.94
0.18
1.98
2.16
19%
15.77
0.19
2.09
2.28
20%
16.60
0.20
2.20
2.40
21%
17.43
0.21
2.31
2.52
22%
18.26
0.22
2.42
2.64
23%
19.09
0.23
2.53
2.76
24%
19.92
0.24
2.64
2.88
25%
20.75
0.25
2.75
3.00
26%
21.58
0.26
2.86
3.12
27%
22.41
0.27
2.97
3.24
28%
23.24
0.28
3.08
3.36
29%
24.071
0.29
3.19
3.48
30%
24.901
0.30
3.30
3.60
31%
25.731
0.31
3.41
3.72
32%
26.561
0.32
3.52
3.84
33%
27.391
0.33
3.63
3.96
34%
28.22
0.34
3-74
4.08
35%
29.05
0.35
3.85
4.20
36%
29.88
0.36
3.96
4.32
37%
30.71
0.37
4.07
4.44
38%
31.54
0.38
4.18
4.56
39%
32.37
0.39
4.29
4.68
40%
33.20
0.40
4.40
4.80
41%
34.03
0.41
4.51
4-92
42%
34.86
0.42
4.62
5.04
43%
35.69
0.43
4.73
5.16
44%
36.521
0.44
4.84
5.28
45%
37.351
0.45
4.95
5.40
46%
38.181
0.46
5.06
5.52
47%
39.011
0.47
5-17
5.64
48%
39.84
0.48
5281
5.76
490/(
40.67
0.49
�L;3-9;
5.88
41.50
0.50
5.5011
6.001
I
New
ADT
New PM
Peak Hour Trips
% I
In I
Out 11
Total
!00%j
831
11
1111
12
51%
42.33
0.51
5.61
6.12
52%
43.16
0.52
5.72
6.24
53%
43.99
0.53
5.83
6.36
54%
44.82
0.54
5.94
6.48
55%
45.65
0.55
6.05
6.60
56A
46.48
0.561
6.16
6.72
57%1
47.31
0.57
6.27
6.84
58%1
48.14
0.58
6.38
6.96
59%
48.97
0.59
6.49
7.08
60%
49.80
0.60
6.60
7.20
61%
50.631
0.61
6.71
7.32
62%
51.46
0.62
6.82
7.44
63%
52.29
0.63
6.93
7.56
64%1
53.12
0.64
7.04
7.68
65%
53.95
0.65
7.15
7.80
66%
54.78
0.66
7.26
7.92
67%
55.61
0.67
7.37
8.04
68%
56.44
0.68
7.48
8.16
69%
57.27
0.69
7.59
8.28
701/4
58.10
0.70
7.70
8.40
71%
58.93
0.71
7.81
8.52
72%
59.76
0.72
7.92
8.64
73%
60.59
0.73
8.03
8.76
74%
61.42
0.74
8.14
8.88
75%
62.25
0.75
8.25
9.00
76%
63.08
0.76
8.36
9.12
77%
63.91
0.77
8.47
9.24
78%
64.74
0.78
8.58
9.36
79%
65.57
0.79
8.69
9.48
80%
66.40
0.80
8.80
9.60
81%1
67.23
0.81
8.91
9-72
82%
68.06
0.821
9.02
9.84
83%
68.89
0.83
9.13
9.96
84%
69.72
0.84
9.24
10.08
85%
70.55
0.85
9.35
10.20
86%
71.38
0.86
9.46
10.32
87%1
72.21
0.87
9.57
10.44
88%1
73.04
0.881
9.68
10.56
89%
73.87
0.891
9.79
10.68
90%
74.70
0.90
9.90
10.80
91%
75-53
0.91
10.01
10.92
92%
76.36
0.92
10.12
11.04
93%
77.19
0.93
10.23
11.16
94%1
78.02
0.94
10.34
11.28
95%
78.85
0.951
10.45
11.40
96%
79.68
0.96
10.561
11.52
97%
80-51
0.97�
10.67
1.64
98%
81.34
0.98
10.7
11.76
99%
82.17
0.99
10.8
A-1
11.88
83.001
1.00
11.00
12.00
9
September 15, 2005
Darrell Smith
City of Edmonds
121 5 1h Avenue N
Edmonds, WA 98020
Re: 102 nd Place W Office Building; 102"d Place W and SR- 104, GTC #05-033
Sight Distance Analysis
Dear Mr. Smith:
Gibson Traffic Consultants (GTC) has been asked to review the sight distance at the loop
access along 102 nd Place W for the subject property.
Stopping Sight Distance
The posted speed along 102 d Place W is 25 mph. Therefore, the American Association of
State Highway Transportation Officials (AASHTO) Exhibit 9-55, identifies the required
stopping sight distance (SSD) for the posted speed of 25 mph as 155 feet. This distance is
measured from the assumed driver's eye height of 3.5 feet and the height of the object to be
seen by the driver is 2 feet above the pavement. It was assumed that the access to the loop
would be provided by the southern driveway and the northern driveway would be used for
egress providing for 'a one way loop. The southern driveway would be located 47 feet south of
the northern driveway which would be located 71 feet south of the other proposed access to
the site. At both the northern and southern driveways there is over 160 feet of SSD from
the north and south, the stopping sight distance will be met in both directions for the
proposed access.
Intersection Sight Distance
Intersection Sight Distance would only need to be met for the northern egress driveway as the
south driveway is an ingress only. Exhibit 9-55, identifies the required intersection sight
distance (ISD) for the posted speed of 25 mph as 280 feet. This distance is measured from the
assumed driver's eye height of 3.5 feet and 15 feet from the edge of the traveled way and the
height of the object to be seen by the driver is 3.5 feet above the pavement. The intersection
.sight distance to the north of the proposed northern driveway is to the intersection of SR-
104. The sight distance to the, south is greater than the 290 feet; the entering sight
distance will be met for the proposed egress driveway.
STREET FILE
Mr. Darrell Smith
September 15, 2005
Page 2
Summary Conclusion
The stopping sight distance will be met at both of the proposed driveways and the intersection
sight distance will be met at the northern egress driveway. It will be necessary to sign the
southern driveway as an entry only and the northern driveway as an exit only/no entry.
Thermoplastic pavement markings will be required denoting the direction of the one way loop
from the southern driveway as an ingress to the northern driveway as an egress.
If there are any questions, please feel free to contact Edward Koltonowski at (425) 339-8266.
Thanks.
Sincerely,
GIBSONTRAFFIC CONSULTANTS, INC.
Edward Koltonowski
Senior Traffic Engineer
1.1? C. 1 S () 11
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: www.d.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
November 7, 2005
Ross Jarvis
CG Engineering
2504 1h Ave S, Ste 200
Edmonds, WA 98020
RE: Plan Check #05-207, Employee Benefits of America, 22817 102 nd p,
Driveway Slope Exceeding 14%
Dear Mr. Jarvis,
GARY HAAKENSON
MAYOR
This letter is being sent in response to your request to exceed the maximum allowed
driveway'slope of 14%, dated September 21, 2005. The driveway in question is a one-
way looped drive and is proposed for delivery/pick-up of packages. This driveway does
not provide access to the underground parking area.
Review of the submitted letter and site plan indicate the slope of the existing 102 d Place
W roadway is approximately 17%. Given the configuration of the looped drive and
abutment to the existing roadway, it is understood that achieving a slope of less than 14%
would be difficult. The proposed slope of the looped drive is noted to be 16%.
For these reasons, it is found reasonable to allow a maximum driveway slope of 16% for
the looped drive only.
Please call the Engineering Inspection.line at 425-771-0220, ext. 1326, to schedule your
driveway form inspection, prior to pour. If you have any questions regarding these
requirements please feel free to contact Jeanie McConnell at 425-771-0220, ext. 1338.
Sincerely,
Z_
DAVID K GEBERT, P.E.
CITY ENGINEER
jm
c: Street file
Plan check #05-207
Incorporated August 11, 1890
Sister Citu - Hpkinan. .1anan
NE 1/4, NW 1/4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
4m 4w
MWTE OL 314r OW13011 MEER
ANII MWALL lilocrial Asmy
f W10 TEE W/ CAW VAUIE
In BE IwAlm BY ORM
PAND ROAD COVIERIME
R- Uo
AIIA 10
/011411. �rtS
ow U
I
W im A
PROPOSED
V/ s
J40
At I
I J44 f
I I
I Z!l
-4
J"
JAM
iso
Fol,
loll
X I " /1'
7
SEE CjML-
U15
r
oll
I PROPOSED BUILDI K
(MAIN L VEL)
F.F.E.= 32�2�,�
l.=317.626' (tPIWER L EL) 1
I
LE'
IN
<
4,
F
4-!: L
N,
o' A
X
\ N, N,
N,
FXERR'=ltST' DETALS EU Al
EL13 (SEE SEET M
N,
AID
N, Alit,
414
350
352
354
356
FRAME a GRATE
.!�*m FER PLAN
mxqn
(SM 40 Pq
r-wum
-M 40 M
I ov_ro Pvc
PC
(D411ZWA R SEPARATOR
_ .g
SPECIAL SANI RY SEWER NOTE:
OLYMPIC MEW WATER & DISTRICT TO APPROVE;
CONDITION OF DOSTING STUB PRIOR TO RE —USE
eNralNeeRNS
230 4TH AVE. L. MW 20D
EDMOND3. WASIUMCM 9=20
PH= 7=7
rAx "777
I.
0
DESIGN: RDJ
DRAWN: _:tp_
CHECK. GAG
JOBNO- 05026.20
DAM' 03/16/05
Ck:
Ld
M I--
< (A
W
L� 3.
0
LLJ
V, L) C14
00
Lj CL cy)
z
LAJ
m z
LAJ Elf
>- a
o Ln z
i — 0
(L Do M
2 " 0
Lu 4:14 LLJ
SHEET:
z
Li
:2
L&j
0
IX
CL
m
LLJ
V)
tz
F—
LITI
W�L !I
SITE IMPROVEMENT PLAN
0 5 in 20
THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOUiDIG"1-800-424-5555.
05.1
ENGINi�ERING
September 21, 205
Dave Gebert
City Engineer
City of Edmonds
121 5"' Avenue N
Edmonds, WA 98020
Plan Check: 05-207
Project: Employee Benefits of America, 22817 102 nd Place W
Dear Mr. Gebert,
We are requesting a waiver from the City of Edmonds code requiring a driveway
slope to be 14% or less. The project is a new office building to be constructed at
22815 102 nd Place West.
A one-way, hemispherical driveway is proposed for delivery/pick-up of packages for
the proposed Employee Benefits of America building. The slope of the proposed
driveway is 16%. The driveway is an important aspect in the functionality of the
proposed office. According to the owner there will be several deliveries and pick-ups
for packages from such companies as Fed -Ex and UPS.
Due to the fact that 102 nd Place West has a slope of approximately 17%, thus the
feasibility of a driveway servicing the site at a slope of less than the required 14% is
difficult to achieve. The driveway to be utilized to enter the parking garage is less
than 5%. 1 have attached a plan for clarification.
Please feel free to call or write with any questions or concerns. -
Sincerely,
CG Engineering
Ross D. Jarvis, E.I.T.
RESUB
SEP '2 3 2005
BUILDING DEPARTMENT
� C;ITY OF EDMONDS
. I . , I ;,� 0 0
X C13
34.10
- 4
,328 AD
S,
0, C. T.,
�01E 'AIL
co EE 5:
D 04) T ENTER
SIGN V 4
ADA RAMP 4
4
(,)J SEE C.0 ' E
DETAIL E2.15 41 .4
(SHEET C5.2) P
00
4-
4
15.0'
4 0)
-326.0'
14:
ivil-
4 .
BGW:!
32.10
4
Q.50 DA RAMP-
C .:4. 4
4
.0 E.
EE
D TAIL E2 15 4" .\ 4
4
3,34
T .2
4
4
.4
4
4
4'
R= 33. 4
,336 4
ep
ADA RA P 4 4
SEE C. E.
4 4
DETAIL E .15 4 '4 . 4
4
(SHEET C .2)
V)
EMPLOYEE BENEFITS OF AMERICA DATE 09-21-05 DRAWING NO.
22815 102ND PLACE WEST PROJECT NO. 05026.22
rENGIN&RING EDMONDS, WA 98109 SCALE I" = 10,
250 4TH AVE. S.. SUITE 200 TITLE DRAWN BY RDJ C s - 1
EDMONDS . WASHINGTON 98020 DRIVEWAY WAIVER CHECKED BY RDJ
PHONE (425) 778-8500
FAX (425) 778-5536 APPROVED BY GAG
PLOT DATE: 9/21/2005 n-E NAME. waive, sketch
07/&/2005 08:14 4256498758 GEOGROUP PAGE 02
Awn=
Geoftchnical Engirimm, aociogists
—roup Northwest, Inc. ErrviromentgI Scig"Ists
July 8, 2005
Mr. Lyle Chrisman
City of Edmonds
121 Fifth Avenue North
Edmonds, WA 98020
Subject: PROPOSED COMMERCLkL BUELDING
22815 - 102NO PLACE WEST
ED.MONDS, WASMNGTON
G- 1937
References: I "Gcotechnical Engineering Study, Proposed Commercial Building, 22815
102' Place West, Edmonds, Washington", G-1937, Geo Group
Northwest, Inc., January 11, 2005,
2. "Addendum Repor� Geotecbnical Engineering Study, Proposed
Commercial Building, 22815 - 102'w Place West, Edmonds, Washington",
G- 193 7, Geo Group Northwest, Inc., February 28, 2005.
Dew Mr Chrisman:
At the requft of Mr. Peter Hart of CT Engineering, PLLC we have prepared the following letter
in response to the letter dated June 9,, 2005 by Mr. Brian Moon of Reid Middleton. We
understand that Mr. Moon has reviewed the project plans aithe request of the City of Edmonds.
We have prepared the following respon'ses and the attached Lateral Soil Pressure Diagram for
comments numbered 2 and 3 which are reproduced below:
comfient #2:
The geOtechnical. investigation is required to include a determination of the lateral pressures on
retaining walls due to earthquake mOtions'. A letter should be submitted by the geotechnical
engineer making recommendations to enable review of the foundation design. See IBC Section
1802-.2.7(l).
RESUB
13240 ME 20th Street, Suits lo - ' Ballevus, Washington 9600a
Phans 425/649-STS7 - � FAX 42S/849-8752 JUL 27 2005
BUILDING DEPARTMEN7
CIW OF EDMONDS
STRFFT F11 F -
07/0'8/2005 08:14 4256498758 GEOGROUP PAGE 03
July 8, 20os G-1937
22815 - 102nd Place West, Edmonds, Washington Page 2
Response #2:
For the proposed permanent shoring walls the designer may assume lateral pressures due to
seismic loading equal to I OH psf. The lateral pressures due to seismic loading'do not apply
below the base of the excavation. The soil pressure diagrasn has been revised and re -submitted
with this letter as Plate 4 - Lateral Soil Pressure Diagram.
Comment #3:
The soil parameter diagram shown in the structural drawings sbould be coordinated with the
lateral soil pressure diagrams for Cantilever soldier pile walls shown in the geotechnical
addendum report dated February 28, 2005; specifically the active earth pressures for varying
sloped back -fill conditions, application of passive pressure, seismic loading, and lagging loads. A
letter should be submitted by the geotechnical engineer that validates these parameters. Refer to
Detail 4/SS2 and Plates 3 and 4 of the geotecbnical addendum report.
Response #3:
Based upon our subsurface investigation in'the referenced geotechnical report the proposed
Permanent shoring wall may be designedin accordance with soil parameters shown on the
attached Plate 4 - Lateral Soil Pressure Diagram,
If you have any questions please feel free to call us.
Sincerely,
GEO GROUP NORTIrwEST, INC.
Adam'Craston
Staff Engineer William Chang, P.E.
Geo Group Northwest, Inc.
i!Q7/11/2005 08:00 4256498758
AMIL
GEOGROUP
PAGE 02
PASSIVE:
525 PCF
NOTES:
EVER SOLDIER PILE
RETAINING WALL
BASE Of EXCAVA
..�SEISNUC: 10H PSE
ACTIVE: 35 PCF - LEVEL GROUND
...........
25 % SLOPE
45 PCF
............
............ 60 PCF - 50% SLOPE
...........
..........
...............
...............
.................
.................
.................
.................
..................
...............
..................
..................
- : ................
L THE SOLDIER PILE WALL WILL BE INCORYORATED INTO THE PERMANENT BASEMENT/GARAGE
WALLS.
2. THE ACTfVE SOIL PRESSURE SHOULD BE ASSUMED TO ACT ON ONE PILE SPACING ABOVE THE BASE
OF THEEXCAVATTON AND ONE PILE WIDTB BELOW THE EXCAVATION LINE.
3. THE PASSIVE SOILPRESSURE MAY BE ASSUMED TO ACT ON TWO TIM.. ES THE PILE WIDTH BELOW
THE EXCAVATION,
4. THE ABOVEDIAGRAIVI, DOES NOT ACCOUNT FOR A SURCHARGE DUE TO NYDROSTATIC PRESSURE.
5. TRE ABOVE PASSIVE PRESSURE IS ALLOWABLE BASED UPON A FACTOR OF SAFETY EQUAL TO 1.0.
6. TH-E LATERAL PRESSURES DUE TO SEISMIC DO NOT APPLY 13ELOW THE BASE OF EXCAVATION.
7. TIMBER LAGGrNG MAY BE DESIGNED FOR 50 % OF THE LATERAL LOAD.
10- G�rou Northwest, nc
13M Ng Ift 3ftM ftm 14, n4llowl- WA 9AMA
Vi�.2$1(A947" FAX49/449-8759
Emil
SCALE: N.TS. DATE: 7/8105 MADE: AG
LATERAL SOIL PRESSURE DIAGRAM
PROPOSED COMMERCIAL BUILDrNG,
22815 - 102ND PLACE WEST
EDMONDS, WASWNGTON
CHECKED. WC I JOB: G-1937 PLATE: 4
V .1 08: 14 4256498758 GEOGROUP PAGE 04
A/2005
July 8, 2005 G-1937
22815 - 102nd Place West, Edmonds, Washington Page 3
Attachment: Revised Plate 4 - Lateral Soil Pressure Diagram
cc: Mr. Charlie Nathat
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
MT. Peter Hart
CT Engineering, PLLC
180 Nickerson St., Suite 302
Seattle, WA 98 109
Geo Group Northwest, Inc.
Geotechnical Engineers, Geologists
Group Northwest, Inc. & Environmental Scientists
November 9, 2005
Mr. Lyle Chrisman
City of Edmonds
I � I Fifth Avenue North
RECEIVED
NOV 14 zuutl
ENGINEERING DIVISION
G- 1937
NOV 15 2005
Edmonds, WA 98020 BUILDING DEPARTMENT
CITY OF EDMONDS
Subject: RESPONSE TO CORRECTION NOTICE DATED OCTOBER 27,2005
PROPOSED COMMERCIAL BUILDING
22815-102 ND PLACE WEST
EDMONDS, WASHINGTON
References: I "Geotechnical Engineering Study, Proposed Commercial Building, 22815
- 102nd Place West, Edmonds, Washington", G-1937, Geo Group
Northwest, Inc., January 11, 2005.
2. "Addendum Report, Geotechnical Engineering Study, Proposed
Commercial Building, 22815 - 102 nd place West, Edmonds, Washington",
G-1937, Geo Group Northwest, Inc., February 28, 2005.
3. Letter: "Proposed Commercial Building, 22815 - 102 "d Place West,
Edmonds, Washington", G-1937, Geo Group Northwest, Inc., July 8,
2005.
4. "Retaining Wall Design, Employee Benefits of America, 22815 - 102"'
Place West, Edmonds, Washington," G- 1937, Geo Group Northwest, Inc.,
October 13, 2005. Revised and Re -issued: November 9, 2005.
Dear Mr. Chrisman:
At the request of Mr. Dennis Christianson of Christianson Design Research we have prepared
the following letter. in response to the letter dated October 27, 2005 by Mr. Brian Moon of Reid
Middleton. We understand that Mr. Moon has reviewed the project plans at the request of the
City of Edmonds.
13240 NE 20th Street, Suite 10 - Bellevue, Washington 98005 evr
Phone 426/649-8757 - FAX 4251649-8758 0 1 REET FILE
r),
November 9, 2005 G-1937
22815-102 "d Place West, Edmonds, Washington Page 2
We have prepared the following responses for comments which are reproduced below:
Geotechnical Comment #1:
Special inspections by the geotechnical engineer should be provided as recommended in the
geotechnical report by Geo Group Northwest, dated January 11, 2005. See IBC Sections 1704.7
and 1802. The following is a summary:
a.) Placement of structural fill and soil compaction
b.) Verification of soil -bearing capacity
c.) Installation of retaining wall subsurface drainage system
d.) Placement and compaction of retaining wall backfill
e.) Construction of segmental block retaining walls
Geotechnical Response #1:
We understand that Geo Group Northwest, Inc. will be retained to perforin the aforementioned
special inspections. A City of Edmonds Special Inspection and Testing Agreement has been
completed and submitted which specifies that Geo Group Northwest, Inc. shall perform the
following inspections: excavation/grading/site preparation, de -watering, shoring installation and
monitoring, augercast pile installation, subsurface drainage, placement of fill and compaction,
soil bearing verification, general site monitoring during wet weather construction.
Geotechnical Comment #2:
We are requesting a letter from the geotechnical engineer recommending lateral earth pressures
on retention structures due to earthquake motions, and the density and friction angle of the
retained soils. The structural calculations for the retaining walls are based on a density and
friction angle of 125 pcf and -34. degrees respectively. Lateral earth pressures due to earthquake
motions are not considered in the design. We are unable to locate recommendations for these
desi gn parameters in the geotechnical report. This may affect the structural design of the
retention structures. Please verify. See IBC Section 1802.2.7(l).
Geo Group Northwest, Inc.
November 9, 2005 G- 1937
22815-102 d Place West, Edmonds, Washington Page 3
Geotechnical Comment #2:
Geo Group Northwest, Inc. provided a letter dated July 8, 2005 and referenced above which
provided lateral design pressures due to a seismic event. These parameters were provided to the
structural engineer for use in the design of the shoring and below -grade walls.
Geo Group Northwest, Inc. provided design for the segmental block walls. We have revised the
retaining wall design to include consideration of the design seismic event. The design seismic
event was modeled� as having a pseudostatic horizo fital acceleration equal . to 0. 1 5g. A
pseudostatic acceleration of 0. 1 5g is equivalent to a peak ground acceleration of 0.3g. In order
for Wall B to meet the demands of the design seismic event it was necessary to specify clean
crushed rock as structural fill behind Wall B. The revised retaining wall design has been re-
issued with a date of November 9, 2005.
Structural Comment #1:
The structural calculations include structural notes for the construction of the retaining walls.
The structural notes should be included on Sheet C3. 1.
Structural Response #1:
Geo Group Northwest, Inc. prepared the retaining wall design for the segmental block walls.
The original design and the revised design, dated November 9, 2005 both include a site plan,
maximum wall cross -sections and wall specifications. We recommend that the Civil Engineer
properly reference the general wall details on C3.1 to the November 9, 2005 Geo Group
Retaining Wall Design or remove them from the plans.
Structural Comment #2:
Detail I /C3.1 does not appear to represent the modular block retaining walls shown on the
Grading Plan, Sheet C3. 1. The retaining wall on the west side of the building has a maximum
retained height of 5.1 feet and the south end and includes a sidewalk behind the wall. Detail
Geo Group Northwest, Inc.
November 9, 2005 G-1937
22815 - 102" Place West, Edmonds, Washington Page 4
I/C3.1 islimited to a maximum retained height of 4 feet and does not appear intended for
conditions with significant surcharge loading behind the wall; see comment #5 below. Details
should be provided that accurately sho w* the required wall construction.
Structural Response #2:
Geo Group Northwest, Inc. prepared the retaining wall design for the segmental block walls.
The original design and the revised design, dated November 9, 2005 both include a site plan,
maximum wall cross-secti ons and wall specifications. We recommend that the Civil Engineer
properly reference the general wall details on C3.1 to the November 9, 2005 Geo Group
Retaining Wall Design or remove them from the plans.
Structural Comment #3:
Detail I /C3.1 shows an optional compacted granular base below the retaining walls. A
minimum thickness should be specified for the granular base.
Structural Response #3:
Geo Group Northwest, Inc..prepared the retaining wall design for the segmental block walls.
The original design and the revised design, dated November 9, 2005 both include a' site plan,
maximum wall cross -sections and wall specifications. We recommend that the Civil Engineer
properly reference the general wall details on C3.1 to the November 9, 2005 Geo Group
Retaining Wall Design or remove them from the plans.
Structural Comment #4:
The structural calculations appear to include geogrid reinforcement for all retaining wall
configurations. The details on Sheet C3.1 do not appear to include any geogrid reinforcement.
The details should be revised to provide reinforcement as determined in the structural
calculations.
Geo Group Northwest, Inc.
November 9, 2005
228151102 d Place West, Edmonds, Washington
Structural Response #4:
G-1937
Page 5
-Geo Group Northwest, Inc. prepared the retaining wall design for the segmental block walls.
The original design and the revised design, dated November 9, 2005 both include a site plan,
maximum wall cross -sections and wall specifications. We recommend that the Civil Engineer
properly reference the general wall details on C3.1 to the November 9, 2005 Geo Group
Retaining Wall Design or remove them from the plans.
Structural Comment #5:
The retaining wall design calculations for Case 3, noted as "Wall at Walkway," appears to
include a 0 psf surcharge load. The wall should be designed for a 100 psf surcharge load per
Table 1607. 1, Item #3 5. The structural drawings should be revised.
Structural Comment #5:
Geo Group Northwest, Inc. has performed calculations with,the 100 psf surcharge load. The
revised Calculation sheets are attached to the revised Retaining Wall Design, dated November 9,
2005.
We recommend that the Civil Engineer, CG Engineering, revise sheet C3.1 in accordance with
this letter and re -submit the project plans, a copy of this letter, and the November 9, 2005
Retaining Wall Design to the City of Edmonds.
If you have any questions please feel free to call us.
Geo Group Northwest, Inc.
November 9, 2005 G-1937
22815-102 d Place West, Edmonds, Washington Page 6
Sincerely,
GEO GROUP NORTHWEST, INC.
�je�'� x4A�
Adam Gaston
Staff Engineer
William Chang, P.E.
Principal
Attachment: Retaining Wall Design, November 9, 2005
cc: Mr. Charlie Nathan
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
Mr. Dennis Christianson
Christianson Design Research
2610 204" St. SW
Lynnwood, WA 98036
Mr. Ross Jarvis
CG Engineering
250 40'Avenue South, Suite 200
Edmonds, WA 98020
Geo Group Northwest, Inc.
0 , lz6w - zo*-( ) I ) s-
m06 �
c/)
U
<
CD
:z
04
CD
C.46-J
45)'\
— A -
Lo
CD
<
un
RECE n
t— m06 ONE LAN
Z: ROAD
LLJ MAY 2 3 2;
< 00 F >
< Lo PERMIT COL
cl- CD
ROAD
<WORK
300 FT >
noAwImr mn
4m
EMPLOYEE BENEFITS
UAIL VO/ 141 UJ
PROJECT NO. 05026.20
OF AMERICA
SCALE NTS
ENGINOERING
TITLE TRAFFIC CONTROL PLAN
250 4T'H AVE. S., SUITE 200
DRAWN BY RDJ
CHECXED 8Y RDJ
EOMON OS , WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
FOR ONE LANE CLOSURE
APPROVED BY GAG
PLOT DATE- 05/17/05 FILE NAME T,.ffi� C.mM
FED
J1
05
NTER
ADDENDUM REPORT
GEOTECHNICAL ENGINEE RING STUDY
PROPOSED COMMERCIAL BUILDING
22815 - 102"D PLACE WEST
EDMONDS, WASHINGTON
G-1937
Prepared for
Mr. Charlie Nathan
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
February 28, 2005
Geo Group Northwest, Inc.
13240 NE 20th Street, Suite 10
Bellevue, Washington 98005
Phone: (425) 649�8757
Email: info@geogroupnw.com
STREET FILE
R E C E: I TV r-7 -11-3
MY 2 3 L'i--0'15
PERMI'T COUNTER
Grou
February 28, 2005
Northwest, Inc,
Mr. Charlie Nathan
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
Subject: ADDENDUM REPORT
GEOTECHNICAL ENGINEERING STUDY
PROPOSED COMMERCIAL BUILDING
228IS-102 ND PLACE WEST
EDMONDS, WASHINGTON
Dear Mr. Nathan:
Geotechnical Engineers, Geologists
8� Environmental Scientists
G-1937
At your request Geo Group Northwest, Inc. has prepared the following . Addendum Report for the
proposed development at the subject site. This report is intended to supplement our geotechnical
engineering study for the site dated January 11, 2005. Please refer to our geotechnical report for
specific information regarding the existing site conditions. Copies of the boring logs have been
included with this report addendum as Appendix A - Boring Logs.
Project Description
We understand that a new two-story commercial building is proposed for the project site. The
proposed building will have a parking garage at the first floor / daylight basement level with . a
slab -on -grade concrete floor. Based upon a site plan provided by CG Engineering, dated
February 17, 2005, we understand that the proposed first floor finish elevation is 315.125. The
main floor elevation is proposed to be 325.125. The CG Engineering site plan has been
incorporated into this report as Plate 2 - Site Plan. For the purposes of this report we have
assigned a plan north which is perpendicular to the south-southeast property line. The proposed
improvements are described in relation to plan north.
Geo Group Northwest, Inc.
13240 NE 20th Street, Suite 10 - Bellevue, Washington 98005
Phone 425/649-8757 - FAX 4251649-8758
February 28, 2005
22815 - 102n' Place Wes I t, Edmonds, Washington
G-1937
Page 2
Based upon our discussions with Mr. Dennis Christianson of Christianson Design Research we
understand that a 9 to 10 foot tall soldier pile wall has been proposed to retain soils for the
daylight basement/garage. The soldier pile wall will be located on the southern, western and
northwestern sides of the building. The soldier pile wall will be incorporated into permanent
basement walls and permanent exterior retaining walls and will support building loads.
A four foot tall retaining wall is proposed at the southwest comer of the building, Rockeries are
to be located along the southern property line and above the proposed retaining and soldier pile
walls. The maximum height of rockeries which face native soils is 12.3 f et. A rdcker-y which
faces fill soils is proposed at the crescent shaped driveway on the western side of the site. Based
upon the site plan we understand that this rockery will have a maximum height of roughly 5 feet.
A rockery which faces fills is also proposed at the northwestern comer of the site. This rockery
is proposed to have a maximum height of 5 feet.
SEISMIC CONSIDERATIONS
Based upon our subsurface ifivestig4tion at the site, it is our opinio I n that the project buildings
may be designed using the Class C soil profile from the 2003 International Building Code,
Section 1615.1.5. It is our opinion that the soils at the project site are not susceptible to
liquefaction, due to the absence of groundwater within the loose soil I zone.
CONCLUSIONS AND RECOMMENDATIONS
General
Based on the results of our study, it is our professional opinion that the site is geotechnically
suitable for the proposed development. Because of the potential for ground'settlements due to
t ' he presence of loose site soils we recommend that the new building be supported on a deep
fQundation consisting of small diameter pipe piles or augered concre te piles. Design parameters
for pipe pile and augered pile foundation options were provided in the Geotechnical Engineering
Study. Because the building'will be supported by a deep foundation system, it is our opinion
that there is a minimal risk of damage due. to settlement of loose soils.
Geo Group Northwest, Inc.
February 28, 2005
22,815 - 102" Place West, Edmonds, Washington
G- 193 7
Page 3
The building loads at the proposed soldier pile wall location may be supported on the soldier
piles provided that the piles are installed at least 5-feet into the dense site soils. Specific
recommendations regarding these and other geotechnical aspects of the proposed construction
are presented in the following sections of I this report.
Soldier Pile Walls
A cantilever soldier pile shoring wall has been proposed to retain soils for the temporary
excavation of the building pad. We understand that the soldier pile wall will be incorporated
into the permanent basement walls for the building. A portion of the soldier pile near the
southern property line may be incorporated into a permanent conventional retaining wall, free to
rotate on top.
For the temporary condition we understand that the soldier pile wall may be installed in one'of
the following configurations:
With a maximum five foot tall rockery located roughly 2 feet from the top of the wall.
An approximate 2H: IV native slope is located above the rockery.
2. With a maximum 2H: IV native slope located above the soldier pile wall.
We recommend that the temporary cantilever soldier pile shoring wall be designed in accordance
with the attached Lateral Soil Pressure Diagrams - Plates 3 & 4.
Based upon discussions with Mr. Peter Hart of CT Engineering we understand that some vertical
building loads will be transferred to the soldier piles. We have calculated the following
allowable pile capacities for the following concrete pile diameters embedded fifteen feet into the
dense site soils:
Geo Group Northwest, Inc.
i
February 28, 2005 G- 193 7
22815 - 102"' Place West, Edmonds, Washington Page 4
Table I - Soldier Pile Bearing Capacities
Pile Diameter
(Inches)
Pile Embedment
(Feet)
Allowable Bearing
(Tons)
Allowable Uplift
(Tons)
24
15
43
20
30
15
6 4
4
Note: Pile Embedment Length based upon the embedment depth below the top of the dense
SAND soil. Allowable bearing capacities are based upon af,actor of safety equal to 3.0.
No reduction in pile capacities is required if the pile spacing is at least three times the pile
diameter. A one-third increase in the above allowable pile capacities can be used when
considering short-term transitory wind or seismic loads.
The performance of piles depends on how and to what bearing stratum the piles are installed.
Since a completed pile in the ground cannot be observed, it is critical that judgement and
experience be used as a basis for determining the embedment length and acceptability of a pile.
Therefore, we recommend that Geo Group Northwest, Inc. be retained to monitor the pile
installation operation, collect and interpret installation data and verify suitable bearing stratum.
We also suggest that the contractor's equipment and installation procedures be reviewed by Geo
Group Northwest, Inc. prior to pile installation to help mitigate problems which may delay work
progress.
Permanent Basement and Conventional Retaining Walls
We have prepared the following recommendations for the basement and conventional retaining
walls which are not located at the soldier pile wall locations. Permanent basement walls
restrained horizontally on top are considered unyielding and should be designed for a lateral soil
pressure under the at -rest condition; while conventional reinforced concrete walls free to rotate
on top should be designed for an active lateral soil pressure.
Geo Group Northwest, Inc.
February 28, 2005
22815- 102 nd Place West, Edmonds, Washington
Active Earth Pressure
G- 1937
Page 5
Conventional reinforced concrete walls that are designed to yield an amount equal to 0.002 times
the wall height, should be designed to resist the lateral earth pressure Imposed by an equivalent
fluid with a unit weight of.
35 pcf for level backfill behind yielding retaining walls
45 pcf for a 25 percent sloped backfill
60 pcf for a 50 percent sloped backfill
At -Rest Earth Pressure
Walls supported horizontally by floor slabs are considered unyielding and should be designed for
lateral soil pressure under the at -rest condition. The lateral soil pressure design should have an
equivalent fluid pressure of.
60 pcf for level ground behind permanent unyielding retaining walls
75 pef for a 25 percent sloped backfill
100 pcf for a 50 percent sloped backfill
Passive Earth Pressure and Base Friction
The available passive earth pressure that can be mobilized to resist lateral forces may be
assumed to be equal to 350 pcf equivalent fluid weight in both undisturbed soils and engineered
structural backfill.
The base friction that can be generated between concrete and undisturbed native soils or
engineered structural backfill may be based on an assumed 0.35 friction coefficient.
We recommend that a vertical drain mat, Miradrain 6000 or equivalent, be used to facilitate
drainage� behind permanent concrete basement and conventional retaining walls. In the case
wer i e a basement wall is placed in front of a soldier pile lagging wall the drain mat core is placed
against the lagging wall with the filter fabric side facing the lagging. The waterproofing and
Geo Group Northwest, Inc.
February 28, 2005 G-1937
.22815 - 102" Place West, Edmonds, Washington Page 6
concrete wall are then placed over the drain mat. Typical waterproofing materials consist of
bentonite panels with a mastic compound placed at the wide -flange locations, such as
MiraCLAY by Mirafi. The drain mat extends from the finished surface grade, down to a
collection point at the base of the wall. Drainage mat to pipe connections may be placed at each
soldier pile bay and tightlined either through the wall or through a footing to a tighline pipe
located under the building slab. The wall drainage should be tightlined to the stormwater
system, sewer system or properly designed drywell located downhill from the building area.
For drainage behind conventional retaining walls we recommend that the drainage mat be
installed on the back side of the wall extending from the finish grade down to a footing drain
pipe. The wall footing drain pipe should consist of a 4-inch diameter perforated rigid PVC pipe
surrounded by a bed of washed gravel and separated from site soils by filter fabric, Mirafi 140N
or equivalent. The drain pipe should be tightlined to discharge. Backfill behind conventional
retaining walls should consist of free -draining sand or gravel soils which are compacted in lifts.
Backfill in areas adjacent to basement or conventional retaining walls should be compacted with
n
lia d held equipment: or a hoepack. Heavy compacting machines should not be allowed within a
horizontal distance to the wall equivalent to one half the wall height, unless the walls are
designed with the added surcharge.
Rockeries
Rockeries are to be located along the southern property line and above the proposed retaining
and soldier pile walls. The maximum height of rockeries which face native soils is 12.3 feet. A
rockery which faces fill soils is proposed at the crescent shaped driveway on the western side of
the site. Based upon the site plan we understand that this rockery wi.11 have a maximum height of
roughly 5 feet. A rockery which faces fills is also proposed at the northwestern comer of the
site. This rockery is proposed to have a maximum height of 5 feet.
Rockeries which face the building should be setback from the building in order to mit . igate the
risk of damage if rocks were to Move. We recommend that the rockeries be located such that
they are setback from the building at least 75% of the height of the rockery. The preliminary
plans indicate that the rockeries will be located appropriately.
Geo Group Northwest, Inc.
February 28, 2005
22815 - 102" Place West, Edmonds, Washington
G-1937-
Page 7
Rockery walls are not engineered retaining walls, Their construction is to a large extent an art
not entirely controllable by engineering methods. Because of this, it is imperative that rockeries
be constructed by experienced rockery contractors with a proven capability in rockery
construction. During construction, we recommend periodic construction monitoring by Geo
Group Northwest to verify that rocker), foundation soils are properly prepared and that the cut
slopes are stable. Rockeries should be constructed in accordance with the "Standard Rockery
Construction Guidelines" specified by the Association of Rockery Contractors (ARC). We have
included a copy of the ARC guidelines as Appendix B with this report.
A rockery wall is not intended to function as an engineered structure to resist lateral earth
pressures, as an engineered reinforced concrete retaining wall is.: The primary function of
rockeries is to cover the exposed cut slope face and retard erosion processes. However, some
lateral support is provided by virtue of the weight of the rock. Therefore,,the larger the rock the
greater the mass and the more lateral load resistance available. However, since this support
depends on the contact areas and characteristics between individual rocks, it is virtually
impossible to predict or provide a specific lateral resistance.
The stability of the cut slope face to be protected by the rockery should inherently be stable with
no water seepage. The rock used to construct the wall should be hard, sound, durable, free of
seams and cracks, and broken in generally tabular to cubical shapes. Preferably, the rock density
should be at least one hundred sixty-five (W) pcf, although rock densities will vary from source
to source.
Rockeries Facing Fills
We do not recommend using rockeries in front of fills more than four feet high unless the fil I I
soils are reinforced with geogrid to provide lateral resistance to wall movement. Alternatively,
fills may be retained by segmental concrete blocks such as Keystone walls. For the proposed
maximum 5-foot tall rockeries we have prepared the following minimum guidelines:
Rockeries placed in front of fills with a height of up to 5 feet may be reinforced by one
four foot length of length of geogrid, Stratagrid SG300 or equivalent, placed at a height
of 3 feet above the base of the rockery.
Geo Group Northwest, Inc.
f A
February 28, 2005 , G-1937
22815 - 102" Place West, Edmonds, Washington P age 8
2. The geogrid length is measured from the back of the rockery rocks (See ARC guidelines).
The geogrid should be laid level and held taut as fills are being placed behind the
rockery.
3. The rockery rocks should be no smaller than 3 to 4-man and the base rock should be
embedded a minimum of 12-inches below grade.
4. Rockery fills should be compacted to meet or exceed 90% of the maximum dry density
(ASTM-D-1557).
Detailed rockery/geogrid design plans can be provided by Geo Group Northwest, Inc if
necessary.
Surface Drainage
The preliminary plans by CG Engineering suggest that a roughly 311: IV to 2H: IV slope will,be
located directly uphill from the building near the northwest portio . n of the building. The slope is
facing the building. We recommend that the civil engineer provide drainage measures to direct
surface water from the slope away from the building.
LIMITATIONS
This project has been prepared for the specific application to this site for the exclusive use of Mr.
Charlie Nathan and his authorized representatives. Any use of this report by other parties is
solely at their own risk. We recommend that this report be included in its entirety -in the project
contract documents for reference during construction.
Our findings and recommendations stated herein are based on field observations, our experience
and judgement. The recommendations are our professional opinion derived in a manner
consistent with the level of care and skill ordinarily exercised by other members of the
profession currently practicing under similar conditions in this area and within the budget
constraint. No warranty is expressed or implied. In the event that soil conditions not anticipated
Geo Group Northwest, Inc.
February 28, 2005
22815 - 102"' Place West, Edmonds, Washington
G-1937
Page 9
in this report are encountered during site development, Geo Group Northwest, Inc., should be
notified and the above recommendations should be re-evaluated.
ADDITIONAL SERVICES
We recornmend that Geo Group Northwest, Inc. be retained to review the final design plans to
confirm that the design parameters noted herein were properly planned for in the design. We
recommend that Geo Group Northwest Inc., be retained to provide monitoring and testing
services for geotechnically-related work during construction. A Geo Group Northwest, Inc.,
representative should observe geotechnically-related construction work for compliance with the
geotechnical recommendations in this report, and should be available to discuss and recommend
design changes, if needed, in the event subsurface conditions differ from those discovered during
our investigation.
Sincerely,
Geo Group Northwest, Inc.
Adam Gaston
Staff Engineer
attachments:
Plate I
Plate 2
Plate 3
Plate 4
Appendix A
Appendix B
William Chang, P.E.
Principal
- Vicinity Map
- Proposed Site Plan
- Lateral Soil Pressure Diagram
- Lateral Soil Pressure Diagram
- Boring Logs
- ARC Construction Guidelines
Geo Group Northwest, Inc.
'��2pj' 515-ir-
W-4pr
2
�-Vsio V A I
� m
z
z
z
U—z
I (:)
tn ��
00
N
Ql)
Ol
t
>
L5
0
z
u
V)
I
pK NA
FOUND HE OF -WAY
w STING RIG I
'09
�31'40"E
S.
0
LT
V-3
T_ ENI .0,
RA[-T-
VE901 0 1 ol
Mot4jjMENT cc E
9-
\rN
E W1 TACK
CONCRET
E
PLAN NORTH FOUNQ IRON Pip.
W/ ol
AV.
e, V
J
- '\ - K_ - I . B
1%
G
B
VF\NA'�
T
AL
tQ1
5 19.6'±
zz
l_f7
c)
id)
J-1 \lK
TRACT A
0
B-3
Z_
S6271
�LEGEND
'OJ'10 W
562
u
z
C,\
c:
0
_0 z 6
0* u z
> I C)
0
CL
c V) 00
cz
'a
as
E
0
CL
cn
ca
L5
"a
9z
U9
(D
0*4
X(6.2± �.\& 02T�
0, Yo,
BORING NUMBER & APPROXIMATE
LOCATION
W1 CAP L54 229W
'y jo \841
EQUIV42 - Vg I RO
10
CANTILEVER SOLDIER PILE
P)
NOTES
1. THE SOLDIER PILE WALL WILL BE INCORPORATED INTO THE PERMANENT BASEMENT/GARAGE
WALLS.
2. THE ACTIVE SOIL PRESSURE SHOULD BE ASSUMED TO ACT ON ONE PILE SPACING ABOVE THE BASE
OF THE EXCAVATION AND ONE PILE WIDTH BELOW THE EXCAVATION LINE.
3. THE PASSIVE SOIL PRESSURE MAY BE ASSUMED TO ACT ON TWO TIMES THE PILE WIDTH BELOW
THE EXCAVATION.
4. THE ABOVE DIAGRAM DOES NOT ACCOUNT FOR A SURCHARGE DUE TO HYDROSTATIC PRESSURE.
LATERAL SOIL PRESSURE DIAGRAM
Rl Xf) GroLip Northwest Inc PROPOSED COMMERCIAL BUILDING
1390 NE 20th Sum S.im 10. Bdl—, WA 99005 22815 - 102ND PLACE WEST
Ph-4251649-9757 FAX 425/649-8758
Emil iofo@gwgmupnw—m EDMONDS, WASHINGTON
SCALE: N.T.S. DATE: 2/23/05 MADF- ACi CPR(-XFn- WC lon. r,-10,, DT A'rV. I
C NTILEVER SOLDIER PILE
Pi
NOTES
RETAINING WALL
1. THE SOLDIER PILE WALL WILL BE INCORPORATED INTO THE PERMANENT BASEMENT/GARAGE
WALLS.
2. THE ACTIVE SOIL PRESSURE SHOULD BE ASSUMED TO ACT ON ONE PILE SPACING ABOVE THE BASE
OF THE EXCAVATION AND ONE PILE WIDTH BELOW THE EXCAVATION LINE.
3. THE PASSIVE SOIL PRESSURE MAY BE ASSUMED TO ACT ON TWO TIMES THE PILE WIDTH BELOW
THE EXCAVATION.
4. THE ABOVE DIAGRAM DOES NOT ACCOUNT FOR A SURCHARGE DUE TO HYDROSTATIC PRESSURE.
LATERAL SOIL PRESSURE DIAGRAM
Group Northwest, Inc. PROPOSED COMMERCIAL BUILDING
1390 ME 20th Smct, Suim 10, Bcllcwc, WA 99M5 22815 - -102ND PLACE WEST
Pho. 475/649-9757 FAX 425/649-9758
Emil info&wgroupnw.mm EDMONDS, WASHINGTON
q(' A I P - xf T Q T-% A TIC. ') /q'l /n c It A T-%T. A
APPENDIX A
G-1937
BORING LOGS
Geo Group Northwest, Inc.
LEGEND OF SOIL CLASSIFICATION AND PENTRATION TEST
UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)
MAJOR DIVISION GROUP I TYPICAL DESCRIPTION LABORATORY CLASSIFICATION CRITERIA
� SYMBOL I
CLEAN
GRAVELS
GRAVELS
0ittle or no
COARSE-
(More Than Half
fines)
GRAINED SOILS
Coarse Grains
Larger Than No. 4
Sieve)
DIRTY
GRAVELS
(with some
fines)
SANDS
CLEAN
SANDS
(More Than Hatlf
More Than Half
Coarse Grains
(little or no
by Weight Larger
Smile( Than No.
fines)
Than No. 200
4 Steve)
Sieve
DIRTY
SANDS
(with some
fines)
SILTS
Liquid Lirrit
(Below A-Une an
< 50%
Plasticity Chart.
FINE-GRAINED
Negligible Organic)
Liquid Urnit
SOILS
'50%
CLAYS
Liquid Unit
(Above A-Une on
< 30%
_
Placticity Chart.
Negligible Organic
Liquid Limit
> 50%
More Than Half
Liquid Limit
y Weight Smallej
Than No. 200
ORGANIC SILTS
< 50%
Sieve
& CLAYS
(Maw A -line on
Placticity Chart)
Liquid Urnit
>50%
HIGHLY ORGANIC SOILS
SOIL PARTICLE SIZE
GW
WELL GRADED GRAVELS, GRAVEL -SAND
Cu = (D60 / D 10) greater than 4
MIXTURE. LITTLE OR NO FINES
DETERMINE
Cc = (D302 )1 (1310 * D60) between 1 and 3
I PERCENTAGES OF
GRAVEL AND SAND
GP
POORLY GRADED GRAVELS. AND GRAVEL -SAND
MIXTURES LITTLE OR NO FINES
FROM GRAIN SIjE
NOT MEETING ABOVE REQUIREMENTS
DISTRIBUTION
CURVE
GM
SILTY GRAVELS, GRAVEL -SAND -SILT MIXTURES
-
ATTERBERG LIMITS BELOW
'A'LINE.
CONTENT
OF FINES
EXCEEDS12%
or P:L LESS THAN 4
GC
CLAYEY GRAVELS, GRAVEL -SAND -CLAY
ATTERBERG LIMITS ABOVE
MIXTURES
COARSE GRAINED
'A" LINE.
SOILS ARE
CLASSIFIED AS
FOLLOWS:
or P.I. MORE THAN 7
SW
WELL GRADED SANDS, GRAVELLY SANDS,
Cu � (1360 / D10) greater than 6
LITTLE OR NO FINES
< 5% Fine Grained:
Cc = (D30-') / (D10 - 060) between 1 and 3
SP
POORLY GRADED SANDS. GRAVELLY SANDS,
LITTLE OR NO FINES
GW. GP. SW. SP
> 12% Fine Grained:
NOT MEETING ABOVE REQUIREMENTS
SM
SILTY SANDS. SAND -SILT MIXTURES
ATTERBERG LIMITS BELOW
"A"
GM. GC, SM. SC
CONTENT OF
LINE
5 to 12% Fine
FINES
EXCEEDS 12%
with P.I. LESS THAN 4
SC
CLAYEY SANDS, SAND -CLAY MMMRES
ATTERBERG LIMITS ABOVE
Grained: use dual
I
symbols
with P.J. MORE THAN 7
ML INORGANIC SILTS. ROCK FLOUR SANDY SILTS
OF SLIGHT PLASTICITY
INORGANIC SILTS, MICACEOUS OR
MH DIATOMACEOUS, FINE SANDY OR SILTY SOIL
INORGANIC CLAYS OF LOW PLASTICITY,
CL GRAVELLY, SANDY, OR SILTY CLAYS, CLEAN
CLAYS
CH INORGANIC CLAYS OF HIGH PLASTICITY. FAT
CLAYS
OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF
LOW PLASTICITY
OH I ORGANIC CLAYS OF HIGH PLASTICITY
Pt I PEAT AND OTHER HIGHLY ORGANIC SOILS .
U.S. STANDARD SIEVE
FRACTION
Passing
Retained
Sieve
ze
Siz
Sieve
Size
(MM )
(MM)
SILT / CLAY
#200
0.075
SAND
FINE
#40
0.425
#200
0.075
MEDIUM
910
2
#40
0.425
COARSE
#4
4.75
#10
2
GRAVE
FINE
19
#4
4.75
COARSE
76
19
'OBBLES
76 mm to 203 mm
BOULDERS
203 rnm
ROCK
FRAGMENTS
76 mm
ROCK
>0.76 cubic meter in volume
50
X
W 40
0
z
>- 30
20
to*-
0 10 2 60 70 80 90 10 11
0 0
LIQUID LIMIT
GENERAL GUIDANCE OF SOIL ENGINEERING PROPERTIES FROM STANDARD PENETRATION TEST (SPT)
SANDY SOILS
SILTY & CLAYEY SOILS
Blow
Relative
Friction
Blow
Unconfined
Counts
Density
Angle
Description
Counts
Strength
Description
N
%
(0. degree
N
qu. w
0-4
0-15
Very Loose
< 2
< 0.25
Very soft
4 -10
15-35
26-30
Loose
2-4
0.25-0.50
soft
10-30
35-65
26-35
Medium Dense
4-8
0.50-1.00
Medium Stiff
30-50
65 - aS
35-42
Dense
8-15
1.00-2.00
Stiff
50
85-100
38-46
Very Dense
15-30
2-00 - 440
Very . Stiff
,30
4.00
Hard
110101 Group Northwest, Inc.
Geotechnical Engineers, Geologists, &
Environnnental Scientists
13240 NE 20th Street, Suite 12 Bellevue. WA 98005
Phone (425).649-8757 . Fax (425) 649-8758 IPLATE Al
BORING NO. B-1
L
Logged By: AG Date Drilled: 12/2/04 Elevation: 315
[Depth
uscs
Soil Description
SAMPLE
Blows
SPT N
Blows
Water
Content
Other
Tests &
per
6-inches
per -foot
%
Comment
Type
No.--
SM
Brown silty SAND with some fine gravel, moist,
---
very loose
I
St
1,1,1
2
15.3
Sp/
Brown SAND with some silt and occ. fine gravel,
I
S2
SM
wood pieces, moist, loose
5,4,3
7
8.6
wood
5
Sp/
Brown/Black SAND with some silt and occ. fine
---------
SM
gravel, moist, loose
--------------------------------------
I
S3
1,2,5
7
10.9
SP/
Gray gravelly SAND with some silt, dry, dense
S4
21,50/6"
100
2.9
rock
SM
I
10
SP
Gray gravelly SAND, dry, dense
S5
10,16,17
33
4.1
SM
Gray gravelly silty SAND, coarse gravel, moist, very
dense
S6
10,26,25
51
12.1
rock
15
SP/
Gray gravelly SAND, with gravelly silty -SAND
v
,,M
interbed, moist, very dense
S7
9,39,42
81
9.1
rock
Sp
Gray gravelly SAND, wet, very dense
S8
19,41,34
75
5.5
poor
20
recovery
End of Boring at 19 -feet bgs.
No groundwater seepage observed.
25
30
35
LEGEND: 2' O.D. Split -Spoon Sampler GROUNDWATER Seal
T 3' O.D. Shelby -Tube Sampler OBSERVATION WELL: Measured Water Level
3' O.D. California Sampler Well Tip (Screen)
BORING LOG
PROPOSED COMMERCIAL BUILDING
Group Northwest, Inc.
22815 - 102ND PLACE WEST
EDMONDS, WAS11INGTON
Geotechnical Engineers, Geologists,
Environmental scientists
BORING NO. B-2
L ogged By: AG Date Drilled: 12/2/04 Elevation: 316 +/-
Depth
I
SAMPLE
Blows
SPT N
Water
Other
uscs
Soil Description
per
Blows
Content
Tests &
6-inches
per -foot
%
Comment
Type
—
NO.
Sp
Brown SAND with some fine gravel, moist, very
loose
S1
1,1,2
3
9.1
SP
Brown SAND with occ. fine gravel, moist, loose
S2
3,2,2
4
9.3
SM
Brown SAND w/ occ. fine gravel and some silt,
moist, medium dense
S3
5,5,5
10
5.1
SM
Brown fine silty SAND w/ occ. fine gravel, dry, loose
S4
4,4,4
8
6.8
10
SM
Gray fine silty SAND with some gravel, dry medium
S5
3,5,5
10
3.1
dense
-------------------------------------
SM
L ----------
Gray gravelly silty fine SAND, dry, dense
T
S6
19,25,50
75
3.6
15
SM
Gray gravelly SAND with some silt� dry, dense
S7
12,19,18
37
4.2
SP
Gray SAND, moist, dense (no gravel)
S8
12,13,16
29
9.3
20
SP
Gray SAND with trace fine gravel, wet, dense
S9
12,16,22
38
17.5
End of Boring at 21.5 feet bgs.
No groundwater seepage observed.
25
30
35
LEGEND: 2" O.D. Split -Spoon Sampler GROUNDWATER Seal
3- O.D. Shelby -Tube Sampler OBSERVATION WELL: Measured Water Level
3- O.D. California Sampler Well Tip (Screen)
BORING LOG
PROPOSED COMMERCIAL BUILDING
Group Northwest, hie.
228'15 - 102ND PLACE WEST
EDMONDS, WASENGTON
Geotechnical Engineers, Geologists. &
Environnental scientists
__1
InATF- IW7/0A hnR Nn- (- I (YA-7 IPI ATr- A I
BORING NO. B-3
Logged By: AG Date Drilled: 12/2/04 Elevation: 325+/-
Depth
I
SAMPLE
Blows
SPT N
Water
Other
uscs
Soil Description
per
Blows
Content
Tests &
6-inches
P01`400t
%
Comment
Type
No.—
SP
Brown SAND with oce. gravel, moist, loose
Sl
1,1,3
4
10.6
SP/
Brown SAND with oce. fine gravel and some silt,
SM
moist, medium dense
S2
3,5,6
11
10.4
5
SP
Brown gravelly SAND, moist, medium dense
S3
5,8,13
21
6.1
SP
S4
9,15,7
22
4.7
10
SP
S5
5,8,8
16
3.7
SP
Gray fine SAND, moist, dense (no gravel)
S6
6,15,21
36
4.0
15
SP
Gray SAND, moist, very dense
S7
11,26,28
54
4.2
20
Sp
Gray SAND with trace gravel, moist, v. dense
S8
19,37,42
79
4.7
End of Boring at 21.5 feet bgs.
No groundwater seepage observed.
25
30
35
LEGEND: _F 2" O.D. Split -Spoon Sampler GROUNDWATER Seal
T 3- O.D. Shelby -Tube Sampler OBSERVATION WELL: Measured Water Level
3' O.D. California Sampler Well Tip (Screen)
BORING LOG
PROPOSED COMMERCIAL BUILDING
Group Northwest, Inc.
2281'5 - 102ND PLACE WEST
EDMONDS, WASFffNGTON
Geotechnical Engineers, Geologists, &
Environmental Scientists .1n,&T;=-
111-710A 1-inga mn. (1-10-1-7 101 ATI: A A
BORING NO. B-4
Logged By: AG Date Drilled: 12/2/04 Elevation: 317
Depth
uscs
I
Soil Description
SAMPLE
Blows
per
SPT N
Blows
Water
Content
Other
Tests &
IType
6-inches
per -foot
%
Comment
No.
SM
Brown gravelly silty SAND, moist, loose to medium
dense (poor recovery)
I
S1
8,10,18
28
9 .5
rock
SP
Gravelly SAND, moist, medium dense to dense
S2
11,22,14
36
8.6
rock
5
'S p
Gray SAND with some fine gravel, moist, medium
S3
dense
4,7,8
15
6.7
SP
S4
13,15,16
31
5.3
rock
10
sp
Brown SAND with some fine gravel, moist, medium
S5
dense
3,4,6
10
3.9
SP
S6
4,4,5
9
3.7
15
Sp
Brown SAND with trace gravel, moist, medium dense
S7
5,14,12
26
6.4
sp
Brown SAND with trace gravel, moist, very dense
S8
17,26,32
58
9.8
20
End of Boring at 19 feet bgs.
No groundwater seepage o6served.
25
30
35
LEGEND: T 2'O.D. Split -Spoon Sampler GROUNDWATER Seal
T 3' O.D. Shelby -Tube Sampler OBSERVATION WELL: Measured Water Level
3- O.D. California Sampler Well Tip (Screen)
BORING LOG'
PROPOSED COMMERCIAL BUILDING
Group Northwest, Me.
22815 - 102ND PLACE WEST
EDMONDS, WASHINGTON
Gootechnical Engineers, Geologists, &
Environrmntal &ientists
APPENDIX B
G-1937
ASSOCIATION OF ROCKERY CONTRACTORS
STANDARD ROCK WALL CONSTRUCTION GUIDELINES
Geo Group Northwest, Inc.
ASSOCi2ted ROCkery Con&actors
Standard' -
Rock Wail Construction
Guidelines
I
P.,..O. Box 1794 - Woodinville, Washington 98072
Association Representatives
(425) 481-3456 or (425) 481-7222.
P I 1 4
Contents
1.01 Introduction: ..................................................................................................................................................... 1
1.01.1 Historical Background ............................................................................................... 1
1.01.2 Goal ............................................................................................................................. 1
2.01 Materials: .......................................................................................................................................................... 1
2.01.1 Rock Quality ................................................................................................................ 1
2.01.2 Frequency of Testing .................................................................................................. 2
2.01.3 Rock Density .............................................................................................................. 2
2.01.4 Submittals ................................................................................................................... 2
3.01 Rock Wall Construction: ................................................................................................................................ 2
3.01.1
General ........................................................................................................................
2
3.01.2
Geotechnical Engineer .............................................................................................
3
3.01.3
Responsibility .............................................................................................................
3
3.01.4
Workmanship ..............................................................................................................
3
3.01.5
Changes to Finished Product ...................................................................................
3
3.01.6
Slopes .........................................................................................................................
3
3 ' 01.7
Monitoring ...................................................................................................................
4
3.01.8
Fill Compaction ............... . **** .......... **"**"^'*'*** ............. ............. ......
4
3.01.
9 Fill Construction and Reinforcement ......................................................................
4
3.01.10
Rock Wall Keyway ...................................................................................................
5
3 ' 01.11
Keyway Drainage ....................................................................... ; .............................
5
3.01.12
Rock Wall Thickness ................................................................................................
5
3.01.13
Rock Selection .........................................................................................................
6
3.01.14
Rock Placement .......................................................................................................
6
3.01.15
Face Inclination .......................................................................................................
6
3.01.16
Voids .........................................................................................................................
6
3.01.17
Drain Rock Layer ............................................................................................. .......
6
3.01.18
Surface Drainage ......................................................................................................
7
Post Construction Guideline Figure A ................................................................................................................. 8
TYPICAL DETAIL Native Cut, Any Height Over 4 Feet .................................................................................... 9
TYPICAL DETAIL Overbuild Fill Construction, Rock Wall less than 8 Feet in Height .............................. 10
TYPICAL DETAIL Geogrid Reinforced Fill Construction, Rock Wall 8 Feet or More in Height ............... 11
ARC STANDARD ROCKERY CONSTRUCTION GUIDELINES
1.01 Introduction:
1.01.1 These standard rock wall construction guidelines have been developed in,an
Historical effort to provide a more stringent degree of control on materials and construction
Background methodology in the Pacific- Northwest. They have been assembled from numerous
other standards presently in use in the area, from expertise provided by local
geotechnical engineers, and from the wide experience of the members of the
Associated Rockery Contractors (ARC)-
1.01.2 The primary goals of this document are to standardize the methods of construc-
Goal tion for rock walls over four feet in height, and to provide a means of verifying
the quality of materials used in construction and the workmanship employed in
construction. This standard has also been developed in a manner that makes it, to
the best of ARC's knowledge, more'stringent than the other standards presently
in use by local municipalities.
2.01. Materials:
2.01.1 All rock shall be sound, angular ledge rock that is resistant to weatherinig. The
Rock Quality longest dimension of any individual rock should not exceed three times its
shortest dimension. Acceptability of rock will be determined by laboratory tests
as hereinafter specified, geologic examination and historical usage records.
All rock delivered to and incorporated in the project shall meet the following mimmurn
specifications:
a. Absorption
ASTM C127
AASHTO T-85
b. Accelerated Expansion (15 days)
CRD-C-148 *1, *2
c. Soundness (MsSO4 at 5 cycles)
ASTM C88
CRD-C- 137
d. Unconfined Compressive Strength
ASTM D 2938
e- Bulk Specific Gravity (155pcf)
ASTM C 127
AASHTO T-85
Not more than 2. 0% for igneous
and metamorphic rock �vpes and
3.0% r sedimentary rock types.
fo
Not more than 15% breakdown -
Not greater than 5% loss.
Intact strength of 6, 000 ps4 or
greater.
Greater than 2.48
1. The test sample will be prepared and tested in accordancewith Corps of Engineers
Testing procedure CRD-C- 148, "Method of Testing Stone for Expansive Breakdown
on Soalcing in Ethylene Glycol.".
*2. Accelerated expansion tests should also include analyses of the fractures and veins
found in the rock.
ARC STANDARD ROCKERY -CONSTRUCTION GUIDELINES
2.01.2 Quarry sources shall begin a testing program when either becoming a supplier or
Frequency when a new area of the source pit is opened. The tests described in Section
of Testing 2.01. 1 shall be performed for every four thousand (4000) tons for the first twelve
thousand (12,000) tons of Wall rock *supplied to establish that specific rock
source. The tests shall then be performed once a -year, every 40,000 tons, or at an
apparent change in material. If problems with a specific area in a pit or with a
particular material are encountered, the initial testing.cycle shall be restarted.
2.01.3 Recognizing that numerous sources of rock exist, and that the nature of rock will
Rock vary not only between sources but also within each source, the density of the
Density rock shall be equal to, or greater than, one hundred fifty-five (155) pcf. Typi-
cally, rocks used fot rock wall construction shall be sized approximately as
follows:
Rock Size
Rock Weight
Average Dimension
One man
50-200 pounds
12 to 18 inches
Two man
20G-700 pounds
18 to 28 inches
Three man
700-2000 pounds
28 to 36 inches
Four man
2000-4000"pounds
36 to 48 inches
Five Man
4000-6000 pounds
48 to 54 inches
Six Man
6000-8000 pounds
54 to 60 inches
In rock walls eight feet and over in height, it should not be possible to move the large sized
rocks (four to six -man size) with a pry bar. If these rocks can be moved, the rock wall
should not be considered capable of restraining any significant lateral load. However, it is
both practical and even desirable that smaller rocks, particularly those used for "chinicing"
purposes, can be moved with a pry bar to achieve the "best fit". .
2.01.4 The rock source shall present current geologic and test data for the minimurn
Submittals guidelines 'described in Section 2.01.1 on request by either the rock wall contrac-
tor, the owner, or the applicable agency.
3.01 Rock Wall Construction:
3 * '01.1 Rock wall -construction is a craft and depends largely on the skill and experience
D
General of the builder. A rock wall is a protective system . which helps to retard the
weathering and erosion process� acting on an exposed cut or fill soil face. While
by its nature (the mass, size and shape of the rocks) it will provide some undeter-
mined degree of retention, it is not a designed or engineered system in the sense
a reinforced concrete retaining wall would be considered designed or engineered.
—1 he degree of retention achieved is dependant on the size of rock used; that is,
the "mass" 'or weight, and the height of the rock w ' all being constructed. The
larger the rock, the more competent the rock wall. To accomplish an appropriate
Z_
ARC STANDARD ROCKERY CONSTRUC71ON GUIDELINES
degree of competency, all rock walls in excess of four feet in height should be
built on a"mass" basis, i.e. by the ton.
To provide a competent and adequate rock wall Structure, all rock walls con-
structed in front of either cuts or fills eight feet ind over in height should be bid
and constructed in accordance with these standard cruldelines and the
0
geotechnical engineer's supplemental recommendations. Both the standard
guidelines and the supplemental geotechnical recommendations should be pro-
vided to prospective bidders before bidd.ing and the start of construction.
3.01.2 The geotechnical engineer retained to provide necessary supplemental rock wall
Geotechnical construction guidelines shall be a practicing geotechnical/civil engineer licensed
Engineer as a professional civil engineer in the State of Washington who has had at least
four years of professional employment as a geotechnical engineer in responsible
charge, including'experience with fill construction and stability and rock wall .
construction. The geotechnical engineer should be hired either by the rock wall
contractor or the owner.
3.01.3 The ultimate responsibility for standard rock wall construction should remain
Responsibility with the rock wall builder. However, rock walls protecting moderate to thick
fills, with steep sloping surfaces above or below them, wiih multiple steps, with
foundation or other loads affecting them, protecting sandy or gravelly soils
subject to ravelling, with seepage or wet conditions, or that are eight feet or
more in height, all represent special design conditions and require consultation
and/or advice from qualified experts.
3.01.4 All workmanship is guaranteed by the rock wall contractor and all materials are
Workmanship guaranteed by the supplying quarry for a period of six years from the date of
I
completion.of erection, providing no modification or changes to the conditions
existing at the time of completio.rr-'are made.
3.01.5 Such changes include, but are not necessarily limited to, temporary excavation of
Changes to ditches or trenches for any utility within a distance of less than five feet from the
Finished back of the top of the rock wall; excavation made either within a distance equal
Product to at least two thirds of the free-standing wall height in front of the toe of a rock
wall, or that will penetrate an imaginary line extended at a I H': IV (Horizontal:
Vertical) slope from the- front edge of the rock wall toe (see Figure A): removal
of any material from the subgrade in front of the wall, excavation of material
from any- location behind the rock wall within a distance at least equal to the
rock wall's height, the addition of any surcharge or other loads within a similar
distance of the top of the rock wall, or surface or subsurface water forced, di-
rected, or otherwise caused to flow behind the rock wall in any quantity.
I
3.01.6 Slopes above rock walls should �'e kept as flat as possible. but should not exceed
Slopes 2HAV unless the rock wall is designed specifically to providc some restraint to
the load imposed by the slope. Any slope existing above a completed rock wall.
should be covered with vegetation by the owner to help reduce the potential for
surface 'water flow induced erosion. It should consist of a deep rooted, rapid
growth vegetative mat, will typically be placed by hydroseeding and covered
with. a mulch. It is often useful to overlay the seed and mulch with either pegged
ARC STANDARD ROCKERY CONSTRUCTION GUIDELINES
in -place jute matting, or some other form of approved geotextile, to help main-
tain the seed in -place until the root mat has an opportunity to germinate and take
hold.
3.01.7 All rock walls constructed against cuts or fills eight feet and over in height shall
Monitoring be periodically monitored during construction by the geotechnical engineer to
verify that the nature and quality of the materials.being used are appropriate, that
the construction procedures are appropriate, and that the rock wall is being
constructed in a generally professional ma . nner and in accordance with this ARC
guideline and any supplemental recommendations.
On completion of the rock wall, the geotechnical engineer should submit to the
client, the rock wall contractor, and to the appropriate municipality, copies '
of his
rock wall examination reports along with a final report summarizing rock wall
construction.
3.01.8 Where rock walls are constructed in front of a fill, it is imperative that the owner
Fill ensure the fill be placed and compacted in a manner that will provide a compe-
Compaction tent fill mass. To achieve this goal, all fills should consist.of relatively clean,
organic and debris free granular materials with a maximum size of four inches.
Ideally, but particularly if placement and compaction is to ta-ke place during the
wet season, they should contain no more than seven percent fines (silt and clay
sized particles) passing the number 200 mesh sieve.
All fills -should be placed in thin lifts not exceeding ten (10) inches in loose
thickness. Each lift should be compacted to at least 95 percent of the maximum
dry density, as determine ' d by ASTM Test Method D-1557-78 (Modified Proc-
tor), before any additional Fill is placed and compacted. In -place density tests
should be performed at random locations within each lift of the fill to verify that
this degree of compaction is being achieved.
3.01.9 There are two methods of constructing a fill. The first, which typically applies to
Fill rock walls of less than eight feet in height, is to overbuild and then cut back the
Construction fill. The second, which applies to all rock walls eight feet and over in height, is
Reinforcement - to construct the fill using a geogrid or geotextile reinforcern exit.,
Overbuilding the fill allows for satisfactory compaction of the fill mass out -
beyond the location of the fill face to be protected. Overbuilding also allows the
earthwork contractor to use larger and more effective compaction equipment in
his compactive efforts, thereby typically achieving a more competent fill mass.
Cutting back into, the well compacted fill also typically results in construction of
a competent near vertical fill face against which to build the rock wall.
For the higher rock walls the use of a geogrid or geotextile fabric to help rein-
force the fill results in construction of a more stable fill face against which to
construct the rock " wall. This form of construction leads to a longer lasting and
more stable rock wall and helps reduce the risk of significant long term mainte-
nance.
ARC STANDARD ROCKERY CONSTRUCTION GUIDELINES
This latter form of construction requires a design by the geotechnical engineer
for each specific case. The vertical spacing of the reinforcement, the specific
type of reinforcement and the distance to which it mus"t extend back into the fill,
the. amount of lapping and the construction sequence must be determined'on a
case: by case basis.
3.01.10 The first step in rock wall construction, -after general excavation, is to construct a
Rock Wall keyway in which to build the rock wall. The keyway shall comprise a shallow
Keyway trench of at least twelve (12) inches in depth, extending for the full length of the
rock wall. The keyway subgrade should be slightly inclined back towards the
face being protected. It is typically dug as wide as the rock wall (including the
width of the rock filter layer). If the condition of the cut face is of concern, the
keyway should be constructed in sections of manageable length, that is, of a
length that can be constructed in one shift. or one day's work.
The competency of the keyway subgrade to support the rock wall shall be veri-
fied by probing with a small diameter steel rod. The rod shall have a diameter of
between three -eighths and one-half inch, and shall be, pushed into the subgrade in
a smooth unaided manner under the body weight of the prober only. Penetration
of up to six inches, with some difficulty, shall indicate a "competent" keyway
subgrade unless other factors in the geotechnical engineer's opinion shall indi-
cate otherwise.
Penetration in excess of six inches, with ease, shall indicate a "soft" subgrade
and one that could require treatment. Shallow soft areas of the, subgrade can be
"firmed up" by tamping a layer of coarse quarry spalls into the'subgrade.
3.01.11 Upon completion of keyway excavation, a.shallow ditch or trench, approximately
Keyway twelve (12) inches wide and deep, should be dug along. the rear edge of the key
Drainage way. A minimum four -inch diameter perforated or slotted rigid AD . S drain pipe,
or equivalent, approved by an engineer, should be placed in this shallow trench
and should be bedded on -and surrounded by a free -draining crushed rock. Burial
of the drain pipe in this shallow trench provides protection to the pipe and helps
prevent it from being inadvertently crushed by pieces of. the rock wall rock. This
drain pipe should be installed with sufficient gradient to initiate flow, and the
outfall should be connected to a positive and permanent discharge.
Positive and permanent drainage should be considered to mean an existing or to
be installed storm drain system, a swale, ditch or other form of surface water
flow collection system, a detention or retention pond, or other stable native site
feature or previously installed collection system.
1 3.01.12 The individual rock wall thickness should be equal to the thickness of the recom-
Rock Wall mended size of rock plus the thickness of the drain rock layer. This thickness,
Thickness which will be determined on a case by case basis, -will be dependant on the
specific rock sizes recommended for each individual rock wall. For example, if
four -man rock is used the rock wall thickness will be approximately five feet.
ARC STANDARD ROCKERY CONSTRUCIION GUIDELINES
3;01.13 The contractor should have sufficient space available so that he can select from
Rock among a number of stockpiled rocks for each space in the rock wall to be filled.
. Selection . Rocks which have shapes which do not match the spaces offered by the previous
course of rock should be placed elsewhere to obtain a better fit. Rock should be
of a generally cubical, tabular or rectangular shape and selected in accordance
with Section 2.01.3. Any rocks of basically roun - ded or tetrahedral form should
be rejected or used for filling large void spaces.
3.01.14 The first course of rock should be placed on firm unyielding soil. There should
Rock be full contact between the rock and soil, which may'require shaping of the
Placement ground surface or slamming or dropping the rocks into place so that the soil
foundation conforms to the rock face bearing on it. The bottom of the firs I t course
of rock should be a minimum of twelve (12) inches below the lowest adjacent
site grade.
As the rock wall is constructed, the rocks should be placed so that there are no
continuous joint -planes in either the vertical or lateral direction. Wherever
possible, each rock should bear on at least two* rocks below it. Rocks should be
placed so that there is some bearing between flat rock faces rather than on joints.
Joints between courses (the top surface of rock), should slope back towards the
cut face and away from the face of the rock wall.
Smaller rocks (one to two -man size) are often used to create an aesthetically pleasing
"top edge" to 'a rock wall. This is an acceptable practice provided none of the
events described in Section 3.01.5 occur, and that people are prevented from
ch . mbing or walking on the finished wall. This is the owner's responsibility.
3.01.15 The face of the -rock wall should be inclined at a gradient of about I H:6V back
Face towards the face being protected. The inclination should not be constructed
Inclination flatter than IH:4V.
3.01.16 Because of the nature of the product used to construct a rock wall, it is virtually
Voids impossible to avoid creating void spaces between individual rocks. However, it
should be recognized that voids do not necessarily constitute a problem in rock
wall construction. As the size of rock used to build a rock wall increases, i.e. to
six -man size, the void spaces between individual rocks should be expected to be
larger.
Where voids of greater than six inches in dimension exist in the face of a rock
wall they should be visually ekamin * ed to determine if contact between the rocks
exists within the thickness of the rock wall. If contact does exist, no further
action is required. However, if there is no rock contact within the rock wall
thickness the void should be "chinked" with a smaller piece of rock. .
3.01.17 In order to provide some degree of . drainage control behind the rock wall, and as
Drain Rock a means of helping to prevent loss of soil through the face of the rock wall, a
Layer rock drainage filter shall be installed between the rear face of the rock wall and
the soil face being protected. This drain rock' layer should be at least twelve ('12)
inches thick; and for rock* walls right feet in height or higher, it should be at
i
ARC STANDARD ROCKERY CONSTRUCTION GUIDELINES
least eighteen (1 ' 8) inches thick. It should be composed of 4 to 2.-Inch sized
crushed rock quarry spalls, crushed concrete, or other material approved by the
geotechnicai engineer. If a random wall rock extends bac'k to the exposed soil
face, it is not necessary that the filter rock . layer extend between it and the soil
face.
Depending on soil type and potential water seepage, a geotextile fab
ric may or
may not be required. This can be determined on a case by case basis by the
geotechnical engineer during design and prior to bidding.
3 01.18 It is the owner's responsibility to intercept surface drainage frorn above the rock
S urface wall and direct it away from the rock wall to a positive and perinanent discharge
Drainage well below and beyond the toe of the rock wall. Use of other drainage control
measures should be determined on a case -by -case basis by the geotechnical
engineer prior to bidding on the project.
I
Schematic Only - Not to Scale
Rock Wall Section
NOTES:
• Rock wall construction is a craft and depends largely an the sldll
and experience of the budder.
• A rock wall is a protective.system which helps retard the
weathering and erosion process on an exposed sod face.
• While by as nature (mass, size and shape of the rocks) it Will
provide some degree of retenfion, 4 is not a designed or
engineered system in the sense a reinforced concrete retaining
wall would be considered designed or engineered.
• The degree of retention achieved is dependent on the size of the
mck used-, that is, the mass or weigK and the height of the wall
being constructed. The larger the rock, the more competent the
rock wall should be.
• Rock walls should be considered maintenance items that will
require periodic inspection and repair. They should be located so
that they can be reached by a contractor if repairs become
necessary.
• Maximum inclination of the slopes above and behind rock walls
should be 2:1 (Horizontal:Vertical).
• Minimum thickness of rock filter layer 8 = 12 inches, Minimum
embedment 0 = 12 inches undisturbed native sod or compacted fill
placed in accorclance with report recommendations.
• Maximum rock wall height H feet
• Rock Walls greater fm 8 feet in height to be installed under
periodic or full time observation of the geotechnicai engineer.
• Rock should be placed to gradually decrease in size with
increasing wall height in accordance with geotechnical engineers
recommendations.
• Minimum width of keyway excavation, W, should be equal to the
thickness of the basal rock (as determined by geotechnical
engineer's design) plus B.
D
Rock Wall Elevation
• The long dimension of the rocks should extend back towards the
cut or fill face to provide maximum stability. Rocks should not be
stacked like shoe boxes. They should be placed lo avoid
continuous joint planes in vertical or lateral clirections. Whenever
possible each rod should bear on two or more rocks below 0, with
good flat -to -flat contact.
• AD rock walls over 4 feet in height should be constnicted on basis
of wall mass, not square footage of iace.
Approximate Approximate
Size
Weight - lbs. Diameter
1 Man
50 - 200 12 - 18'
2 Man
200- 700 18 - 28'
3 Man
700 - 2000' 28 - 36'
4 Man
12000 - 4000 36 - 48'
5 Man
4000- 6000 48 - 54'
6 Man
6000 - 8000 54 - 60'
Reference: Local quarry weight study using average weights of no
less than six rocks of each man size conducted in January 1, 1988.
LEGEND:
Drainage materials to consist of clean angular 4 to
2 inch spalls, or other material , approved by the
geotechnical engineer
Surface seal: may consist of impervious sod at a
fine free draining granular material.
Undisturbed firm Native soil
Drainpipe: 4�inch minimum diameter, perforated or
slotted rigid plastic ADS pipe M with a positive
gradient to discharge under control well away from
the wag.
Designates size of rock required, Le. 4 man.
TYPICAL DETAIL -
NATIVE CUT, ANY HEIGHT OVER 4 FEET
Schematic Only - Not to Scale
J.
Q ..(3
Z
L
B Z
lZi
Z
c
D. -aj7;
W LR
LEGEND
Crushed rock or crushed concrete drain r�ck material ranging between 4 and 2 inches in size and free of organics, with less than 5
percent fines (sift and c* size particles passing the No. 200 mesh sieve).
Compacted structural fill consisting of free -draining, organic -free material with a maximum size of 4 inches. Should contain no more
than 7 percent fines (described above), compacted to a least 95 percent of ASTM D-1557-78 maximum dry density.
Undisturbed firm Native soil
Geogrid reinforcement approved by geotechnical engineer.
Perforated or slotted drain pipe with 4 inch minimum diameter bedded on and surrounded by crushed rock filter material; descrbW
above.
F51 Designates size of rock required, i.e. 5 man.
NOTES
Ali fill should be placed in thin lifts not exceeding 10 inches in loose thickness. Each layer should be compacted to no less than 95 percent of
maximum dry density, as determined by ASTM D- 1557-78 (Modified Proctor).
• Minimum length of geogrid wrap over top of fill, Lw. should be no less tm 3 feel.
• Length of reinforcing geogrid, LR shall be 4- feet
• Geogrid reinforcement layer spacing Z shall be -3 feet as determined by the geotechnical engineer's design.
• Height of rock wall, H, should not exceed 5 feet.
• Thickness of crushed drain rock layer, B should be no less than 18 inches.
• Depth of burial of basal layer of rock., D, should be no less than 12 inches.
Minimum width of keyway excavati6n, W, should be equal to the thickness of the basal mck (as detemiined by geotechnical engineers design)
plus B.
TYPICAL.DETA4L'
GEOGRID REINFORCED FILL CONSTRUCTION
DISTRIBUTION
G-1937
Mr. Charlie Nathan I Copy
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
Mr. Dennis Christianson 3 Copies
Christianson Design Research
2610 204" St. SW
Lynnwood, WA 98036
Mr. Peter Hart 1 Copy
CT Engineering
180 Nickerson St., Suite #302
Seattle, WA 98119
1
Mr. Ross Jarvis I Copy
CG Engineering, Inc.
250 4" Avenue South, Suite 200
Edmonds, WA 98020
Project File I Copy
Geo Group Northwest, Inc.
4
GEOTECHNICAL ENGINEERING STUDY
PROPOSED COMMERCIAL BUILDING
22815-102 ND PLACE WEST
EDMONDS, WASHINGTON
G-1937
Prepared for
Mr. Charlie Nathan
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
January 11, 2005
Geo Group Northwest, Inc.
13240 NE 20th Street, Suite 10
Bellevue, Washington 98005
Phone: (425) 649-8757
Email: info@geogroupnw.com
STREET FILE
PNE�- r, V E D
q
PER00117* COUNT-f--
�i
Group Northwest-, Inc. Geotechnical Engineers, Geologists
& Environmental Scientists
January 11, 2005
Mr. Charlie Nathan
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
Subject: GEOTECHNICAL ENGINEERING STUDY
PROPOSED COMMERCIAL BUILDING
22815-102 ND PLACE WEST
EDMONDS, WASHINGTON
Dear Mr. Nathan:
G-1937
Geo Group Northwest, Inc.,,is pleased to submit this report for the proposed commercial
building at,the subject site. The geotechnical engineering study was performed to investigate the
subsurface soil conditions and prepare design and earthwork recommendations for the proposed
project.
Geo Group Northwest, Inc. supervised the drilling of four exploratory soil borings at the project
site on December 2, 2004. The borings were drilled to a depths between 19.5 and 21.5 feet
below the ground surface (bgs). Soils encountered on the northeastern side of the lot at: Boring
B- I and B-2 consisted of loose silty SAND and SAND with some silts overlying dense to very
dense gravelly SAND and gravelly silty SAND at depths ranging from 7 to 12.5 feet below
ground surface (bgs). We interpret the overlying loose site soils on the northeastern. side of the
lot.to be fills. Soils encountered at the Boring B-3 and B-4 locations consisted loose to medium
dense Sand and silty SAND overlying medium dense to very dense SAND and gravelly SAND
at depths ranging from I to' 3 feet bgs.
Because of the potential for ground settlements due to the loose soils on the northeastern. side of
the site we recommend that the northeastern side of the building be supported on a deep
foundation consisting of small diameter pipe piles or augered concrete piles. Our conclusions
and. recommendations, along with other geotechnically related aspects of the project, are
discussed in more detail in the attached report.
13240 NE 20th Street, Suite 10 - Bellevue, Washington 98005
Phone 425/649-8757 - FAX 4251649-8758
January 11, 2005
22815 - 102" Place West, Edmonds, Washington
G- 1937
Page ii
We appreciate this opportunity to provide you with geotechnical engineering services for this
project. We look forward to working with you as the project progresses. Should you have any
questions regarding this report or need additional consultation, please feel free to call us.
Sincerely,
Geo Group Northwest, Inc.
O'tlll�
William Chang, PE.
Principal
Geo Group Northwest, Inc.
i ..A
TABLE OF CONTENTS
PROJECT NO. G- 193 7
Page
INTRODUCTION 1.
1.1 Project Description ..... ..........................................
1.2 Scope of Services ................................................
2 SITE CONDITIONS ..................................................... 2
2.1 Site Description .................................................. 2
2.2 Geologic Overview ................................................ 2
2.3 Field Investigation ............................................... 2
2.4 Subsurface Conditions 3
3 CONCLUSIONS AND RECOMMENDATIONS ............................. 3
3.1
General
3
3.2
Foundation Support ................................................
4
3.2.1 Small -Diameter Pipe Piles ....................................
4
3.2.2 Lateral Loads
5
3.3
Augered Concrete Piles
6
.............................................
3.4
Spread Footing Foundations .........................................
7
3.5
Permanent Basement and Conventional Retaining Walls ...................
9
3.6
Floors
11
3.7
Earthwork Criteria
I I
3.7.1 Site Preparation and Earthwork ................................
I I
3.7.2 Excavations and Slopes .....................................
12
3.7.3 Structural Fill
12
.............................................
3.8
Drainage
13
.......................................................
4 LIMITATIONS ...................................................... 14
5 . ADDITIONAL SERVICES ............................................. 14
Geo Group Northwest, Inc.
ILLUSTRATIONS
Plate I -
Plate 2 -
Plate 3 -
Plate 4 -
Plate 5 -
Table of Contents Continued
G-1937
Vicinity Map
Site Plan
Cross -Section A -A'
Cross -Section B - B'
Typical Basement Wall Drainage Detail
APPENDIX A - BORING LOGS
Legend of Soil Classification and Penetration Test
Boring Logs
Geo Group Northwest, Inc.
GEOTECHNICAL ENGINEERING STUDY
PROPOSED COMMERCIAL BUILDING
22815-102 ND PLACE WEST
EDMONDS, WASHINGTON
i
G-1937
INTRODUCTION
1.1 Project Description
We understand that a new two-story commercial building is proposed for the project site. The
proposed building will have a parking garage at the first floor level with a slab-on-gr ade concrete
floor. We understand that the proposed first floor finish grade elevation is 316. The existing
building at the site will be demolished.
1.2 Scope of Services
The tasks we completed for this study were conducted consistent with the scope of work
presented in our proposal dated November 18, 2004. These tasks consisted of -
I . Perfonning subsurface exploration of the site by drilling three to four soil borings by
track-i-nounted drill rig. The borings were to be drilled to a maximum depth of 20 feet or
until dense soils were encountered.
2. Collecting soil samples from the soil boring and performing soil classification and
moisture content tests.
3. Perform engineering analysis in order to provide soil bearing capacities, lateral soil
pressures and basement wall design ��commendations. Recommendations for temporary
shoring were to be included if needed.
4. Prepare a Geotechnical Engineering Study to include earthwork and design
recommendations for the new building.
Geo Group Northwest, Inc.
January 11, 2005 G-1937
22815- 102 n1 Place West, Edmonds, Washington Page 2
2 SITE CONDITIONS
2.1 Site Description
The project site is located in a residential/commercial neighborhood near the comer of 102 nd
Place West and Edmonds Way in Edmonds, as shown on Plate I - Vicinity Map. The project
site address is 22815 - 102 d Place West, Edmonds, Washington.
The project site consists of an irregularly shaped lot bordered on the west by 102 nd Place West,
on the northeast by a commercial property and on the southeast by a single family residence and
undeveloped lot. The site is currently occupied by a single story duplex. The site is relatively
level near the center of the lot at the existing and proposed building locations. Moderate to steep
north and north -cast facing slopes are located on the southern and northeastern sides of the lot.
Based upon the topographic survey by Cramer Northwest, Inc. the moderate to steep slopes on
the southern portion of the project site have inclinations ranging from 37 to 41 percent from the
horizontal. the 'steep slope located along the northeast lot boundary has an inclination of
roughly 66 percent with a maximum height of 10 feet. The site elevations range from 350 at the
south comer to 3 10 at the north comer. The existing site conditions and proposed building
location are represented on the attached Plate 2 - Site Plan.
2.2 Geologic Overview
According to the "Geologic map of the Edmonds East and part of the Edmonds West
Quadrangles, Washington" by Minard et al., dated 1983, soils at the site are described as
Advance Outwash (Qva). Advance Outwash soils typically consist of sand and grav elly sand
soils which were overridden by glaciers during the most recent period of glaciation
approximately 14,000 years ago,
2.3 Field Investigation
On December 2, 2004 a Geo Group Northwest, Inc. engineer supervised the drilling of four
exploratory soil borings at the site. The borings were drilled by track -mounted hollow -stem
Geo Group Northwest, Inc.
January 11, 2005 G-1937
22815 - 102"d Place West, Edmonds, Washington Page 3
auger and sampled by split -spoon sampler. Borings 13- 1 and B-2 were located on the
northeastern portion of the property near the top of the 10 foot high slope. Borings B-3 and B-4
were drilled on the southern side of the proposed building. The borings were located as shown
on Plate 2 - Site Plan. The borings were drilled to depths of 19.5 to 21.5 feet below the ground
surface (bgs). Soil samples were collected from the borings, for field and office examination.
The samples were analyzed for moisture content and the test results are reported on the Boring
Logs presented as Appendix A.
2.4 Subsurface Conditions
Solis encountered on the northeastern side of the lot at Boring B- I and B-2 consisted of loose
silty SAND and SAND with some slits overlying dense to very de 1. rise gravelly SAND and
gravelly silty SAND at depths ranging from 7 to 12.5 feet below ground surface (bgs), We
interpret the overlying loose site soils on the northeastern side of the lot to be fills. Soils
encountered at the Boring B-3 and B-4 locations consisted loose to medium dense Sand and silty
SAND overlying medium dense to very dense SAND and gravelly SAND at depths ranging from
I to 3 feet bgs. The geologic logs for the soil borings and a soil classification legend used to
describe the soils are presented in Appendix A.
Groundwater was not encountered at the boring locations and depths. It is important to note that
groundwater conditions may fluctuate seasonally due to precipitation and other factors.
3 CONCLUSIONS AND RECOMMENDATIONS
3.1 General
Based, on the results of our study, it is our professional opinion that the site is geotechnically
suitable for the proposed development. Because of the potential for ground settlements due to
the presence of loose site soils on the northeastern side of the proposed building we . recommend
that the northeastern portion of the new building be supported on a deep foundation consisting of
small diameter pipe piles. The remainder of the building foundation at the southwestern side of
the building may consist of a spread footing found . ation placed on top of the medium dense to
Geo Group Northwest, Inc.
January 11, 2005 G-19 . 37
22815 - 102" Place West, Edmonds, Washington Page 4
dense site soils. We anticipate that the medium dense to dense site soils on the southwestern side
of the building are located at depths between I and 3 feet bgs. Specific recommendations
regarding these and other geotechnical aspects of the proposed construction are presented in the
following sections of this report.
3.2 Foundation Support
Geo Group Northwest, Inc., recommends that the northeastern portion of the new building be
supported on a deep foundation system consisting of small diameter pipe plies. We anticipate
that the entire northeastern half of the building will need to be supported on pipe piles.
The proposed pipe pile foundation can provide adequate vertical support to mitigate.the risk of
ground settlement. We have reviewed the alternative foundation options for the site such as
augered concrete piles, short aggregate piers, and spread footing foundations. We have included
design recommendations for the alternatives: augered concrete foundations and the over -
excavation with spread footing option.
3.2.1 Small -Diameter Pipe Piles
Small -diameter pipe piles are commonly referred to as pin piles and typically consist of 2 to 6
inch diameter steel pipe. The new building can be supported by pin piles that penetrate through
the loose surficial soils and are driven to the appropriate refusal criterion into the dense native
soils. Based on the findings from our investigation, we anticipate that dense native soils are
present at depths of 7 to 12.5 feet below the ground surface on the northeastern side of the site.
Based upon the subsurface investigation we estimate that pipe piles installed at the site may -
reach depths of between. 15 and 30 feet bgs on the northeastern building. I This estimate is based
upon the assumption that small diameter pipe piles will usually achieve refusal in soils with a
Standard Penetration Test N-value of 50 or greater.
We recommend that the new building be supported by pin piles with a minimum diameter of 3-
inches. The allowable capacity of these piles is six tons per pile when the piles are driven to
refusal by a Teledyne TB225 pneumatic hammer or equivalent. The refusal criterion is defined
to be less than one inch of pile penetration per sixteen seconds of continuous driving for a period
Geo Group Northwest, Inc.
January 11, 2005
22815- 102 "d Place West, Edmonds, Washington
G- 1937
Page 5
of three consecutive minutes. Alternatively, 4-inch or 6-inch diameter, Schedule 40, galvanized
steel pipe can be used for underpinning the proposed structure. The refusal criteria for these
larger pile sizes are similar provided that the appropriate pneumatic hammer is used for
installation as shown below. Table I below presents a selection of available pile hammers, pipe
sizes, allowable bearing capacities, and installation refusal criteria recommended for supporting
the residence foundations.
Table I - Pin Pile Design Criteria
Pipe
Diameter
Pipe
—�P—ecirication
Hammer
Weight
Hammer
Type
Refusal
Criterion
Allowable
Capacity
3 inch
Schedule 40
650 pound
TB225*
15 sec/inch
6 tons
4 inch
Schedule 40
850 pound
TB325*
16 see/inch
10 tons
6 inch
Schedule 40
1 2000 pound
I TB725*
1 15 s ec/inch
15 tons
* = TeledyneTM pneumatic hammer model number; criterion can be used for other
equivalent strength hammer
The performance of pin piles depends on proper installation of the piles to the refusal criterion.
Since the proper installation of the pipe piles is critical to their performance, we recommend that
a representative of Geo Group Northwest, Inc., be present during pile installation to monitor the
pile installation operations and collect and interpret the installation data. We also suggest that
the contractor's equipment and installation procedures be reviewed before work begins in order
to help mitigate problems that could delay work progress.
3.2.2 Lateral Loads
Vertical pipe piles provide only minimal resistance to lateral loads. Lateral forces can be
resisted by battered piles and passive resistance against grade beams and pile caps. The building
grade beams and pile caps may provide lateral resistance based upon the following parameters:
Passive Pressure (Lateral Resistance)
350 pcf equivalent fluid weight for compacted structural fill
350 pcf equivalent fluid weight for native site soil
Geo Group Northwest, Inc.
0
January 11, 2005
22815 - 102" Place West, Edmonds, Washington
Coefficient of Friction (Friction Factor)
0.35 for compacted structural fill
0.35 for native site soils
3.3 Angered Concrete Piles
G-1937
Page 6
As an alternative to the pipe pile foundation we reconunend that the northeastern portion of the
building be supported by augered concrete piles embedded at least 5 feet into the medium dense
to dense site soils. We anticipate -that piles will be necessary for at least the northeastern half of,
the building foundation. Once a building foundation layout is proposed Geo Group Northwest,
Inc. can provide recommendations for delineating the extent of th e* augered pile foundation
elements.
We estimate that pile lengths on the order of 1.2 to 17.5 feet below the existing ground surface
will be required. We recommend that the augered concrete piles have a minimum diameter of 14
inches. For augered concrete piles of 14 and 16 inch diameters embedded 5 -feet into the dense
site soils, the following allowable bearing capacities may be used based upon a factor of safety
equal to 3:
Table 1 - Pile Capacity
Pile Diameter
(Inches)
Pile Embedment
(Feet)
Allowable Bearing
(Tons)
Allowable Uplift
(Tons)
14
5
38
19
16--.-..
5
49
24.5
Note: Pile Embedment Length based upon the embedment depth below the top of the dense
SAND soil
Geo Group Northwest, Inc.
January 11, 2005
22815- 102 d Place West, Edmonds, Washington
G-1937
No reduction in pile capacities is required if the pile spacing is at least three times the pile
diameter. A one-third increase in the above allowable pile capacities can be used when
considering short-term transitory wind or seismic loads.
Page 7
Lateral loads can also be resisted by using battered piles or by the passive earth pressures acting
on grade beams. To fully mobilize the passive press ure resistance, the grade beams must be
poured "neat" against compacted fill. Our recommended allowable passive soil pressure for
lateral resistance is 350 pcf equivalent fluid weight, with a friction factor of 0.35.
The performance of piles depends on how and to what bearing stratum the piles are installed.
Since a completed pile in the ground cannot be observed, it is critical, that judgement and
experience be used as a basis for determining the embedment length and acceptability of a pile.
Therefore, we recommend that Geo Group Northwest, Inc. be retained to monitor the pile
installation operation, collect and interpret installation data and verify suitable bearing stratum.
We also suggest that the contractor's equipment and installation procedures be reviewed by Geo
Group Northwest, Inc. prior to pile installation to help mitigate problems which may delay work
progress.
3.4 Spread Footing Foundations
The proposed building may be supported on spread footing foundations beating on the medium
dense to dense site soils or on c6mpacted structural fill placed on top of the competent site soils.
The overlying loose soils are not suitable to support shallow foundations. We anticipate that
very littl e to no over -excavation may be required on the southwestern side of the building. We
recommend that the northeastern half of the building be supported on small diameter pipe pi les.
Alternatively, the northeastern portion of the building may be supported on a typical spread
footing foundation provided that the loose soils are over -excavated from the foundation areas
and replaced with compacted structural fill. This option would require a large amount of over -
excavation and fill placement with anticipated excavation depths on the order of 7 to 12.5 feet
bgs. Geo Group Northwest, Inc. should be retained to verify that the new spread footing
foundations are bearing on the medium dense to dense site soils or compacted structural fill
placed on top of the competent site'soils.
Geo Group Northwest, Inc.
January 11, 2005 G-1937
22815 - 102" Place West, Edmonds, Washington Page 8
Individual spread footings may be used for supporting columns and strip footings for bearing
walls. Our recommended minimum design criteria for foundations bearing on the medium dense
to dense site soils or compacted structural fill placed on top of the competent site soils are as
follows:
Allowable bearing pressure, including all dead and live loads
Medium dense to dense site soils = 2,500 psf
Compacted structural fill = 2,500 psf
Minimum depth to bottom of perimeter footing below adjacent final exterior
grade = 18 inches
Minimum depth to bottom of interior footings below topof floor slab = 18 inches
Minimum width of wall footings = 16 inches
Minimum lateral dimension of column footings = 24 inches
Estimated post -construction settlement = 1/4 inch
Estimated post -construction differential settlement; across building width = 1/4
inch
A one-third increase in the above allowable bearing pressures can be used when considering
short-term transitory wind or seismic loads.
Lateral loads can also be resisted by friction between the foundation and the supporting
compacted fill subgrade or by passive earth pressure acting on the buried portions of the
foundations. For the latter, the foundations must be poured "neat" against the existing
undisturbed soil or be backfilled with a compacted fill meeting the requirements for structural
fill. Our recommended parameters are as follows:
Geo Group Northwest, Inc.
January 11, 2005 G-1937
22815 - 102" Place West, Edmonds, Washington Page 9
- Passive Pressure (Lateral Resistance)
350 pef equivalent fluid weight for compacted structural fill
350 pcf equivalent fluid weight for native site soil.
- Coefficient of Friction (Friction Factor)
0.35 for compacted structural fill
0.35 for native site soil
3.5 Permanent Basement and Conventional Retaining Walls
According to the site and proposed finish floor elevations, basement walls will be necessary at
the southern comer of the new building. Permanent basement wa Ils restrained horizontally on
top are considered unyielding and should -be designed for a lateral soil pressure under the at -rest
condition. Conventional reinforced concrete walls free to rotate on top should be designed for an
active lateral soil pressure.
Active Earth Pressure
Conventional reinforced concrete walls that are designed to yield an amount equal to
0.002 times the wall height, should be designed to resist the lateral earth pressure
imposed by an equivalent fluid with a unit weight of.
35 pcf for level backfill behind yielding retaining walls;
45 pcf for 25% sloped backfill;
60 pcf for 50% sloped backfill;
At -Rest Earth Pressure
Walls supported horizontally by floor slabs are considered unyielding and should be
designed for lateral soil pressure under the at -rest condition. The design lateral soil
pressure should have an equivalent fluid pressure of.
60 pcf for level ground behind permanent unyielding retaining walls;
75 pcf for 25% sloped backfill;
Geo Group Northwest, Inc.
January 11, 2005
22815 7 102 "d Place West, Edmonds, Washington
0 100 pcf for 50% sloped backfill;
Passive Earth Pressure
350 pcf equivalent fluid weight for structural fill
350 pcf equivalent fluid weight for native dense soil
Base Coefficient of Friction
0 0.35 for structural fill
0.35 for native dense soil
G-1937
Page 10
We recommend that a vertical drain mat, Miradrain 6000 or equivalent, be used to facilitate
drainage behind permanent concrete basement walls and retaining walls. The drain mat core is
placed against the wall with the filter fabric side facing the backfill. The drain mat extends from
the finished surface grade, down to the footing drain pipe. A minimum 18 inches of clean, free -
draining, washed rock, crushed rock, or pea gravel should be placed in the bottom of the footing
trench. Please also refer to Plate S - Typical Basement Wall Backfill and Drainage Details.
We recommend using an imported relatively free -draining pit -run sand or gravel as structural
backfill behind the walls. The imported fill should have less than 5 percent fines (that portion of
the total weight passing the #200 sieve). The top twelve (12) inches of fill should consist of
compacted and relatively impermeable soil. This cap material can be separated from the
underlying more granular drainage material by a layer of filter fabric. The surface should be
sloped to drain away fTom the building wall.
Backfill material behind permanent concrete basement or conventional retaining walls should be
compacted to 90 percent of the maximum dry density determined by ASTM D 1557-91
(Modified Method).
The backfill in areas adjacent to basement or conventional retaining walls should be compacted
with hand held equipment or a hoepack. Heavy compacting machines should not be allowed
within a horizontal distance equivalent to one half the wall height, unless the walls are designed
with the added surcharge.
Geo Group Northwest, Inc.
January 11, 2005
22815 - 102" Place West, Edmonds, Washington
3.6 Floors
G-1937
Page I I
We understand that a concrete slab -on -grade floor will be constructed at the new building first
floor level. Based upon the subsurface exploration some overlying loose soils are located within
the building pad area subgrade area.
We recommend that the subgrade below the slab -on -grade floor be improved by over -excavating
to 3-feet below the finish floor elevation, compacting the subgrade and placing structural fill to
the finish subgrade elevation. The excavated subgrade should be compacted by large vibratory
roller to a firm and unyielding state. We recommend that Geo Group Northwest, Inc. be retained
to verify the unyielding condition of the subgrade by proof -roll with a heavy piece of
construction equipment. Structural fill should then be placed within the over -excavated slab
subgrade area. Structural fills should be placed in 10 to 12-inch lift thicknesses and compacted
by large vibratory roller. Structural fills placed in the slab -on -grade area should meet the
requirements for structural fill, Section - 3.7.3.
To avoid moisture build-up on the subgrade, concrete floors should be placed on a. capillary
break, which is in turn placed on the prepared subgrade. The capillary break should consist of a
minimum of a six (6) inch thick layer of free -draining crushed rock or gravel containing no more
than five (5) percent finer than No. 4 sieve. A vapor barrier, such as a 6-mil plastic membrane, is
recommended to be placed over the capillary break beneath the slab to reduce water vapor
transmission through the slab. Two to four inches of sand may be placed over the barrier
membrane for protection during construction.
3.7 Earthwork Criteria
3.7.1 Site Preparation and General Earthwork
We understand that the existing building will be demolished. After removal of existing
structures, the building pad area should be stripped and cleared of surface vegetation.
Disturbance to the steep slopes outside of the proposed building area should be minimized.
Where soils on the steep slopes are disturbed they should be covered with plastic sheeting until
permanent vegetation is established. Silt fences should be installed downhill from areas
Geo Group Northwest, Inc.
January 11, 2005
22815 - 102" Place West, Edmonds, Washington
G-1937
Page 12
disturbed by construction activity to prevent sediment -laden surface runoff from being
discharged off -site. In areas where construction traffic occurs movable straw bales can be used
as an alternative to silt fences. During wet weather, exposed excavation slopes should be
covered with plastic sheeting to . minimize sloughing and erosion.
3.7.2 Excavations and Slopes
Based upon the proposed site plan we anticipate that a 15.5 foot deep excavation will be required
at the southern comer of the building. If this excavatidn was sloped back to the southern
property line the slope would have an inclination of up to approximately 53 degrees from the
horizontal. It is our opinion that the dense SAND soils may be able to stand at 53 degrees for a
temporary time period. A minimal amount of sloughing may occur of the loose soils in the upper
portion of the excavation. In order to minimize the sloughing and prevent erosion the temporary
excavation slope should be covered with plastic sheeting. Geo Group Northwest, Inc. should be
retained to observe the condition of the steep excavation slope at the time of excavation. If
conditions do not match those anticipated based upon the subsurface investigation or if
groundwater seepage is encountered, it may be necessary to provide some form of temporary
shoring or slope stabilizing measures at the southern building comer excavation. Some possible
stabilization measures could include placing ecology blocks at key locations or facing the slope
with shoterete. Alternatively, the owner could obtain permission from the neighboring southern
property owner to excavate onto the neighboring property. If permission is obtained, we
recommend that excavation slopes in the loose soils do not exceed an inclination of I H: IV.
At all other temporary excavations at the site we recommend that the temporary cuts greater than
four feet in height should be sloped at an inclination no steeper than I H: IV (Horizontal: Vertical)
in the loose site soils. Pennarient cut and fill slopes at the site should be inclined no steeper than
2H: IV.
3.7.3 Structural Fill
The native sand soils may be used as structural fill if placed near their optimum moisture
condition. If construction occurs during the wet -weather season, we recommend that the
stockpiled soils to be used as structural fill should be protected from moisture by plastic
Geo Group Northwest, Inc.
January 11, 2005
22815- 102 nd Place West, Edmonds, Washington
G-1937
Page 13
sheeting. A significant amount of soil will need to be over -excavated from the slab -on -grade
floor areas as described in Section 3.6 - Floors. If this work can be phased so that site soils can
be stockpiled at the site then the site soils can be used as structural fill in the slab-subgrade areas.
Otherwise, we recommend imp�rting a free -draining sand or gravel which is capable o f being
compacted to meet the following minimum compaction requirements.
Structural fill placed under sidewalk, pavement areas, and slab -on -grade floors should be
compacted to at least 90 percent of the maximum dry density, except for the top 12 inches which
should be compacted to 95 percent of the maximum dry density, unless otherwise authorized by
the geotechnical engineer (ASTM D1557-91). Structural fill placed below spread footings
should be compacted to at least 95 percent of the maximum dry density.
3.8 Drainage
We recommend that all stormwater drainage including roof downspout drains be directed to a
stormwater collection system. We recommend that surface grades are sloped to drain water
away from the building at approximately 3 percent from the horizontal.
We recommend that footing drains be installed around the perimeter of the new building.. The
drains should consist of a four (4) inch minimum diameter perforated rigid drain pipe laid at or
near the bottom of the footing with a gradient sufficient to generate flow. The drain line should
be bedded on, surrounded by, and covered with a free -draining, rock, pea gravel, or other free -
draining granular material. The drain rock and drain line should be completely surrounded by a
geotextile filter fabric, Mirafi 140N or equivalent. Once the drains are installed, the excavation
should be backfilled with a compacted fill material. The footing drains should be tightlined to
discharge into the storm water collection system.
Under no, circumstances should roof downspout drain lines be connected to the footing drainage
system. All roof downspouts must be separately tightlined to discharge into the storrn water
collection system. We recommend that sufficient cleanouts be installed at stTategic locations to
allow'for periodic maintenance of the footing drains and downspout tightline systems.
Geo Group Northwest, Inc.
I I It
January 11, 2005 G-1937
22815 - 102"' Place West, Edmonds, Washington Page 14
4 LIMITATIONS
This project has been prepared for the specific application to this site for the exclusive use of Mr.
Charlie Nathan and his authorized representatives. Any use of this report by other parties is
solely at theirown risk. We recommend that this report be included in its entirety in the project
contract documents for reference during construction.
Our findings and recommendations stated herein are based on field observations, our experience
and judgement. The recomm e'ndations are our professional opinion derived in a manner
consistent with the level of care and skill ordinarily exercised by other members of the
profession currently practicing under similar conditions in this area and within the budget
constraint. No warranty is expressed or implied. In the event that soil conditions not anticipated
in this report are encountered during site development, Geo Group Northwest, Inc., should be
notified and the above recommendations should be re-evaluated.
5 ADDITIONAL SERVICES
We recommend that Geo Group Northwest, Inc. be retained to review the final design plans to
confirm that the design parameters noted herein were properly planned for in the design. We
recommend that Geo Group Northwest Inc., be retained to provide monitoring and testing
services for geotech-nically-related work.during construction. A Geo Group Northwest, Inc.,
representative should observe geotechnically-related construction work for compliance with the
geotechnical recommendations in this report, and should be available to discuss and recommend
design changes, if needed, in the event substance conditions differ fTom those discovered during
our investigation.
Geo Group Northwest, Inc.
January 11, 2005 G-1937
22815 - 102"' Place West, Edmonds, Washington Page 15
Sincerely,
Geo Group Northwest, Inc.
Adam Gaston
Staff Engineer
roA�(� 14-
William Chang, PE
Principal
Geo Group Northwest, Inc.
ILLUSTRATIONS
G-1937
Geo Group Northwest, Inc.
Z
W Z
z
a
si
>
Lb
FOUND CONCRETE MONUMENT IN CASE
�-T COPY / 2" IRON PIPE VVI FA CK
SPECIFIC PURPOSE DRA ' HELID)
TOPOGRAPHICAL SITE ItURVEY
. FOR CHARLIE XATHA-�
L 0 CA TED IN THE N. E. 114, OF ME N. W. 114,
ANCE 3 EAST, W.M.,
OF SECTION 36, TOWNSHIP 27 NORTH,
KljVC COUNTY, WASHTNG�VON
U
GRAP10C SCALE !,=8,
X
0'
BASIS OF BEARMCS:
6N
ARE E CEK�4.E
o
A-
JQ�
0
—9 46 -E
'06 27 5J`
tit
A SPHAL T
ISP�ALT 711 17 1
A VEMENT, PAVEMEN., L-OL
013 'T a,
rC— INA i
38j
if
LF u
V,
A,
SLDG�
228
c�
02NO PL
WE T
13LOG.
19 .()dTPRlN'r'
ASPHAL T d,'
SO
FT. C)
0) 1,
19.5
T
0 A 6. '13
4,4'
-7 N
j
K",
L'j
tt
. . . . . . . . . . . . . . . . . .
.0 B 2'
a10
iL
-9-9
If ca
if
SURvEY BY CRAMER NORTHWEST, INC., SEPTEMBER 15,2004.
J-
SITE PLAN BASED UPON DRAFT TOPOGRAPHICAL SITE
LEGEND SITE PLAN
Group Northwest, 111c. PROPOSED COMAIERCIAL BUILDING
BORING NUMBER & APPROXIMATE Geotechnicaj Engheers, Geoiogists. & 22815-� f02ND PLACE WEST
*B-1 LOCATION Erwirommmal scieftists EDMONDS, WASMNGTON
SCALE 1 20' DATE 12/8/04 mADE AG CHKD wc JOB NO. G-1937 PLATE 2
340
330
320
310
1911TE
� 290
47
CROSS-SECTION A - AT
/1,
PkOPOSED
TWO-STORY
BU ILDING
LOOiSE
SITE
Ary
x
2
.10
(16)
(36)/*
X �j (54)
10 (10)
204
\ n
<
(79)
75)
15
X
A�EDIUM D N&EFT9 29)
20
VERY DENSE SITE SOIL 8)1
(3
340
330
310
300
290
15 30 45 60 75 90 105 120 135
--".GEND_ -131 CROSS-SECTION A - A!
BORING NUMBER GrouDNorthwes PROPOSED COMMERCIAL BUILDING
0 :r(;.-SAM?LE ZONE 0.wdsw 0r.— t-.V" & 4 22815 - 102ND PLACE WEST
DEPTH (FT)-5 STANDARD PENETRATION EDMONDS, WASHINGTON
TEST N - VALUE L:SC:KE-- DATE: t2/14i IA E: AG CHECK JOB: G-1937 PLATE: 3
im
330
320
310
300
290
CROSS-SECTION B - B I
T
----------
PROPOSED
TWOLSTORY
LOOSE
SITE
'x
BUILDING
SOIL
4"
1, -V
x
'x
F-
"wx
X\
/\x>-\
X
to
(10)
- (9)
MEDIUM DENSE
TO
15
(26)
A 7
RY D]EXTQ T'
9% IT F RnTT
(51)
- (58)
v
1--d-L I L_7jLj
A- L JL.1 N-IX AjL_j
(81)
(75)
340
330
300
15 30 45 60 75 90 105 120 135
-I'GEND A! t �__
CROSS-SECTION B - B'
BORING NUMBER—B 1 PROPOSED COMMERCIAL BUILDING
0 :;�—SAIMPLE ZONE Group Northwest, Inc. 22 8 15 - 102ND PLACE WEST
rmgi,—& G-me" &
DEPTH (FT)-5 STANDARD PENETRATION EDMONDS, WASHNGTON
SCALE: P= 10' DATE: L2/14�04 MADE: AG CHECKED: WC JOB: G-1937 PLATE: 4
TEST N - VALUE
Relatively
I -permeable
Free draining material,
(Washed rock or Crushed
rock)
Geotextile
(1firafi 140 X
orequal)
4 or 6 inch diameter
slotted or perforaled P VC
pipe
Basement
Wall
Vertical Drain Mat
<Y"� < ... . . . . .
(Miradrain 6000
or equal)
COMPACTED
FREE-DRA17VING
BA CKFILL
MA TERIAL
NOT TO SCALE
NOTES:
1.) Do not replace rigid PVC pipe with flexible corrugated plastic pipe.
2.) Perforated or slotted PVC pipe should be tight jointed and laid with
perforations or slots down, with positive gradient to discharge-
3.) Do not conn ect roof downspout drains into the foundation drain lines.
4.) Backfill should be compacted to 90% of maximum dry density based on
Modified Proctor. The top one foot should be compacted to 95% of
maximum dry density if backfill is to support sidewalks, driveway, etc.
TYPICAL BASEMENT WALL BACKFILL
Group Northwest, Inc.. AND DRAINAGE DETAIL
Geotechnical Engineers, Geologists, & 22815 - 1,02ND PLACE WEST
Environrnental Scientists EPMONDS, WASHINGTON
SCALE NONE, DATE 12/30/04 1. MADE AG CHKD WC J013 No. G-1937 PLATE 5
APPENDIX A
G-1937
BORING LOGS
Geo Group Northwest, Inc.
LEGEND OF SOIL CLASSIFICATION AND PENTRATION TEST
UNIFIED SOIL CLASSIFICATION SYST M (USCS)
MAJOR DIVISION
GROUP
SYMBOL
iYPICAL DESCRIPTION
LABORATORY CLASSIFICATION CRITERIA
CLEAN
GW
WELL GRADED GRAVELS, GRAVEL -SAND
Cu = (D60 D1 0) greater than 4
GRAVELS
MIXTURE, LITTLE OR NO FINES
DETERMINE
Cc = (D302 (D10 D60) between I and 3
PERCENTAGES OF
GRAVELS
(little or no
POORLY GRADED GRAVELS. AND GRAVEL -SAND
GRAVEL AND SAND
(More Than Half
fines)
GP
MIXTURES LITTLE OR NO FINES
FROM GRAIN SIZE
NOT MEETING ABOVE REQUIREMENTS
COARSE-
Coarse Grains
DISTRIBUTION
ATTERBERG LIMITS BELOW
GRAINED SOILS
Larger Than No. 4
CURVE
Sieve)
DIRTY
GM
SILTY GRAVELS. GRAVEL -SAND -SILT MIXTURES
*A* LINE.
GRAVELS
CONTENT
or P.I. LESS THAN 4
OF FINES
CLAYEY GRAVELS, GRAVEL -SAND -CLAY
ATTERBERG LIMITS ABOVE
(with some
EXCEEDS12%
fines)
GC
MIXTURES
COARSE GRAINED
'A* LINE.
SOILS ARE
or P.I. MORE THAN 7
CLASSIFIED AS
SANDS
CLEAN
SW
WELL GRADED SANDS. GRAVELLY SANDS,
FOLLOWS:
Cu = (D60 / DI 0) greater than 6
SANDS
UITLE OR NO FINES
Cc = (D302) j (D 10 * 060) between 1 and 3
(More Than Half
More Than Half
Coarse Grains
(little or no
FSP
POORLY GRADED SANDS. GRAVELLY SANDS.
< 5% Fine Grained:
NOT MEETING ABOVE REQUIREMENTS
by Weight Larger
Smaller Than No.
fines)
LITTLE OR NO FINES
GW. GP. SW, SP
Than No. 200
4 Sieve)
ATTER13ERG LIMITS BELOW
Sieve
DIRTY
SM
SILTY SANDS, SAND -SILT MIXTURES
> 12% Fine Grained:
"A"LINE
SANDS
GM, GC. SM, SC
CONTENT OF
with P.I. LESS THAN 4
FINES
—
ATTERSERG LIMITS ABOVE
(with some
5 to 12% Fine
EXCEEDS12%
fines)
SC
CLAYEY SANDS, SAND -CLAY MIXTURES
Grained: use dual
'ALINE
symbols
with P.I. MORE THAN 7
Liquid Urnit
INORGANIC SILTS, ROCK FLOUR, SANDY SILTS
SILTS
< 50%
ML
OF SLIGHT PLASTICITY
(Below A -Line on
Plasticity Chart,
FINE-GRAINED
Negligible Organic)l
Liquid Urnit
MH
INORGANIC SILTS, MICACEOUS OR
50-
SOILS
> 50%
DIAT OMACEOUS, FINE SANDY OR SILTY SOIL
INORGANIC CLAYS OF LOW PLASTICITY,
40-
CLAYS
Liquid Limit
CL
GRAVELLY, SANDY, OR SILTY CLAYS, CLEAN
(Above A -Line an
< 30%
CLAYS
30 -
Liquid Lirnit
INORGANIC CLAYS 0 - F HIGH PLASTICITY. FAT
PlacticityChart,
Negligible Organic)
> 50%
CH
CLAYS
20-
More Than Hal
by Weight Smaller
Liquid Limit
ORGANIC SILTS AND ORGANIC SILTY CLAYS OF
10-
Than No.200
ORGANIC SILTS
< 50%
OL
LOW PLASTICITY
Sieve
& CLAYS .
A .
____ L
WIN
'JI.M.6111
M.
0
11
=19M
11151111111
11m,211111
'j
is
I
M
I
I
�iv,
I
tmow —ine on *
Placticity Chart)
Liquid Limit
OH
ORGANIC CLAYS OF HIGH PLASTICITY
0 1 . 0 2 . 0 3 1 0 4 . 0 60 70 80 90 10 11
+
so%—
0 0
LIQUID LIMIT
HIGHLY ORGANIC SOILS
Pl.
PEAT AND OTHER HIGHLY ORGANIC SOILS
SOIL PARTICLE SIZE
GENERAL GUIDANCE OF SOIL ENGINEERING PROPERTIES FROM STANDARD PENETRATION TEST (SPT)
U.S. STANDARD SIEVE
FRACTION
Passing
Retained
SANDY SOILS
SILTY & CLAYEY SOILS
Size
Size
Sieve
1 (011113)
Sieve
(nnim)
Blow
Counts
Relative
Density
Friction
Angle
Description
Blow
Counts
Unconfined
Strength
Description
SILT I CLAY
#200
0.075
N
%
40, degree
N
qu, tsf
SAND
0-4
0-15
Very Loose
< 2
< 0.25
Very soft
FINE
#40
0.425
#200
0.075
4-10
15-35
26-30
Loose
2-4
0.25-0.50
soft
MEDIUM
#10
2
#40
0.425
10-30
35-65
28-35
Medium Dense
4 -8
0.50-1.00
Medium Stiff
COARSE
#-A
4.75
#10
2
30-50
> 50
65 - 85
85-100
35-42
38-46
Dense
Very Dense
8-15
15-30
1.00-2.00
2.00-4.00
stiff
Very Stiff
GRAVEL
FINE
19
#4
4.75
> 30
1 5 4.00
1 Hard
COARSE
76
19
COBBLES
76 mm to 203 mm
Group Northwest, Inc.
BOULDERS
> 203 mm
Geotechnical Engineers, Geologists. &
Environmental Scientists
ROCK
FRAGMENTS
76 mm
13240 NE 20th Street. Suite 12 Bellevue. WA 98005
Phone (425) 649-8757 Fax (425) 649-8758
PLATE Al
ROCK
>0.76 cubic meter in volume
BORING NO. B-1
Logged By: AG Date Drilled: 12/2/04 Elevation: 315+/-
Depth
SAMPLE
Blows
SPT N
Water
Other
uscs
Soil Description
per
Blows
Content
Tests &
6-inches
per -foot
%
Comment
_TypeFNo.
SM
Brown silty SAND with some fine gravel, moist,
very loose
i
Sl
1,1,1
2
15.3
Sp/
Brown SAND with some silt and occ. fine gravel,
S2
5,4,3
7
8.6
wood
SM
wood pieces, moist, loose
5
Sp/
Brown/Black SAND with some silt and occ. fine
---------
SM
gravel, moist, loose
--------------------------------------
I
S3
1,2,5
7
10.9
SP/
Gray gravelly SAND with some silt, dry, dense
S4
21,50/6"
100
2.9
rock
SM
10
SP
Gray gravelly SAND, dry, dense
S5
10,16,17
33
4.1
SM
Gray gravelly silty SAND, coarse gravel, moist, very
S6
dense
10,26,25
51
12.1
rock
.15
SP/
Gray gravelly SAND, with gravelly silty SAND
SM
interbed, moist, very dense
S7
9,39,4 2
81
9.1
rock
SP
Gray gravelly SAND, wet, very dense
S8
19,41,34
75
5.5
poor
20
recovery
End of Boring at 19 feet bgs.
No groundwater seepage observed.
25
301
35
LEGEND: T 2" O.D. Split -Spoon Sampler GROUNDWATER M Seal
T 3" O.D. Shelby -Tube Sampler OBSERVATION WELL: Measured Water Level
3" O.D. California Sampler' Well Tip (Screen)
BORING LOG
PROPOSED COMMERCIAL BUILDING
Group Northwest, Inc.
228i5-102ND PLACE WEST
EDMONDS, WASHINGTON
Geotechnical Engineers, Geologists, &
Environmental Scientists
[DATE: 12/7/04 IJOB
NO: G-1937
I PLATE
BORING NO. B-2
Logged. By: AG Date Drilled: 12/2/04 Elevation: 316
Depth
USCS
I
Soil Description
SAMPLE
Blows
per
SPT N
Blows
Water
Content
Other
Tests &
6-inches
per -foot
%
Comment
Type
No.
Sp
Brown SAND with some fine gravel, moist, very
loose
Sl
1,1,2
3
9.1
SP
Brown SAND with occ. fine gravel, moist, loose
S2
3,2,2
4
9.3
5
Sm
Brown SAND w/ occ. fine gravel and some silt,
moist, medium dense
S3
5,5,5
10
5.1
SM
Brown fine silty SAND w/ occ. fine gravel, dry, loose
S4
4,4,4
8
6.8
10
SM
Gray fine silty SAND with some gravel, dry medium
dense
S5
3,5,5
10
3.1
SM
--------------------------------
Gray gravelly silty fine SAND, dry, dense
S6
19,25,50
75
3.6
15
SM
Gray gravelly SAND with some silt, dry, dense
S7
12,19,18
37
4.2
SP
Gray SAND, moist, dense (no gravel)
S8
12,13,16
29
9.3
20
SP
Gray SAND with trace fine gravel, wet, dense
S9
12,16,22
38
17.5
End of Boring at 2 1.5 feet bgs.
No groundwater seepage observed.
25
30
35
LEGEND: T 2" O.D. Split -Spoon Sampler GROUNDWATER Seal
T 3" O.D. Shelby -Tube Sampler OBSERVATION WELL: 17- Measured Water Level
3' O.D. California Sampler Well Tip (Scr . een)
BORING LOG
Group Northwest, Inc.
PROPOSED COMMERCIAL BUILDING
228'15 - 102ND PLACE WEST
EDMONDS, WASHINGTON
Geotechnical Engineers, Geologists. &
Environmental Scientists
IDATE: 12/7/04 1JOB
NO: - G-1937
IPLATE A3
BORING NO. B-3
Logged By: AG Date Drilled: 12/2/04 Elevation: 325
Depth
I
SAMPLE
Blows
SPT N
Water
Other
USCS
Soil Description
per
Blows
Content
Tests &
ft.
I
6-inches
per -foot
%
Comment
Type
No.
-
SP
Brown SAND with oce. gravel, moist, loose
Sl
1,1,3
4
10.6
-
SP/
Brown SAND with occ. fine gravel and some silt,
SM
moist, medium dense
S2
3,5,6
11
10.4
SP
Brown gravelly SAND, moist, medium dense
S3
5,8,13
21
6.1
SP
S4
9,15,7
22
4.7
10
-
SP
S5
5,8,8
16
3.7
------------------------------------------------
SP
Gray fine SAND, moist, dense (no gravel)
S6
6,15,21
36
4.0
15
SP
Gray SAND, moist, very dense
S7
11,26,28
54
4.2
2.0
Sp
Gray SAND with trace gravel, moist, v. dense
S8
19,37,42
79
4.7
End of Boring at 21.5 feet bgs.
No groundwater seepage observed.
25
30
35
LEGEND: _F 2" O.D. Split -Spoon Sampler GROUNDWATER "4 Seal
JE 3" O.D. Shelby -Tube Sampler OBSERVATION WELL: Measured Water Level
3" O.D. California Sampler Well Tip (Screen)
BORING LOG
PROPOSED COMMERCIAL BUILDING
Group Northwest, Inc.
22815 - 102ND PLACE WEST
EDMONDS, WASHINGTON
Geotechnical Engineers, Geologists, &
Environmental Scientists
JDATE: 12/7/04
JJOB NO: G4937 IPLATE A4 I
BORING NO. B-4
Logged By: AG Date Drilled: 12/2/04 Elevation: ' 317
Depth
uscs
Soil Description
S . AMPLE
Blows
per
SPT N
Blows
Water
Content
Other
Tests &
ft.
6-inches
per -foot
%
Comment
Type
No.
SM
Brown gravelly silty SAND, moist, loose to medium
dense (poor recovery)
S1
8,10,18
28
9.5
rock
SP
Gravelly SAND, moist, medium dense to dense
S2
11,22,14.
36'
8.6
rock
5
Sp
Gray SAND with some fine gravel, moist, medium
S3
dense
4,7,8
15
6.7
SP
S4
13,15,16
31
5.3
rock
10
sp
Brown SAND with some fine gravel, moist, medium
S5
dense
3,4,6
10
3.9
SP
S6
4,4,5
9
3.7
15
-
Sp
Brown SAND with trace gravel, moist, medium dense
S7
5,14,12
26
6.4
sp
Brown SAND with trace gravel, moist, very dense
S8
17,26,32
58
9.8
20
End of Boring at 19 feet bgs.
No groundwater seepage observed.
25
30
.35—
LEGEND: _F 2" O.D. Split -Spoon Sampler GROUNDWATER Seal
T 3",O.D. Shelby -Tube Sampler OBSERVATION WELL: Measured Water Level
3" O.D. California Sampler Ti
Well ip (Screen)
BORING LOG
PROPOSED COMMERCIAL BUILDING
Group Northwest, Mc.
228i5 - 102ND PLACE WEST
EDMONDS, WASHINGTON
Geotechnical Engineers, Geologists. &
Environffental Scientists
[DATE: 12/7/04
FJOB NO: G-1937
IPLATE A5
RETAINING WALL DESIGN
EMPLOYEE BENEFITS OF AMERICA
22815-102 ND PLACE WEST
EDMONDS, WASHINGTON
G-1937
Prepared for
Mr. Ross Jarvis
CG Engineering
2504 1h Avenue South, Suite 200
Edmonds, WA 98020
RESUB
November 9, 2005 NOV 153 2005
GEO GROUP NORTHWEST, INC.
13240 NE 20' Street, Suite 10
Bellevue, Washington 98005
Phone: (425) 649-8757
info@geogroupnw.com
BUILDING -DEPARTMENT
CITY OF EDMONDS
STREET FILE
Geotechnical Engineers, Geologists
Group Northwest, Inc. & Environmental Scientists
November 9, 2005
Mr. Ross Jarvis
CG Engineering
2504' Avenue South, Suite 200
Edmonds, WA 98020
Subject: Retaining Wall Design
Employee Benefits of America
22815-102 nd place West
Edmonds, Washington
Dear Mr. Jarvis:
G-1 937
At your request we have prepared the attached Retaining Wall Design for the proposed walls at
the subject site. This design supercedes the Retaining Wall Design dated October 13, 2005.
Introduction
We understand that a new segmental block retaining wall is proposed to retain fills for the new
loop driveway. Based upon the digital drawing'files which you sent us the maximum wall height
at this location is 6 feet. A 3-foot tall open railing is proposed to be installed on top of the wall.
In addition, we understand that a block retaining wall has been proposed to support the new
walkway on the northeastern side of the building. Based upon the existing topography and
proposed walkway elevations the wall will have a maximum height of 5 feet.
Retaining Wall Design
Geo Group Northwest, Inc. has performed design calculations for the proposed retaining walls
and prepared the attached design details, Plates 1-4. Calculations for internal wall stability were
performed using the Keystone Keywall software program, version 3.3.1.152. We have attached
copies of the calculation sheets.,
13240 NE 20th Street, Suite 10 - Bellevue, Washington 98005
Phone 425/649-8757 - FAX 426/649-8768
November 9, 2005 G-1937
22815-102 d Place West, Edmonds, Washington Page 2
We recommend that Geo Group Northwest, Inc. be retained to provide construction monitoring
services for the retaining wall construction in order to verify proper wall installation and
compaction of backfill. If you have any questions please feel free to call us.
Sincerely,
GEO GROUP NORTHWEST, INC.
Adam Gaston
Staff En gineer
0��
William Chang, P.E.
Principal
11
Attachments: Plate I Retaining Wall Site Plan
Plate 2 Retaining Wall A.X -Section
Plate 3. Retaining Wall B X-Section
Plate 4 Retaining Wall Notes
Calculation Sheets (3 pages)
cc: Mr. Dennis Christianson
Christianson Design Research
2610 204'h St. SW
Lynnwood, WA 98036
i
Mr. Charlie Nathan
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
Geo Group Northwest, Inc.
D
7—
EL
TIE.:"
WHEN WALL HEIGHT IS SHORTER THANREQUIRED GRIDHEIGHT THE::6klD BE
AINATED.
RtTAININGWALL X: SECTION
Gioup
N r I.nc
0, thwest
66
PR. P , SED EMP I LO I YEE,BENEFI -AMERA'A
13X
NE 20th SUrd, SWW 10,Bellevu, WA 98005 1.%
Phone 425/649-8757 FAX 47.5/649-8758
'228%15: 102ND PLACE WEST.
EDMONDS, WASHIN,6TON-
1...DATI.-�'-.'
E- 10/13/ 051
MADE., AG
'jo B:NO.: (3-1937.:
'TLATE: 2
in
LB%.X-st
Til
ON
A
4EW: �, WALK - W, I, Y,
GEOGRID SCHEDULE,
.DESIGN HEIGHT (Hd),
GRID LENGTH.
GRID. TYPE:
GRID HEIGHTS.VROMBASE,.:
0,3:
N/A
NA
Y�TO Y.
STRATAGRID 8G200:::,:
2% 41
Rxlu�TAINING WALL NOTES
1. THE NEW RETAINING WALL SHALL CONSIST OF KEYSTONE STANDARD UNITS.
2. BLOCK VOIDS SHALL BE FILLED WITH 3/4-INCH CLEAN CRUSHED ROCK.
3. DRAIN ZONE DIRECTLY BEHIND WALL SHALL BE AT LEAST 12-INCHES WIDE AND
SHALL CONSIST OF 3/4-INCH CLEAN CRUSHED ROCK.
4. BLOCKS SHALL BE STACKED WITH A 1.25" OFFSET (8.8 DEG. BATTER).
5. BLOCKS SHALL HAVE A MINIMUM EMBEDMENT AT THE BASE OF THE WALL
B-INCHES (WALL A). WALL LOCATED AT SLOPE (WALL B) SHALL HAVE A MINIMUM
EMBEDMENT OF 12-INCHES. GEO GROUP NORTHWEST, INC. SHOULD BE CONTACTED
TO VERIFY PROPER EMBEDMENT AT TIME OF CONSTRUCTION.
6. DRAIN PIPE SHALL CONSIST OF MINIMUM 4-INCH DIAMETER PERFORATED PVC
PIPE LAID LEVEL OR WITH A POSITIVE GRADIENT TO DISCHARGE. DRAIN PIPE SHOULD
BE TIGHTLINED TO THE STORMWATER SYSTEM.
7. GEO-GRID SHALL CONSIST OF STRATAGRID SG200 OR EQUIVALENT. GEOGRID
SHOULD BE LAID LEVEL AND HELD TAUT AS REINFORCED FILLS ARE
PLACED/COMPACTED.
8. WALL SUBGRADE SHALL CONSIST OF THE MEDIUM DENSE TO DENSE NATIVE
SOILS OR COMPACTED SOILS. THE WALL SUBGRADE FOR WALL B SHOU LD BE
COMPACTED TO A FIRM AND UNYIELDING CONDITION PRIOR TO WALL CONSTRUCTION.
GEO GROUP NORTHWEST, INC. SHOULD BE CONTACTED TO VERIFY PROPER WALL
SUBGRADE CONDITIONS.
9. LEVELING PAD MAY CONSIST OF COMPACTED CRUSHED ROCK MINUS.
10. MAXIMUM VERTICAL SPACING OF GEO-GRID LAYERS SHALL BE 32-INCHES.
11. STRUCTURAL FILL BEHIND WALL B SHOULD CONSIST OF CLEAN CRUSHED ROCK.
12. FILLS PLACED BEHIND THE WALL (STRUCTURAL FILL AND REINFORCED FILL)
SHALL BE COMPACTED TO A FIRM AND UNYIELDING CONDITION AND SHALL MEET OR
EXCEED 95% OF THE MODIFIED MAXIMUM DRY DENSITY (ASTM-D-1557).
13. A RAILING.SHOULD BE INSTALLED AT THE TOP OF THE WALL. THE RAILING
SHOULD BE EMBEDDED AT LEAST 24-INCHES BELOW THE TOP BLOCK. RAILING DESIGN
IS BY OTHERS.
14. THE KEYSTONE WALL SHALL BE CONSTRUCTED IN GENERAL ACCORDANCE WITH
THE KEYSTONE DESIGN AND CONSTRUCTION MANUAL, 1997.
RETAINING WALL NOTES
ES
Gromp orthwest, Inc. PROPOSED EMPLOYEE BENE ATS OF AMERICA
131ZO NE 20th ftc.� Sufte 10, Bellme. WA 98005
Phonc 425/649-8757 FAX 425/649-8758 22815 - 102ND PLACE WEST.
I Fman hdo@gcogmpn..Com EDMONDS, WASIUNGTON
DATE:. 11/9/05 1 MADE: AG JOBNO.: G-1937 I PLATE: 41
TONE
RETAINING WALL SYSTEMS
RETAINING WALL DESIGN
Version 3.3.1.152
SEISMIC DESIGN
Project: Employee Benefits ofAmerica
Project No: G-1937
Case: Case I
Design Method: Rankine-wlBatter (modified soil interface)
Design Parameters
Soil Parameters:,
X-P—Cf
Reinforced Fill
34 0
125
Retained Zone
34 0
125
Foundation Soil
34 0
125
Reinforced Fill Type:
Silts & sands
Unit Fill: ,
Crushed Slone, I inch minus
Date: 1119105
Designer: A G
Peak Acceleration = 0. 15 g Vertical Acceleration = 0. 00 g
Factors of Safety (seismic are 75% of static)
sliding: 1.5011.13 pullout: 1.5011.13 uncertainties: 1.5011.13
overturning: 2.0011.50 . shear: 1.50 connection: 1.5011.13
,bearing: 2.0011.50 bending: 1.50
Reinforcing Parameters: Strata -Grid Geogrids
Tult RFcr RFd RFid L IDS FS Ta I Ci , Cds
SG200 3000 1.61 1.10 1.05 1613 1.50 1076 0.90 0.90
Analysis: 5'to 6'
Unit Type:
Leveling Pad:
Wall Ht:
Level Backfill
Surcharge:
Standard 18"
Crushed Stone
6 70ft
Offset: 1.00
LL: 250 psf uniform surcharge
Load Width: 25.00ft
Results:
Factors of Safety: 2.7312.82
Calculated Bearing Pressure: 92911004psf
Eccentricity at base: 0. 13 11/0.58 ft
Reinforcing: (11 & Ibs/ft)
Cale.
Laver Height Length Tension
2 4.67 5.5 3531341
1 2.00 5.5 6671738
Reinforcing Quantities (no waste included):
SG200 1.22 sy1ft
Case: Case I
Wall Batter: 8.80 deg.
embedment: 0. 70ft
DL: 0 psf uniform surcharge
Load Width: 0.00ft
Overturnin
Beariniv
Shear
4.6114.72
17.24114.96
5.4414.92
Allow Ten
Pk Conn
Reinfi Type
Tal .
Tcl
SG200
1076171847 ok
7321976 ok
SG200
107611847 ok
96211283 ok
Bendin
2.1113.91
Sery Conn
Tsc
NIA
NIA
NOTE: THESE CAL CULA TIONS A RE FOR PRELIMINAR Y DESIGN ONL Y AND SHOULD
NOTBE USED FOR CONSTRUCTION W(THOUTREVIEWBYA QUALIFIED ENGINEER
Pullout,
FS
1.9611.62 ok
3.4712.51 ok
Date 11/9/05
Page I
TONE
RETA INING WAi SYSTEMS
RETAINING WALL DESIGN
Version 3.3.1.152
SEISMIC DESIGN
Project: Employee Bengfits ofA merica
Project No: G-1937
Case: Case 2
Design Method: Rankine-wMatter (modified soil interface)
Design Parameters
Soil Parameters:
X-P—Cf
Reinforced Fill
34 0
125
Retai ned Zone
34 0
125
Foundation Soil
34 0
125
Reinforced Fill Type:
Silts & sands
Unit Fill:
Crushed Stone, I inch minus
Peak Acceleration = 0. 15 g Vertical Acceleration = 0. 00, g
Factors of Safety (seismic are 75% of static)
Date: 1119105
Designer; A G
sliding:
2.0011.50
pullout:
2.0011.50
uncertainties:
2.0011.50
overturning:
2.0011.50
shedr:
2.00
connection:
1.5011.13
bearing:
2.0011.50
bending:
2.00
Reinforcing Parameters: Strata -Grid Geogrids
Tult
RFcr
RFd RFid
LTDS
FS Tal
Ci" Cds
SG200 3000
1.61
1.10, 1.05
1613
2. 00' 807
0.90 0.90
Analysis: 2'- 5'
Unit Type:
Leveling Pad:
Wall Ht:
Level Backfill
Surcharge:
Standard 18"
Crushed Stone
5.70ft
offset: 1.00
LL: 250psf uniform surcharge
Load Width: 25.00ft
Results:
Slidin
Factors of Safety:
2.7513.04
Calculated Bearing Pressure:
7941833 psf
Eccentricity at base: 0.07 ft/0.43
ft
Reinforcing: (ft & lbs/ft) .
CaIc.
Laver Heigh Length
Tension
2 3.33 5.0
3531311
1 1.33 5.0
4341501
Reinforcing Quantities (no waste included):
SG200 1.11 sy1ft
Case. Case 2
Wall Batter: 8.80 deg.
embedment: 0.70ft
DL: Opsf uniform surcharge
Load Width: 0.00ft
Overturnine
Bearing
Shear
4.8615.40
18.94117.36
6.6416.64
Allow Ten
Pk Conn
Reinf. Type
Tal
Tcl
SG200
80711385 ok
76011014 ok
SG200
80711385 ok
' 93311244 ok
Bendinie
1.7913.16
Sery Conn
Tse
NIA
NIA
NOTE: THESE CALCULATIONSAREFOR PRELIMINARY DESIGN ONLY AND SHOULD
NOTBE USED FOR CONSTRUCTION WITHOUT REVIEW BYA QUALIFIED ENGINEER
I
Pullout
FS -
2.2912.07 ok
4.5813.17 ok
Date 11/9/05 Page I
TONE
lif MIN Q WALL SYSTEMS
RETAINING WALL DESIGN
Version 3.3.1.152
SEISMIC DESIGN
Project: Employee Bene
,flts ofAmerica
Project No: G-1937
Case: Case 3
Design Method: Rankine-wlBatter (modified soil interface)
Design Parameters
Soil Parameters:
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type:
Unit Fill:
t , c X-P—Cf
45 0 125
34 0 125
34 0 125
Silts & sands
Crushed Stone, I inch minus
Date: 1119105
Designer:AG
Peak Acceleration = 0. 15 g Vertical Acceleration = 0. 00 g
Factors of Safety (seismic are 75% of static)
sliding: 2.0011.50 pullout: 2.0011.50 uncertainties: 2.0011.50
overturning: 2.0011.50 shear: 2.00 connection: 1.5011.13
bearing: 2.0011.50 bending: 2.00
Reinforcing Parameters: Strata -Grid Geogrids
Tull RFcr RFd RFid L IDS FS Tal Ci Cds
SG200 3000 1.61 1.10 1.05 1613 2.00 807 0.90 0.90
Analysis: 31 to 51 Wall at Walkway
Unit Type:
Standard 18"
Leveling Pad:
Crushed Stone
Wall Ht:
6. 00ft
Level Backfill
Offset: 1.00
Surcharge:
LL * - 100 psf uniform surcharge
Load Width: 3.00ft
Results:
Slidin
Overturninje
Factors of Safety:
3.4312.23
5.7013.08
Calculated Bearing Pressure:
7311863psf
Eccentricity at base: 0.01 ft/0.57
ft
Reinforcing: (ft & lbs/ft)
CaIc.
Layer Height Length
Tension
Reinf. Type
2 4.00 4.0
1061207
SG200
.1 2.00 4.0
2441394
SG200
Reinforcing Quantities (no waste included):
SG200 0.89 sy1ft
Case: Case 3
Wall Batter: 8.80 deg.
embedment: 1.00ft
DL: 0 psf uniform surcharge
Load Width: 0.00ft
BeaELng Shear Bendin
18.99114.29 14.5519.02 7.2315.29
Allow Ten
Pk Conn
Sery Conn
Tal
Tcl
Tsc
80711385 ok
729 9772 ok
NIA
80711385 ok
90211202 ok
NIA
NOTE: THESE CALCULATIONSARE FOR PRELIMINARYDESIGN ONLYAND SHOULD
NOTBE USED FOR CONSTRUCTION RITHOUTREVIEWBYA QUALIFIED ENGINEER
Pullout
FS
62112.55 ok
7.3113.62 ok
Date 11/9/05 Page I
7nTam
Rily 19,2005
P L L C
Mr. Lyle Chrisman
City of Edmonds
Development Services Department
121 5`h Ave. North
Edmonds, WA. 98020
RE: Employee Benefits of America
22817 102 "d Place N
Plan Check # 05-207
Dear Mr. Chrisman,
Attached are revised construction documents for the above referenced project. We have made revisions and
corrections to the shoring drawings in accordance with Reid Middleton's review comments dated June 9,
2005. Specifically the correction and/or comments are as follows:
1. The Geotechnical Engineer and the Special Inspection requirements have been revised and are
indicated in the Special Inspection section of the Structural Notes indicated on SS2.
2. See the Geotechnical Engineers' response letter; dated July 8, 2005. See the attached revised
shoring calculations.
3. See the Geotechnical Engineers' response letter dated,, July 8, 2005. The soil parameter diagram,
4/SS2 has been corrected to correspond with Geotechnical Engineers' letter of July 81h. See the
attached revised shoring calculations.
4. The Materials section of Structural Notes include the properties for structural steel namely ASTM
A992, Fy = 50 ksi.
5. SS I has been revised dele ting Pile S 1, S2 & S3. See the attached revised shoring calculations.
6. 1 /SS2 has been corrected to indicate a W24x84 instead of the W 14x86 indicated.
7. The pile size for pile number W6 is indicate on elevation 2/SS3.
8. See the attached lagging calculations. Details I through 6/SS I have been revised to indicate a
11/2" minimum bearing.
9. Shoring calculation SH I has been revised to include the signature. See the attached revised
shoring calculations.
Structural Engineers
180 Nickerson St.
Suite 302
Seattle, WA
98109
(206)285-4512
Fax: 285-0618
JUL 2 7 2005
SUILDIING DEP.4
CITY OF E1)M'3TM6NT
OND.S
STREET FILE
Page 2
July 19, 2005
Mr. L Chrisman
I believe that this resolves all of your concerns, which are necessary to complete the shoring plan review. If
you have any further questions, please call.
Sincerely Yours,
CT Engineering
eter J. Hart, J
Structural Enil
cc: C. Nathan
D. Christianson
B. Chang
180 Nickerson St
C v Suite 302
P L L 0 Seattle, WA
A 98109
'c Date:
Project: (206) 285-4512
FAX:
Client: Page Number: (206) 285-0618
Structural Engineers
E N G I N E E R I NG 180 Nickerson St.
PLLC
Suite 302
Seattle, WA
98109
(206) 2854512(V)
(206) 285-0618(F)
pjhart@ctengineering.com
SHORING CALCULATIONS
fo r
EMPLOYEE BENEFIT of AMERICA
22815102NDPLACE WEST
EDMONDS, WA. 98020
Architect
Christianson Design Research
2610 204' St SW
Lynnwood, WA. 98036
Structural Engineers
T
W A
S T VX4�
i- X
ibNA*lj
�)O->
CODE REQUIREMENTS
ALL DESIGN & CONSTRUCTION SHALL CONFORM TO THE
INTERNATIONAL BUILDING CODE (IBC), 2003 EDITION, AS AMENDED BY
THE CITY OF EDMONDS
DESIGN LOADS
DESIGN LOADS FOR THE SHORING DESIGN ARE AS SPECIFIED BY GEO
GROUP NORTHWEST, INC. IN THE GEOTECHNICAL REPORT DATED
1/11105 AND 2/28/05 AND AS INDICATED BELOW. THE SHORING SYSTEM
IS PERMANENT
MATERIALS
STRUCTURAL CONCRETE
LEAN CONCRETE
STRUCTURAL STEEL
TIMBER LAGGING
f c = 4000 PSI(@ 28 DAYS) ,
BELOW THE BOTTOM OF EXCAVATION
(1 1/2 SACK MIX)
ABOVE THE BOTTOM OF EXCAVATION
ASTM A36 (Fy = 36 KSI)(PLATES)
ASTM A992 (Fy-- 50 KSI)(PELES)
DOUG FIR NO. 2, 4X
TIMBER LAGGING SHALL BE PRESERVATIVE TREATED WITH WATER
BORNE PRESERVATIVES IN ACCORDANCE WITH AWPB LP-22 MINIMUM
RETENTION OF OALBS/CU FT. ANY SAWN ENDS OF SUCH TREATED
LAGGING SHALL BE FIELD TREATED WITH TWO COATS OF THE SAME
PRESERVATIVE.
WELDING
WELDING SHALL.CONFORM TO AWS D I -1."STRUCTURAL WELDING
CODE". WELDING ELECTRODES SHALL BE E70XX. ALL WELDING SHALL
BE PERFORMED BY WABO AND AWS CERTIFIED WELDERS.
UTILITIES & ADJACENT PROPERTIES
STABILITY & EROSION PROTECTION OF EXISTING & CUT SLOPES, AND
THE COORDINATION OF THE EXCAVATION, SHORING &, OTHER WORK
WITH ALL UTILITIES AND ADJACENT PROPERTIES IS THE
RESPONSIBILITY OF THE CONTRACTOR.
EXCAVATION
AFTER THE SOLDIER PILE INSTALLATION IS COMPLETE AND APPROVED
BY THE, GEOTECH ENGINEER, EXCAVATION OF THE SITE MAY BEGIN.
EXCAVATION- SHALL PROCEED TO A DEPTH NO GREATER THAN SHOWN
ON THE PLANS. I PLACE LAGGING AS EXCAVATION PROCEEDS,
MAXIMUM UNLAGGED FACE OF 5 FEET. REMOVE LEAN MIX FROM THE
PILE TO ALLOW FOR PLACEMENT OF LAGGING
A DEWATERING SYSTEM, IF REQUIRED, SHALL BE INSTALLED AND
SHALL BE IN OPERATION PRIOR TO SHORING WORK TO FACILITATE
INSTALLATION OF THE SHORING WALL
TEMPORARY CASING OR OTHER APPROVED METHODS SHALL BE USED
AS REQUIRED FOR SOLDIER PILE INSTALLATION TO MINIMIZE GROUND
LOSS SHOULD CAVING SOIL CONDITIONS BE ENCOUNTERED.
ANY VOIDS BETWEEN THE FACE OF THE EXCAVATIONAND THE
LAGGING SHALL BE FILLED WITH A PERMEABLE., FREE DRAINING
MATERIAL TO MINIMIZE LOSS OF GROUND AND PREVENT THE BUILD UP
OF WATER PRESSURE.
SLOPE PROTECTION
THE CONTRACTOR SHALL PROTECT CUT SLOPES WITH PLASTIC IF
CONSTRUCTION OCCURS DURING WET WEATHER. PLASTIC SHEETING
SHALL BE OVERLAPPED AT LEAST 12 INCHES.'SURFACE DRAINAGE
AROUND THE EXCAVATION SHALL BE CONTROLLED BY THE
CONTRACTO R TO PREVENT WATER FROM FLOWING INTO THE
EXCAVATION.
SOLDIER PILES
SOLDIER PILES ARE TO BE INSTALLED IN PREDRILLED HOLES PER PLAN
AND BACKFILLED WITH CONCRETE OR LEAN MIX. SHOULD CAVING
SOIL CONDITIONS BE ENCOUNTERED, TEMPORARY CASING SHALL BE
USED AS REQUIRED FOR SOLDIER PILE INSTALLATION TO MINIMIZE
GROUND LOSS.
ALTERNATE PILE PLACEMENT AT LEAST 24 HOURS TO ALLOW
CONCRETE TO SET PRIOR TO DRILLING ADJACENT PILES.
INSTALLATION TOLERANCES ARE AS FOLLOWS:
PLAN DIRECTION 3 INCHES -PARALLEL TO WALL
I INCH PERPENDICULAR TO WALL
VERTICAL DIRECTION 1 1/2% OF TOTAL LENGTH
CORROSION PROTECTION
PERMANENT SOLDIER PILE SURFACES ABOVE THE EXCAVATION LINE
SHALL HAVE A 16 MEL OF EPDXY HIGH BUILD COATING (DEVITAR 5A) OR
EQUAL. DO NOT APPLY CORROSION PROTECTION TO SURFACES TO�BE
CONTACT WITH STRUCUTRAL CONCRETE. ANY COATING REMOVED FOR
WELDING SHALL RECEIVE TWO FIELD COATS OF SAME AS ABOVE.
INSPECTION
15 bkl-
FULL-TIME OBSERVATION BY THE GEOTECHNICAL ENGINEER IS
REQUIRED FOR DRILLING OF PILE HOLES AND INSTALLATION OF
SOLDIER PILES, PLACING OF STRUCTURAL & LEAN CONCRETE, AND
INSTALLATION OF TIMBER LAGGING.
SPECIAL INSPECTION OF CONCRETE PLACEMENT AND FIELD WELDING
SHALL BE PERFORMED BY A QUALIFIED SPECIAL INSPECTOR.
MONITORING AND QUALITY CONTROL
THE OWNER SHALL PROVIDE FULL TIME OBSERVATION MONITORING
OF THE SHORING WALLS, ADJACENT GROUND SURFACES AND
BUILDING OR STRUCTURES. A LICENSED SURVEYOR SHALL ESTABLISH
BENCHMARKS AT THE DIRECTION OF THE SOEL ENGINEER AND SHALL
SURVEY THESE MARKS PRIOR TO COMMENCEMENT OF EXCAVATION.
ONCE SOLDIER PILES ARE IN PLACE, ESTABLISH MONITORING POINTS IN
THE TOP OF EVERY THIRD PILE. THE BENCHMARKS SHALL BE
MONITORED ON A WEEKLY BASIS UNTIL IT IS DETERMINED THAT
THERE IS NO MOVEMENT. BOTH LATERAL AND VERTICAL
DEFLECTIONS SHALL BE MONITORED.
A VISUAL & PHOTOGRAPHIC SURVEY SHALL BE MADE OF ADJACENT
BUILDINGS PRIOR TO CONSTRUCTION.
TESTING
CONCRETE CYLINDERS SAMPLES SHALL BE'OBTAINED & LABORATORY
TESTED.
M
1 Y14
February 28, 2005 G-1937
22815 - 102' Place West, Edmonds, Washington Page 3
The building loads at the proposed soldier pile wall location may be supported on the soldier
piles provided that the piles are installed at least 5-feet into the dense site soils. Specific
recommendations regarding these and other geotechnical aspects of the proposed construction
are presented in the following sections of this report.
Soldier Pile Walls
A. cantilever soldier pile shoring wall has been proposed to retain soils for the temporary
excavation of the building pad. We understand that the soldier pile wall will be incorporated
into ' the permanent basement walls for the building. A portion of the soldier pile near the
southern property line may be. incorporated into a permanent conventional retaining wall, free to
rotate on top.
For the temporary condition we understand that the soldier pile wall may be installed in one of
the following configurations:
1. With a maximum five foot tall rockery located roughly 2 feet from the top of the wall.
.An approximate 2H: IV native slope is located above the rockery.
2. With a maximum 2H: IV native slope located above the soldier pile wall.
We recommend that the temporary cantilever soldier pile shoring wall be designed in accordance
with the attached Lateral Soil Pressure Diagrams - Plates 3 & 4.
Based upon discussions with Mr. Peter Hart of CT Engineering, we understand that some vertical
buil * ding loads will be transferred to the soldier piles. We have calculated the following
allowable pile capacities for the following concrete pile diameters embedded fifteen feet into the
dense site soils:
Geo Group Northwest, Inc.
5*40
February 28, 2005
G- 193 7
22815- 102 d Place West, Edmonds, Washington Page 4
Table I -,Soldier Pile Bearing Capacities
Pile Diameter
(Inches)
Pile Embedment
(Feet)
Allowable Bearing
(Tons)
Allowable Uplift
(Tons)
24
15
43
20
30
15
641
24
Note: Pile Embedment Length based upon the embedment depth below the top of the dense
SAND soil. Allowable bearing capacities are based upon a factor of safety equal to 3.0.
No reduction in pile capacities is required if the pile spacing is at least three times the pile
diameter. A one-third increas ' e in the above allowable pile capacities can be used when
considering short-term transitory wind or seismic loads.
The performance of piles depends on how and to what bearing stratum the piles are installed.
Since a completed pile in the ground cannot be observed, it is critical that judgement and
experience be used as a basis for determining the embedment length and acceptability of a pile.
Therefore, we recommend that Geo Group Northwest, Inc. be retained to monitor the pile
installation. operation, collect and interpret installation data and verify suitable bearing stratum.
We also suggest that the contractor's equipment and installation procedures be reviewed by Geo
Group Northwest, Inc. prior to pile installation to. help mitigate, problems which may delay work
progress.
Permanent Basement and Conventional Retaining Walls
We have prepared the following recommendations for the basement and conventional retaining
walls which are not located at the soldier pile wall locations. Permanent basement walls
restrained horizontally on top, are considered un
yielding and should be designed for a lateral soil
pressure under the at -rest condition; while conventional reinforced concrete walls free to rotate
on top should be designed for an active lateral soil pressure.
Geo Group Northwest, Inc.
/11/2005 08:00 4256498758 GEOGROUP PAGE .02
0
CANTILEVER SOLDIER PILE
RETAINING WALL
. lvv'll�
148�K
BASE Of EXCAV,
;/-/ 7
SEISWC: 10H PSF
\-ACTIVE: 3 5 PCF -LEVEL GROUND
...........
PASSIVE:
45 PCF 7-.25 % SLOPE
525PCF .......... 60 PCF - 50% SLOPE'
..............
...............
..........
...........
..................
NOTES-
1. THE SOLDIER PILE WALL WILL BE INCORPORATED INTO THE PERMANENT BASEMENT/GARAGE
WALLS.
2. THE ACTIVE SOIL PRESSURE SHOULD BE ASSUMED TO ACT ON ONE PILE SPACING ABOVE THE BASE
OF THE EXCAVATION AND ONE PILE WIDTH BELOW THE EXCAVAT10N LINE.
3. THE PASSIVE SOIL PRESSURE MAYBE ASSUMED TO ACT ON TWO TIMES THE PILE WIDTH BELOW
THE EXCAVATION.
4. THE ABOVE DIAGRAM DOES NOT ACCOUNT FOR A SURCH. ARGE DUE TO HYDROSTATIC PRESSURE.
5. THE ABOVE PASSIVE PRESSURE 15 ALLOWABLE BASED UPON AFACTOR OF SAFETY EQUAL TO 110.
6. THE LATERAL PRESSURES DUE TO SEISMIC DO NOT APPLY BELOW TffE BASE OF EXCAVATION,
7. TIMMER, LAGGING MAY BE DESIGNED FOR 50 % OF THE LATERAL LOAD.
Grout) Northwest. Inc.
13M NF 3" S&M IWN 14, r.141*W, WA 9M.4
rheft4WO4717 FAAA"96m.
— e-AQ 6-kogicow".—
SCALE: N.T,S. DATE: 7/8105 MADE: AG
LATERAL SOIL PRESSURE DIAGRAM
PROPOSED COMMERCIAL BUILDING
22815 - 102ND PLACE WEST
EDMONDS, WASHINGTON
CHECKED.- WC I JOB: G-1937 PLATE: 4-
j
--V
it
" r4,
T
rl
Z�
- — - — - — - — - — - — ---
-- — - — - — - — - — - — --
- 3dld
3 J. -4
'21
SHORING PLAN CT I
EMPLOYEE BENIFITS OF AMERICA
it
" r4,
T
rl
Z�
- — - — - — - — - — - — ---
-- — - — - — - — - — - — --
- 3dld
3 J. -4
'21
SHORING PLAN CT I
EMPLOYEE BENIFITS OF AMERICA
�C T�E �NG �1� E E R I N G
P L L C
Project:
�'S
Client:
& -s
6-0
Lf C,
180 Nickerson St.
Suite 302
Seattle, WA
98109
Date:
t206) 285-4512
5 /V
FAX:
Page Number:
(206) 285-0618
!A) 7 rs,
5" 41 7.
&/ 21) A);�
Vg
7a(:�
S 7,00
lei
pv,�'-
d'd
z .3 5,
lot
Structural Engineers
180 Nickerson St
I
rli—t-
E N G I N E E R I N G
P L L C
Suite 302
Seattle, WA
Date: .3 98109
(206) 285-4512
FAX:
Page Number: (206) 285-0618
2.
vr
1-7ge
lot.
Sal
Structural Engineers
-10
ALLOWABLE STRESS DESIGN SELECTION TABLE
For shapes used as beams
�F
Fy
36 ksi
56AM
= -
,
MR
y ,
S�
Shape
P"
d
Fy
L
In
Ksi
Ft
Ft
Kip-tt
Tt
%
Kip
3
I n
10.3
-1230
448
W 33xl4l
331/4
12.2
131.
1 1.o
.
121.0
439
W 36xl35
351/2
-
12.3
11.1
3.0
18.7
869
863
�9,4
13; 4
. . '5
.1200
1,j fio
436
419
W 30x148
W l8x2ll
305/a
205/6
-
-
12.2
49.3
830
jb.3
11.2-
3 5
'-il.160
*
417
W 21 x 182
223/4
-
13.2
I 3.7
37.6
29.3
826
820
-6
2
.140
414
411
W 24x162
W 27xl46
25
273/6
-
-
14.7
23.0
814
9.9
10.8'
-.1120
406
W 33xl3O
331/6
-
12.1
11.1
13.8
16.1
804
752
9.4
1050
380
W 30x132
301/4
221/2
-
-
13.1
34.8
752
11.1;
25-11-
, ,0,0
i050
3
0
3:o
W 21 x 166
W l8xl92
203/8
-
12.1
45.4
752
10.3
32.7.
M9 1 -�:
.1620
371
W 24x 146
243/4
-
13.6
26.3
735
8.6
' 10J.."
"T
359
W 33xll8
327/6
-
12.0
11.1
12.6
15.0
711
703
9.4
. j 0.6
.
.976
355
345
W 30x124
W 27xl2g
301/a
275/e
-
-
10.6
18.4
683
9.0-
io.2
1 3;3
'30.6�
949
9'4§
344
W 18xl75
20
-
12.0
41.7
681
9.4 -�
9 , 9
'.. .!.I-
N . 5.
.
329
W 30x1l6
30
-
11.1
13.6
13.8
23.4
651
651
.
906.
329
W 24xi3l
241/2
22
-
-
13.2
30.3
651
'.906
329
W 21 x147
W 18xl58
193/4
-
11.9
38.3
614'
853
310
9
82=2
299
W 30xl08
297/6
-
11.1
10.6
12.3
15.9
592
592
22
299
295
W 27x 114
W 21 x1132
271/4
217/8
-
-
13.1
27.2
584
8�1
291
W 24x1117
241/4
-
13.5
20.8
1
576
558
'10 0�.
��25`3-
776
282
W l8xl43
W 21 x122
191/2
21%
-
-
'1-8
3.1
25.4
35.
541
751
273
74
740,
269
W 30x 99
29%
-
10.9
10.6
11.4
14.2
533
529
9.0
�10.2
7�4�'
267
W 27x1102
W 24x104
271/a
24
-
58.5
13.5
18.4
511
114-
-13Z
710.
t04
258
256
W l8x130
- 191/4
-
11.8
32.2
507
493
MIS
249
W21xlll
211/2
-
13.0
23.3
-.7.2
674'.
245
W 30x 90
291/2
58.1
10.0
9.5
11.4
16.7'
485
485
8.1
-.12'.0
*:9.5
674,
245
W 24x 103
W 27x 94
241/2
267/6
-
-
10.5
12.8
481
8.6
10.1
210'..
666
MS'
243
231
W 18XI19
19
-
11.9
29.1
457
449
j j.6
624.,-
227
W 21 x101
213/a
-
13.0
9.6
21.3
15.1
440
'8.1
11,0�91
222
- W 24x 94
241/4
-
8.0
213
W 27x 84
263/4
-
10.5
11.8
11.0
26.0
422
404
�61
204
wis x 106
/4 -
183
-.9.6
5 , 39"
196
W 24x, 84
241/6
-
9.5
8.9
13.3
16.8
388
380
�.j
--928
192
93
W 21 x 93
21% -
]
15.5
44.1
376
3.4
- �31.7-;
523
190
2
W l4x120
'l
( 9
W lox 97
141/2 -
18% -
11.8
24.1
372
188
1
1
ALLOWABLE STRESS DESIGN SELECTION TABLE
For shapes used as beams SX
F 36 ksi
Depth
Py
4in
Shape
d
vjo-ft!��
In.
Ksi
Ft
Ft
Kip -f t
4.
A84
176
W 24x 76
23%
9.5
11.8
348
?0
46 f -
175
W l6xl00
17
11.0
28.1
347
47'6
173
W 14x109
143/9
58.6
15.4
40.6
343
."
'470,'� -
I ",
171
W 21 x 83
213/8
-
8.8
15.1
339
I 't.,
'.
166
W lox 86
183/8
-
113
21.5
329
-45T
157
W 14x 99
141/6
48.5
15.4
37.0
311
155
W 16x 89
163/4
10.9
25.0
307
':"B
5
424,i, -
I 64
W 24x 68
233/4
9.5
10.2
305
9.6
415
151
W 21 x 73
211/4
-
8.8
13.4
299
'402'
146
W lox 76
181/4
64.2
11.6
19.1
289
,18 0
^-24.6
393.
143
W 14x 90
14
40.4
15.3
34.0
283
140
W 21x 68
2111/e
-
8.7
12.4
277
er"
-369?�'
134
W 16x 77
161/2
10.9
21.9
265
6A
131
W 24x 62
233/4
7.4
8.1
259
;7,4::-�
8-11'
127
W 21x 62
21
8.7
11.2
251
127
W lox 71
181/2
-
8.1
15.5
251
;2�-*,!'
�338'
123
W 14x 82
141/4
-
10.7
28.1
244
'T-
118
W 12x 87
121/2
-
12.8
36.2
234
j� 1 14
C
�22.
117
W lox 65
183/a
-
8.0.
14.4
232
,
3 2:"
117
W lox 67
163/6
-
10.8
19.3
232
.--3114., .
114
W 24x 55
W 74
23%
141/a
-
7.0
10.6
7.5
25.9
226
222
668
112
14x
6
�'305
111
W 21 x 57
21
-
6.9
9.4
220
297--,�,
108
W lox 60
181/4
-
8.0
13.3
214
941,..
107
W 12x 79
123/a
62.6
12.8
33.3
212
103
W 14x 68
14
-
10.6
23.9
204
270�
98.3
w 1 8x 55
7.9
12.1
195
2, 1,§�'
;,'268
97.4
W 12x 72
121/4
52.3
12.7
30.5
193
94.6
W 21x 50
20%
-
6.9
7.8
187
92.2
W lox 57
163/6
-
7.5
14.3
183
`15.6w
4-�
92.2
W 14x 61
13%
-
10.6
21.5
183
��-2414'�"
88.9
W 18x 50
is
-
7.9
11.0
176
20jO.
87.9
W 12x 65
121/s
43.0
12.7
27.71
174
A 4 , 7 ."
'
--224-
81.6
W 2 1 x 44
20%
-
6.6
7.0
162
g 3,��-
81.0
W lox 50
161/4
-
7.5
12.7
160
78.8
W lox 46
18
-
6.4
9.4
156
78.0
W 12x 58
121/4
-
10.6
24.4
154
-2114!f--;
77.8
W 14x 53
13 7/8
-
8.5
17.7
154
o�2 -
72.7
W lox 45
161/6
-
7.4
11.4
144
150,
70.6
W 12x 53
12
55.9
10.6
22.0
140
70.3
W 14x 48
133/4
-
8.5
16.0
139
Job: .04046 - EBoA Shoring
Bldg.
Hs =
0
H
10.17
SP=
7.83
Ht =
IA470
Hw
0
D
.17.5
Active
Active
Hs
H
spacing
F
F
arm
OTM
F
arm
Slope
0.5
60
10,17
10.17
7.83
24295.45
24295.45
10 * 67
259115.34
24295.45
20.89
507531.921
0
0
0
10.17
7.83
0
0
10.67
0
0
17.50
0
0
0
10.17
0
7.83
0.00
0.00
7.28
0.00
0.00
17.5
0
0
0
0
0
7.83
0.00
0.00
7.28
0.00
0.00
17.50
0
0
0
0
0
7.83
0.00'
0.00
7.28
0.00
0.00
17.50
0
0
0
1
10.17
7.83
0.00
0.00
12.36
0.00
0.00
22.585
0
24295
0
12
1
0
2
0.00
0.00
3.64
0.00
0.00
8.75
0
1
60
1
10.17
2
1220
8879
3.64
32297
21357
8.75
186873.75
0
11
1
0
2
0.00
0.00
3.64
0.00
0
8.75
0
0
0
1
0
2
0.00
0.00
3.64
0.00
0
8.75
0
1220.40
0.5
60
1
1
2
60.00
3175.69
2.43
7701.25
18375
5.83
107187.5
36350
299113
64027
801593.
Passive
0.5
350
1
1
4
700.00
37049.77
2.43
-89847.93
214375.00
5.83
1250520.83
0.5
350
1
1
4
700.00
-700.00
6.61
4623.63
-700.00
16.83
-11781
36349.77
213675.00
1238739.83
Quadratic
640
1220.40
'24995.45
M =
1
1.91
39.06
S =
�n5
3.34
F.S.
1.55
x
X =
7.28
. lqx6l S
1;� -,I ko
Job: 04046 - EBOA Shoring
Bldg.
Hs
SP
7.83
Ht
Active
Active
Hs
Slope 0.5
60
8.8
EQ 1
10
8.8
0
0
0
0
0
0
0
0
0
0
0
1
0
12
1
1
60
8.8
0
11
1
0
0
1
0.5
60
1
Passive
0.5 525 1
0 0 0
Quadratic
x
0
H
8.8
0
Hw
0
D
19.33
H
spacing
F
F
arm
OTM
F
arm
8.8
7.83
18190.66
18190.66
8.44
153619.80
18190.66
22.26
404984.638
8.8
7.83
6064
6064
9.91
60100
6064
23.73
143888
0
.7.83
0.00
0.00
5.51
0.00
0.00
19.33
0
0
7.83
0.00
0.00
5.51
0.00
0.00
19.33
0
0
7.83
0.00
0.00
5.51
0.00
0.00
19.33
0
8.8
7.83
0.00
0.00
9.91
0.00
0.00
23.73
0
24254
0
2
0.00
0.00
2.76
0.00
0.00
9.67
0
1
2
1056
5820
2.76
16040
20412.48
9..67
197286.619
0
2
0.00
0.00
2.76
0.00
0
9.67
0
0
2
0.00
0.00
2.76
0.00
.0
9.67
0
1056.00
1
2
60.00
1822.70
1.84
3348.69
22418.934
6.44
144452.665
31897
233108
67086
890612
1
4
1050.00
31897.21
1.84
392331.35
6.44
2527921.63
0
0
0.00
0.00
4.84
0.00
0.00
18.66
0
31897.21
392331.35
2527921.63
990
1056.00
24254.21
M =
174505.95
1
1.07
24.50
S =
62.51 V--"
5.85
F.S.
2.84
X =
5.51
- e-?L-
Job: 04046 - EBoA Shoring
S3-S5 Hs = 0 H 8.5
SP 6.33 Ht = 0 Hw 0 D 14
Active Active Hs H spacing F F arm OTM F arm
Slope 0.5 45 12.5 8.5 6.33 15132.66 15132.66 8.37 126635.59 15132.66 16.83 254733.047
0 0 0 0 6.33. 0 0 5.54 0 0 .14.00 0
0 0 0 0 6.33 0.00 0.00 5.54 0.00 0.00 14 0
0 0 0 0 6.3� 0.00 0.00 5.54 0.00 0.00 14.00 0
0 0 0 0 6.33 0.00 0.00 5.54 0.00 0.00 14.00 0
0 0 1 8.5 6.33 0.00 0.00 9.79 0.00 0.00 18.25 0
15133
0 12 1 0 2 0.00 0.00 2.77 0.00 0.00 7.00 0
1 45 1 8.5 2 765 -4234 2.77 11718 10710 7.00 74970
0 11 1 0 2 0.00 0.00 2.77 0.00 0 7.00 0
0 0 1 0 2 0.00 0.00 2.77 0.00 0 7.00 0'
765.00
0.5 45 1 1 2 45.00 1378.65 1.85 2543.62 8820 4.67 41160
20746 140898 34663 370863
Passive 0.5 350 1 1 4 700.00 21445.60 1.85 -39567.36 137200.00 4.67 640266.667
0.5 350 1 1 4 700.00 -700.00 4.87 3405.52 -700.00 13.33 -9331
20745.60 136500.00 630935.667
Quadratic 655 765.00 15832.66 M =
1 1.17 24.17 S = �.62 3.94 F.S. 1.70
x X 5.54
Active
Slope
EQ
Passive
Quadratic
x
Job: 04046 - EBoA Shoring
S3-S5
Hs =
0
H =
8.5
SP
6.33
Ht =
0
Hw =
0
Active
Hs
H
spacing
F
F
arm
OTM
0.5
45
8.5
8.5
6.33
10290.21
10290.21
7.08
72838.74
1
10
8.5
8.5
6.33
4573
4573
8.50
38852
0
0
0
0
6.33
0.00
0.00
4.25
0.00
0
0
0
0
6.33
0.00
0.00
4.25
0.00
0
0
0
0
6.33
0.00
0.00
4.25
0.00
0
0
1
8.5
633
0.00
0.00
8.50
0.00
14864
0
12
1
0
2
0.00
0.00
2.12
0.00
1
45
1
8.5
2
765
3248
2.12
6893
0
11
1
0
2
0.00
0.00
2.12
0.00
0
0
1
0
0.00
0.00
2.12
0.00
765.bo
0.5
45
1
1
2
45.00
810.95
1.42
1147.52
18922
1197311
0.5
525
1
1
4
1050M
18922.09
i.42
-26775.52
0
0
0
0
0
0.00
0.00
3.58
0.00
18922.09
1005
765.00
14863.63
M =
1
0.76
14.79
S =
0
X= .
4.25
D=
14
F
arm
10290.21
16.83
173218.472
4573
18.25
83465
0.00
14
0
0.00
14.00
0
0.00
14.00
0
0.00
18.25
0
0.00
7.00
0
10710
7.00
74970
0
7.00
0
0
7.00
0
8820
4.67
41160
34394
372813
205800.00
4.67
�960400
0.00
13.33
0
205800.00
960400
5.98
F.S.
2f.58
Active
Slope
Passive
Quadratic
x
Job: 04046 - EBoA Shoring
S6
Hs =
SP=
6.17
Ht =
Active
Hs
0.5
45
13
0
0
0
0
0
10
0
0
0
0
0
0
0
0
1
0
12
1
1
45
1
0
11
1
0
0
1
0.5
45
1
0.5 350 1
0.5 350 1
.0
H =
10
10
Hw =
0
D=
15
H
spacing
F
F.
arm
OTM
F
arm
10
6.17
18047.25
18047.25
9.41
169900.76
18047.25
18.33
330866.25
10
6.17
0
0
9.41
0
0
15.00
0
0
6.17
0.00
0.00
6.08
0.00
0.00
15
0
0
6.17
0.00
0.00
6.08
0.00
0.00
15.00
0
0
6.17
0.00
0.00
6.08
0.00
0.00
15.00
0
10
6.17
0.00.
0.00
11.08
0.00
0.00
20
0
18047
0
2
0.00
0.00
3.04
0.00
0.00
7.50
0
10
2
900
5473
3.04
1664&
13500
7.50
101250
0
2
0.00
0.00
3.04
0.00
0
7.50
0
0
2
0.00
0.00
3.04
0.00
0
7.50
0
900.00
1
2
45.00
1663.97
2.03
3372.81
10125
5.00
50625
25184
189913
41672
482741
1
4
700.00
25884.02
2.03
-52465.92
157500.00
5.00
787500
1
4
700.00
-700.00
5.41
3787.62
-700.00
14.33
-10031
25184.02
156800.00
777469
655
900.00
18747.25
M =
141235.00
1
1.37
28.62
S =
50.59
3.76
F.S.
1.61
X
6.08
Active
Slope
Passive
Quadratic
x
Job: 04046 - EBoA Shoring
S6
Hs =
SP=
6.17
Ht =
Active
Hs
0.5
45
10
1
10
10
0
0
0
0
0
0
0
0
0
0
0
1
0
12
1
1
45
1
0
11
1
0
0
1
0.5
45
1
0.5 525 1
0 0 0
0
H =
.10
0
Hw
0
D
15
H
spacing
F
F
arm
OTM
F
arm
10
6.17
13882.50
13882.50
8.27
114812.84
13882.50
18.33
254512.5
10
6.17
6170
6170
9.94
61311
6170
.20.00
123400
0
6.17
0.00
0.00
4.94
0.00
0.00
15
0
0
6.17
0.00
0.00
4.94
0.00
0.00
15.00
0
0
6.17
0.00
0.00
4.94
0.00
0.00
15.00
.0
10
6.17
0.00
0.00
9.94
0.00
0.00
2.0
0
20053
0
2
0.00
0.00
2.47
0.00
0.00
7.50
0
10
2
900
4443
2.47
10968
13500
7.50
101250
0
2
0.00
0.00
2.47
0.00
0
7.50
0
0
2
0.00,
0.00
2.47
0.00
0
7.50
0
900.00
1
2
45.00
1096.83
1.65
1805.01
10125
5.00
50625
25593
188897
43678
529788
1
4
1050.00
25592.62
1.65
-42116.89
236250.00
5.00
1181250
0
0
0.00
0.00
4.27
0.00
0.00
14.33
0
25592.62
.236250.00
1181250
1005
900.00
20052.50
M =
146780.49
1
0.90
19.95
S =
52.58
5.41
F.S.
2.23
X
4.94
V\
Active
Slope
Passive
Quadratic
x
Job: 04046 - EBoA Shoring
S7
Hs =
SP=
8
Ht =
Active
Hs
0.5
45
12.5
0
0
0
0
0
12.5
0
0
0
0
0
0
0
0
1
0
12
1
1
45
1
0
11
1
0
0
1
0.5
45
1
0.5 350 1
0.5 350 1
0
H =
12.5
12.5
Hw =
0
D=
18
H
spacing
F
F
arm
OTM
F
arm
12.5
8
28125.00
28125.00
11.04
310459.03
28125.00
22.17
623437.5
12.5
8
0
0
11.04
0
0
18.00
0
0
8
0.00
0.00
6.87
0.00
0.00
18
0
0
8
0.00
0.00
6.87
0.00
0.00
18.00
0
0
8
0.00
0.00
6.87
0.00
0.00
18.00
0
12.5
8
0.00
0.00
13.12
0.00
0.00
24.25
0
28125
0
2
0.00
0.00
3.44
0.00
0.00
9.00
0
12.5
2.5
1406
9664
3.44
33203
25312.5
9.00
227812.5
0
2
0.00
0.00
3.44
0.00
0
9.00
0
0
2
0.00
0.00
3.44
0.00
0
9.00
0
1406.25
1
2.5
56.25
2656.28
2.29
6084.53
18225
6.00
109350
40445
349747
71663
960600
1
5
875.00
41319.85
2.29
-94648.31
283500.00
6.00
1701000
1
5
875.00
-875.00
6.20
5426.64
-875.00
17.33
-15163.75
40444.85
282625.00
1685836.25
818.75
1406.25
29000.00
M =
260.525.35
1
1.72
35.42
S =
3.94
F.S.
1.75
X
.6.87
w
16N
Job: 04046 - EBoA Shoring
S7
Hs =
0
H
10.5
SP
8
Ht =
0
Hw
0
D
18
Active
Active
Hs
H
spacing
F
F -
arm
OTM
F
arm
Slope
0.5
45
10.5
10.5
8
19845.00
19845.00
8.77
174041.44�
19845.00
21.50
426667.5
1
10
10.5
10.5
8
8820
8820
10.52
92787
8820
23 ' 25
205065
0
0
0
0
8
0.00
0.00
5.27
0.00
0.00
18
0
0
0
0
0
8
0.00
0.00
5.27
0.00
0.00
18.00
0
0
0
0
0
8
0.00
0.00
5.27
0.00
0.00
18.00
0
0
0
1
10.5
8
0.00
0.60
10.52
0.00
0.00
23.25
0
28665
0
12
1
0
2
0.00
0.00
2.64
0.00
0.00
9.00
0
1
45
1
10.5
2.5
1181
6225
2.64
16404
21262.5
9.00
191362.5
0
11
1
0
2
0.00
0.00
2.64
0.00
0
9.00
0
0
0
1
0
2
0.00
0.00
2.64
0.00
0
9.00
0
1181.25
0.5
45
1
1
2.5
56.25
1562.25
1.76
2744.37
18225
6.00
109�50
36452
285976
68153
932445
Passive
0.5
525
1
1
5
1312.50
36452.48
1.76
-64035.35
425250.00
6.00
2551500
.0
0
0
0
0
0.00
0.00
4.60
0.00
0.00
17.33
0
36452.48
425250.00
2551500
Quadratic
1256.3
1181.25
28665.00
M =
221940.84
1
0.94
22.82
S =
79.50
6.24
F.S.
2.74
x
X
5.27
Job: 04046 - EBoA Shoring
S8
Hs =
0
H
16
SP
4.17
Ht =
0
Hw
0
D
20
Active
Active
Hs
H
spacing
F
F
arm
OTM
F
arm
Slope
0.5
60
16
16
4.17
32025.60
32025.60
13.42
429763.06
32025.60
25.33
811315.2
0
0
0
0
4.17
0
0
8.09
0
0
20.00
0
0
0
0
0
4.17
0.00
0.00
8.09
0.00
0.00
20
0
0
0
0
0
4.17
0.00
0.00
8.09
0.00
0.00
20.00
0
0
0
0
0
4.17
0.00
0.00
8.09
0.00
0.00
20.00
0
0
0
1
16
4.17
0.00
.0.00
16.09
0.00
0.00
28
0
32026
0
12
1
0
2
0.00
0.00
4.04
0.00
.0.00
10.00
0
1
60
1
16
2.5-
2400
19406
4.04
78461
48000
10.00
480000
0
11
1
0
2
0.00
0.00
4.04
0.00
0
10.00
0
0
0
1
0
2
0.00
0.00
4.04
0.00
0
10.00
0
2400.00
0.5
60
1
1
2.5
75.00
4903.79
2.70
13217.39
30000
6.67.
200000
56336
521441
110026
1491315
Passive
0.5
350.
1
1
5
875.00
57210.85
2.70
-154202.83
350000.00
6.67
2333333.33
0.5
350
1
1
5
875.00
-875.00
7.42
6489.02
-875.00
19.33
-16913.75
56335.85
349125.00
2316419.58
Quadratic
800
2400.00
32900.60
M =
3 7 3 T�,?,�4
1
41.13
S =
3.17
F.S.
1.55
x
.3.00
X
8.09
-tz
I, -
NJ
Job: 04046 - EBoA Shoring
S8
Hs =
0
H
10.5
SP=
4.17
Ht =
0
Hw
0
D
20
Active
Active
Hs'
H
spacing
F
F
arm
OTM
F
arm
Slope
0.5
60
10.5
10.5
4.17
13792.28
13792.28
8.04
110937.47
13792.28
23.5.0
324118.463
EQ
1
10
10.5
10.5
4.17
4597
4597
9.79
45025
4597
25.25
116085
0
0
0
0
4.17
0.00
0.00
4.54
0.00
0.00
20
0
0
0
0
0
4.17
0.00
0.00
4.54
0.00
0.00
�0.00
0
0
0
0
0
4.17
0.00
0.00
4.54
0.00
0.00
20.00
0
0
0
1
10.5
4.17
0.00
0.00
9.79
0.00
0.00.
25.25
0
18390
0
12
1
0
2
0.00
0.00
2.27
0.00
0.00
10.00
0
1
60
1
10.5
2.5
1575
7156
2.27
16256
31500
10.00
315000
0*
11
1
0
2
0.00
0.00
2.27
0.00
0
10.00
0
0
0
1
0
2
0.00
0.00
2.27
0.00
0
10.00
0
1575.00
0.5
60
1
1
2.5
75.00
1548.22
1.51
2344.75
30000
6.67
200000
27094
174563
79890
955203
Passive
r
0.5
525
1
1
5
1312.50
27093.85
1.51
-41033.19
525000.00
6.67
3500000
0
0
0
0
0
0.00
0.00
3.87
0.00
0.00
19.33
0
27093.85
525000.00
3500000
Quadratic
1237.5
1575.00
18389.70
M =
133530.00
1
1.27
14.86
S =
47.83
6.57
F.S.
3.66
x
X
4.54
Job: 04046 - EBoA Shoring
S9
Hs =
0
H
9.75
SP=
6.5
Ht =
RW5 0
Hw
0
D
16
Active
Active
Hs
H
spacing
F
F
arm
OTM
F
arm
Slope
0.5
60
9.75
9.75
18537.19
18537.19
9.72
180223.45
18537.19
19.25
356840.859
0
0
0
9.75
6.5
0
0
9.72
0
0
16.60
0
0
0
9.75
0
6.5
0.00
0.00
6.47
0.00
0.00
16
0
0
0
0
0
6.5
0.00
0.00
6.47
0.00
0.00
16.00
0
0
0'
0
0
6.5
0.00
0.00
6.47
0.00
0.00
16.00
0
0
0
1
9.75
6.5
0.00
0.00
11.35
0.00
0.00
20.875
0
18537
0
12
1
0
2
0.00
0.00
3.24
0.00
0.00
8.00
0
1
60
1
9.75
2
1170
7573
3.24
24506
18720
8 ' 00
149760
0
11
1
0
2
0.00
0.00
3.24
0.00
0
8.00
0
0
0
1
0
2
0.00
0.00
3.24
0.00
0
8.00
0
1170.00
0.5
60
1
1
2
60.00
2513.41
2.16
5422.49
15360
5.33
81920
28623
210152
52617
588521
Passive
0.5
350
1
1
4
700.00
29323.15
2.16
-63262.40
179200.00
5.33
955733.333
0.5
350
1
1
4
700.00
-700 * 00
5.80.
4061.59
-700.00
15.33
-10731
28623.15
178500.00
945002.333
Quadratic
640
1170.00
19237.19
M =
090
1
1.83
30.06
S =
.0
3.39
F.S.
1.61
x
X =
6.47
-2
All,
Job: 04046 - EBoA Shoring
S9
Hs =
0
H
8.42
SP
6.5
Ht =
0
Hw=
0
D=
17.33
Active
Active
Hs
H
spacing
F
F
arm
OTM
F
arm
Sl e 0.5
60
8.42
8.42
6.5
13824.80
13824.80
7.66
105926.20
13824.80
20.14
278385.349
1
10
8.42
8.42
6.5
4608
4608
9.07
41776
4608
21.54
99262
0
0
0
0
6.5
0.00
0.00
4.86
0.00
17.33
0
0
0
0
0
6.5
0.00
0.00
4.86
0.00
0.00
17.33
0
0
0
0
0
6.5
0.00
0.00
4.86
0.00
0.00
17.33
0
0
0
1
8.42
6.5
0.00
0.00
9.07
0.00
0.00
21.54
0
18433
0
12
1
0
2
0.00
0.00
2.43
0.00
0.00
8.67
0
1
60
1
8.42
2
1010
4906
2.43
11910
17510.232
8.67
151726.16
0
11
1
0
2
0.00
0.00
2,43
0.00
0
8.67
0
0
0
1
0
0.00
0.00
2.43
0.00
0
8.67
0
1010.40
0.5
60
1
1
2
60.00
1414.48
1.62
2289.28
18019.734
5.78
104093.997
24753
161901
53963
633468
Passive
0.5 525 1 1
4
1050.00 24753.42
1.62
-40062.39
315345.35 5.78 1821644.94
0 0 0 0
0
0.00 0.00
4.19
0.00
0.00 16.66 0
24753.42
315345.35 1821644.94
Quadratic 990
1010.40
18433.06
M =
121838.69-
1
1.02
18.62
S =
43.64 .olp-p,
5.84 F.S. 2.88
x
X
4.86
Job: 04046 - ElBoA Shoring
SIO
Hs =
SP
6.5
Ht =
Active
Active
Hs
Slope 0.5
�d
12.5
0
0
6
0
0
12.5
0
0
0
0
0
0
0
0
1
0
1
12
p
1
1
0
11
1
0
0
1
0.5
60
1
Passive
0.5 350 1
0.5 350 1
Quadratic
x
0
H =
12.5
0
Hw =
0
,1,2-5
H
spacing
IF
IF
arm
OTM
12.5
6.5
30468.75
30468.75
12.41
378265.66
12.5
6.5
0
0
12.41
0
0
6.5
0.00
0.00
8.25
0.00
0
6.5
0.00
0.00
8.25
0.00
0
6.5
0.00
0.00
8.25
0.00
12.5
6.5
0.00
0.00
14.50
0.00
30469
0
2
0.00
0.00
4.12
0.00
12.5
2
1500
12372
4.12
51025
0
2
0.00
0.00
4.12
0.00
0
2
0.00
0.00
4.12
0.00
1500.00
1
2
60.00
4081.97
2.75
11222.99
46923
440513
1
4
700.00
47623.03
2.75
-130934.87
1
4
700.00
-700.00
7.58
5304.74
46923.03
640
1500.00
31168.75
M =
314883,�
1
2.34
48.70
S =
112.79
X =
8.25
D =
19.5
IF
arm
30468.75
23.67
721093.75
0
19.50
0
0.00
19. 5
0
0.00
19.50
0
0.00
-19.50
0
0.00
25.75
0
0.00
9.75
0
29250
9.75
285187.5
0
9.75
0
0
9.75
0
22815
6.50
148297 ' 5
82534
1154579
266175.00
6.50
1730137.5
-700.00
18.83
-13181
265475.00
1716956.5
3.22
F.S.
1.49
'5 3
\A
Job: 04046 - ElBoA Shoring
S110
Hs =
0
H
11.17
SP
6.5
Ht =
0
Hw
0
D
20.83
Active
Active
Hs
H
spacing
IF
F
arm
OTM
F
arm
.
Slope
0.5
60
11.17
11.17
6.5
24329.94
24329.94
10.16
247301.44
24329.94
24.55
597 381.016
1
10
11.17
11.17
6.5
8110
8110
12.03
97532
8110
26.42
214225
0
0
0
0
6.5
0.00
0.00
6.44
0.00
0.00
20.83
0
0
0
0
0
6.5
0.00
0.00
6.44
0.00
0.00
20.83
0
0
.0
0
0
6.5
0.00
0.00
6.44
0.00
0.00
20.83
0
0
0
1
11.17
6.5
0.00
0.00
12.03
0.00
0.00
26.415
0
32440
0
12
'1
0
2
0.00
0.00
3.22
0.00
0.00
10.42
0
1
60
1
11.17
2
1340
8634
*3.22
27806
27920.532
10.42
290792.341
0
11
1
0
2
0.00
0.00
3.22
0.00
0
10.42
0
0
0
1
0
2
0.00
0.00
3.22
0.00
0
10.42
0
1340.40
0.5
60
1
1
2
60.00
2489.31
2.15
5344.68
26033.334
6.94
180758.116
43563
377984
86394
1283157
Passive
0.5
525
1
1
4
1050.00
43562.96
2.15
-93531.97
455583.35
6.94
3163267.03
0
0
0
0
0
0.00
0.00
5.77
0.00
0.00
20.16
0
43562.96
455583.35
3163267.03
Quadratic
990
1340.40
32439.91
M =
284451.66
IZOL,
2.47
1
1.35
32.77
S =
101.89
5.27
F.S.
X
6.44
Active
Slope
Passive
Quadra'Lic
x
Job: 04046 - EBoA Shoring
Sil
Hs=
SP
6.5
Ht =
Active
Hs
0.5
60
15
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
12
1
1
60
1
0
11
1
0
0
1
0.5
60
1
0.5 350
0.5 350
0
H =
15
0
Hw =
0
D
23.5
H
spacing
F
F
arm
OTM F
arm
15
6.5
43875.00
43875.00
14.02
614971.44 43875.00
28.50
1250437.5
0
6.5
0
0,
9.02
0 0
23.50
0
0
6.5
0.00
0.00
9.02
0.00 0.00
23.5
0
0
6.5
0.00
0.00
9.02
0.00 0.00
23.50
0
0
6.5
0.00
0.00
9.02
0.00 0.00
23.50
0
15
6.5
0.00
0.00
16.52
0.00 0.00
31
0
43875
0
2
0.00
0.00,
4.51
0.00 0.00
11.75
0
15
2.5
2250
20287
4.51
91458 52875
11.75
621281.25
0
2
0.00
0.00
4.51
0.00 0
11.75
0
0
2
0.00
0.00
4.51
0.00 0
11.75
0
2250.00
1
2.5
75.00 -
6097.22
3.01
18325.07 41418.75
7.83
324446.875
70259
724755 138169
2196166
1
5
875.00
71134.22
3.01
-213792.54 483218.75
7.83
3785213.54
1
5
875.00
-875.00
8.35
7303.14 -875.00
22.83
-19976.25
70259.22
4820,43.75
3765237.29
800
2250.00
44750.00
M =
518265.39
1
2.81
55.94
S =
185.65
F.S.
1.71
X
9.02
Job: 04046 - EBoA Shoring
S11
Hs =
0
H
13.67
SP
6.5
Ht =
0
Hw
0
D
24.83
Active
Active
Hs
H
spacing
F
F
arm
OTM
F
arm
Slope
0.5
60
13.67
13.67
6.5
36439.44
36439.44
11.71
426544.48
36439.44
29.39
1070833.54
1
10
13.67
13.67
6.5
12146
12146
13.98
169855
12146
31.61
384618
0
0
0
0
6.5
0.00
0.00
7.15,
0.00
0.00
.24.83
0
0
0
0
0
6.5
0.00
0.00
7.15
0.00
0.00
24.83
0
0
0
0
0
6.5
0.00
0.00
7.15
0.00
0.00
24.83
0
0
0
1
13.67
6.5
0.00
0.00
13.98
0.00
0.00
31.665
0
48586
0
12
1
0
2
0.00
0.00
3.57
0.00
0.00
12.42
0
1
60
.1
13.67
2.5
2051
14659
3.57
52397
50913.915
12.42
632096.255
0
11
1
0
2
0.00
0.00
3.57
0.00
0
12.42
0
0
0
1
0
2
0.00
0.00
3.57
0.00
0
12.42
0
2050.50
0.5
60
1
1
2.5
75.00
3833.01
2.38
9133.96
46239.668
8.28
382710.315
Q7078
657931
145739
2470258
Passive
0.5
525
1
1
5
1312 * 50
67077.76
2.38
-159844.22
809194.18
8.28
6697430.51
0
0
0
0
0
0.00
0.00
6.48
0.00
0.00
24.16
0
67077.76
P09194.18
6697430.51
Quadraiic
12137.5
2050.50
46585.91
M =
498086.76
1
1.66
39.26
S =
178.42 V 0
5.55
F.S.
2.71
x
X =
I"k
Job: 04046 - EBoA Shoring
S12
Hs =
0
H
17
SP=
6.5
Ht =
0
Hw
0
D
24
Active
Active
Hs
H
spacing
F
F
arm
OTM
F
arm
Slope 0.5
45
17
17
6.5
42266,25 1/42266.25
14.19
599625.49
42266.25
29.67
1253898.75
0
0
0
0
6.5
0
0
8.52
0
0
24.00
0
0
0
0
0
6.5
0.00
0.00
8.52
0.00
0.00
24
0
0
0
0
0
6.5
0.00
0.00
8.52
0.00
0.00
24.00
0
0
0
0
0
6.5
0.00
0.00
8.52
0.00
0.00
24.00
0
0
0
1
17
6.5
0.00
0.00
17.02
0.00
0.00
32.5
0
42266
0
12
1
0
2
0.00
0.00
4.26.,/-
0.00
0.00
12.00
0
1
45
1
17
2.5
1913/
16295
4.26
69418
45900
12.00
550800
0
11
1
0
2
0.00
0.00
4.26
0.00
0
12.00
0
0
0
1
0
2
0.00
0.00
4.26
0.00
0
12.00
0
0.5
45
1
1
2.5
1912.50
56.25 v,
4083.40
2.84,/
11597.12
32400
8.00
259200
62645
680640
120566
2063899
Passive
0.5 350 1 1
.5
875.00 63519.52
2.84
-180399.60
504000.00 8.00
4032000
0.5 350 1 1
5
875.00 -875.00
7.85
6868.92
-875.00 23.33
-20413.75
503125.00
4011586.25
Quadratic 818.75
1912.50
43141.25
M =
507109.69/
1
2.34
52.69
S =
181.65
4.17 F.S.
1.94
x
X =
8.52
Job: 04046 - EBoA Shoring
S12 Hs = 0 H 15.67
SP 6.5 Ht = 0 Hw 0 D 25.33
Active Active Hs H spacing F - F arm OTM F arm
Slope 0.5 45 15.67 15.67 6.5 35911.53 35911.53 12.39 444907.88 35911.53 30.55 ),097216.84
1 10 15.67 15.67 6.5 15961 15961 15.00/ 239421 15961 33.17/ 529336
0 0 0 0 6.5 0.00 0.00 7.17 0.00 0.00 25.33 0
0 0 0 0 6.5 0.00 0.00 7.17 0.00 0.00 25.33 0
0 0 0 0 6.5 0.00 0.00 7.17 0.00 0.00 25.33 0
0 0 1 15.67 6.5 0.00 0.00 15.00 0.00 0.00 33.165 0
51872
0 12 1 0 2 0.00 0.00 3.58 0.00 0.00 12.67 0
1 45 1 15.67 2.5 1763 12632' 3.58 45259 44653.624 12.67 565538.145
0 11 1 0 2 0.00 0.00 3.58 0.00 0 12.67 0
0 0 1 0 2 0.00 0.00 3.58 0.00 0 12.67 0
1762.88
0.5 45 1 1 2.5 56.25 2888.26 2.39 6898.76 36090.501 8.44 304724.127
67393 736486 132616 2496815
Passive
0.5 525 1 1 5 1312.50 67392.63 2.39 -160971.04 842111.68 8.44 7110229.63
0 0 0 0 0 0.00 0.00 6.50 - 0.00 0.00 24.66 0
67392.63 842111.68 7110229.63
QuadraLIC 1256.3 1762.88 51872.21 M = 575515.38
1 1.40 41.29 S = 206.15 6.35 RIS. 2.85
X 7.17 1/1
44 �\O>
9!4
Job: 04046 - ElBoA Shoring
W1&S13
Hs =
0
H
17
SP
5.17
Ht =
.4,0
Hw
0
D
22
Active
Active
Hs
H
spacing
F
F
arm
OTM
F
arm
Slope 0.5
60
17
17
5.17
44823.90
44823.90
14.98
671670.12
44823.90
27.67
1240127.9
0
0
0
1
5.17
0
0.
9.66
0
0
22.00
.0
0
0
1
0
5.17
0.00
0.00
9.32
0.00
0.00
22
0
0
0
0
0
5.17
0.00
0.00
9.32
0.00
0.00
22.00
0
0
0
0
0
5.17
0.00
0.00
9.32
0.00
0.00
22.00
0
0
0
1
17
5.17
0.00
0.00
17.82
0.00
0.00
30.5
0
44824
0
12
1
0
2
0.00
0.00
4.66
0.00
0.00
11.00
0
1
60
1
17
2.5
2550
23761
4.66
110701
56100
11.00
617100
0
11
1
0
2
0.00
0.00
4.66
0.00
0
11.00
0.
0
0
1
0
2
0.00
0.00
4.66
0.00
0
11.00
0
2550.00
0.5
60
1
1
2.5
75.00
6511.85
3.11
2022�75
36300
7.33
266200
75097
802597
137224
2123428
Passive
0.5 350 1 .1
5
875.00 75971.59
3.11
-235967.14
423500.00
7.33 3105666.67
0.5 350 1 1
5
875.00 -875.00
8.65
7566.98
-875.00
21.33 -18663.75
75096.59
422625.00
3087002.92
Quadratic 800
2550.00
45698.90
M =
574197.17
1
3.19
57.12
S =
205.68/
3.08
F.S. 1.45
x
X =
9.32
\J�
Job: 04046 - EBoA Shoring
W1&S13
Hs =
0
H
15.67
SP
5.17
Ht =
0
Hw
0
D
23.33
Active
Active
Hs
H
spacing
F.
F
arm
OTM
F
arm
Slope
0.5
60
15.67
15.67
5.17
38084.63
38084.63
12.65
481725.75
38084.63
28.55
1087443.26
J*.
&Lip
1
10
15.67
15.67
* 5.17
12695
12695
15.26
193730
12695
31.17
395636
0
0
0
0
5.17
0.00
0.00
7.43
0.00
0.00
23.33
0
0
0
0
0
5.17
0.00
0.00
7.43
0.00
0.00
23.33
0
0
0
0
0
5.17
0.00
0.00
7.43
0.00
0.00
23.33
0
0
0
1
15.67
5.17
0.00
0.00
15.�6
0.00
0.00
31.165
0
50780
0
12
1
0
2
0.00
0.00
3.71
0.00
0.00
11.67
0
1
60
1
15.67
2.5
2351
17454
3.71
64801
54837.165
11. 67
639675.53
0
11
1
0
2
0.00
0.00
3.71
0.00
0
11.67
0
0
0
1
0
2
0.00
0.00
3.71
0.00
0
11.67
0
2350.50
0.5
60
1
1
2.5
75.00
4135.34
2.48
10235.64
40821.668
7.78
317456.501
72368
750492
146438
2440211
Passive
0.5
5
1
1
5
1 11 1 12. 5 0
7 2) 3 6 8.4 6
2.�8
-179123.73
71-13379.18
7.78
5555488.77
0
0
0
0
0
0.00
0.00
6.76
0.00 -
0.00
22.66
0
72368.46
714379.18
5555488.77
Quadratic
1237.5
2350.50
50779.51
M =
571368.49
1
1.90
41.03
S =
204.67
4.88
F.S.
2.28
x
X
7.43 -
\N
Job: 04046 - EBoA Shoring
W2
Hs =
SP
6
Ht =
Active
Active
Hs
Slope 0.5
60
15
0
0
0
0
0
15
0
0
0
0
0
0
0
0
1
0
12
1
1
60
1
0
11
1
0
0
1
0.5
60
1
Passive
0.5 350 1
0.5 350 1
Quadratic
x
0
H
15
460
Hw
0
D
21
H
spacing
IF
F
arm
OTM IF
arm
15
6
40500.00
40500.00
13.73
556228.02 40500.00
26.00
1053000
.15
6
0
0
13.73
0 0
21.00
0
0
6
0.00
0.00
8.73
0.00 0.00
21
0
0
6
0.00
0.00
8.73
0.00 0.00
21.00
0
0
6
0.00
0.00
8.73
0.00 0.00
21.00
0
15
6
0.00
0.00
16.23
0.00 0.00
28.5
0
40500
0
2
0.00
0.00
4.37
0.00 0.00
10.50
0
15
2.5
2250
19652
4.37
85819 47250
10.50
496125
CI
2
0.00
0.00
4.37
0.00 0
10.50
0
0
2
0.00
0.00
4.37
0.00 0
10.50
0
2250 ' 00
1
2.5
75.00
5721.24
2.91
16656.48 33075
7.00
231525
65873
658703 120825
.1780650
1
5
875.00
66747.80
2.91
-194325.64 385875.00
7.00
27C1,125
1
5
875.00
-875.00
8.06
7056.02 -875.00
M33
-17788.75
65872.80
385oob.00
2683336.25
800
2250.00
41375.00
M =
471433.48
I -
2.81
51.72
S =
168.87 3.19
F.S.
X
8.73
A
VV
Job: 04046 - ElBoA Shoring
W3-W5
Hs =
0
H
12.5
SP=
6
Ht =
12-5 0
Hw
0
D
19
Active
Active
Hs
H
spacing
IF
F
arm
OTM F
arm
Slope
0.5
60
12.5
12.5
6
28125.00
28125.00
12.15
341752.58 28125.00
23.17
651562.5
0
0
0
12.5
6
.0
0
12.15
0 0
19.00
0
0
0
12.5
0
6
0.00
0.00
7.98
0.00 0.00
19
0
0
0
0
0
6
0.00
0.00
7.98
0.00 0.00
19.00
0
0
0
0
0
6
0.00
0.00
7.98
0.00 0.00
19.00
0
0
0
1
12.5
6
0.00
0.00
14.23
0.00 0.00
25.25
0
28125
0
12
1
0
2
0.00
0.00
3.99
0.00 0.00
9.50
0
1
60
1
12.5
2
1500
11977
3.99
47815 28500
9.50
270750
.0
11
1
0
2
0.00
0.00
3.99
0.00 0
9.50
0
0
0
1
0
2
0.00
0.00
3.99
0.00 0
9.50
0
1500.00
0.5
60
1
1
2
60.00
3825.17
2.66
10180.73 21660
6.33
137180
43927
399748 78285
1059493
Passive
0.5
350
1
1
4
700.00
44626.97
2,66
-11877 5,23 252700.00
6.33
1600433.33
0.5
350
1
1
4
700.00
-700.00
7.31
5120.18 -700.00
18.33
-12831
43926.97
252000M
1587602.33
Quadratic
640
1500.00
28825.00
M =
286092.88
1
2.34
45.04
S =
102.48 .3.22
F.S.
1.50
x
X
7.98
Job: 04046 - ElBoA Shoring
W3-W5
Hs =
0
H
11.17
SP
6
Ht =
0
Hw
0
D
20.33
Active
Active
Hs
H
spacing
F
F
arm OTM
IF
arm
Slope 0.5
60
11.17
11.11
6
22458.40
22458.40
9.94 223271.08
22458.40
24.05
540199.429
L.07. 1
10
11.17
11.17
6
7486
7486
11.80 88360
7486
25.92
194003
y 0
0
0
0
6
0.00
0.00
6.22 0.00
0.00
20.33
0
0
0
0
0
6
0.00
0.00
6.22 0.00
0.00
.20.33
0
G
0
0
0
6
0.00
0.00
6.22 0.00
0.00
20.33
0
0
0
1
11.17
6
0.00
0.00
11.80 0.00
0.00
25.915
0
29945
0
12
1
0
2
0.00
0.00
3.11 0.00
0.00
10.17
0
1
60
1
11.17
2
1340
8335
3.11 25914
27250.332
10.17
276999.625
0
11
1
0
2
0.00
0.00
3.11 0.00
0
10.17
0
0
0
1
0
2
0.00
0.00
3.11 0.00
0
10.17
0
1340.40
0.5
60
1
1
2
60.00
2319.96
2.07 4808.67
24798.534
6.78
168051.399
40599
342354
81993
1179254
Passive
0.5 525 1 1
4
1050.00 40599.38
2.07
-84151.77
433974.35 6.78 2940899.48
0 0 0 0
0
0.00 0.00
5.55
0.00
0.00 19.66 0
40599.38
433974.35 2940899.48
Quadra'kic 990
1340.40
29944.54
M =
258202.36
1
1.35
30.25
S =
92.49 wo,"
5.29 F.S. 2.49
x
X =
6.22
Active
Slope
Passive
Quadratic
x
Job: 04046 - EBoA Shoring
W14-Wl7,Nl;,-.-
Hs =
0
H
(1�
SP �
5 n
�Acti-v`e
Ht =
0
Hw
D
20
Hs
H
spacing
F
F
arm
OTM
F
arm
0.5
60
14.17
12
5.5
28056.60
28056.60
12.16
341223.05
28056.60
24.00
673358.4
0
0
0
0
5.5
0
0
8.16
0
0
20.00
0
0
0
0
0
5.5
0.00
0.00
8.16
0.00
0.00
20
0
0
0
0
0
5.5
0.00
0.00
8.16
0.00
0.00
20.00
0
0
0
0
0
5.5
0.00
0.00
8.16
0.00
0.00
20.00
0
0
0
1
12
5.5
0.00
0.00
14.16
0.00
0.00
26
0
28057
0
12
1
0
2
0.00
0,00
4.08
0.00
0.00
10.00
0
1
60
1
14.17
2
1700
13879
4.08
56638
34008
10.00
340080
0
11
1
0
2
0.00
0.00
4.08
0.00
0
10.00
0
0
0
1
0
2
0.00
0.00
4.08
0.00
0
10.00
0
1700.40
0.5
60
1
1
2
60.00
3997.05
2.72
10874.57
24000
6.67
160000
4502
408736
86065
1173438
0.5
350
1
1
4
700.00
46632.23
2.72
-126870.03
280000.00
6.67
1866666.67
0.5
350
.1
1
4
700.00
-700.00
7.49
5244.37
-700.00
19.33
-13531
45932.23
279300.00
1853135.67
640
1700.40
28756.60
M =
287110.14
1
2.66
44.93
S =
102.85
3.25
F.S.
1.58
X =
8.16
Job: 04046 - EBoA Shoring
191 &-
/ /-
W14-W17IN1
Hs =
0
H
(11 �2�6 D7
SP
r�5
Ht =
0
Hw
-0-
D
21.5
Active
Ctive
Hs
H
spacing
F
F
arm
OTM
F
arm
Slope 0.5
60
12.84
12.67
5
24402.42
24402.42
10.80
263458.98
24402.42
25.72
627711.584
1
10
12.84
12.84
5
8243
8243
12.91
106405
8243
27.84
229452
0
0
0
0
5
0.00
0.00
6.57
0.00
0.00
21.5
0
0
0
0
0
5
0.00
0.00
6.57
0.00
0.00
21.50
0
0
0
0
0
5
0.00
0.00
6.57
0.00
0.00
21.50
0
0
0
1
12.67
5
0.00
0.00
12.91
0.00
0.00
27.835
0
32646
0
12
1
0
2
0.00
0.00
3.29
0.00
0.00
10.75
0
1
60
1
12.84
2
1541
10128
3.29
33286
33127.2
.10.75
356117.4
0
11
1
0
2
0.00
0.00
3.29
0.00
0
10.75
0
0
0
1
0
2
0.00
0.00
3.29
0.00
0
10.75
0
1540.80
0.5
60
1
1
2
60.00
2592.33
2.19
5679.89
27735
7.17
198767.5
45366
408829
93508
1412048
Passive
0.5 525 1 1
4
1050.00 45365.86
2.19
-99398.04
485362.50 7.17 3478431.25
0 0 0 0
0
0.00 0.00
5.90
0.00
0.00 20.83 0
45365.86
485362.50 3478431.25
Quadratic 990
1540.80
32645.70
M =
309431.46
1
1.5 6
32.98
S =
110.84
5.19 F.S. 2.46
x
X =
6.57
Engineer's Estimate
o'nstruction:0 §i:Estimate.tf6t:',-.Enipioy&e.B'dfi-6f�it§.of M&nca.".'
St.
Site-Addre's .1 ndTlkeW6
s: 228 15 02'
stimal
-20.05-. Job 05026-.20-
,;.E' pt mb tG-Eng.
ep em er.12.1. ,
Site Prep. & Erosion Control Cost:
$
Excavation Cost:
Storm Drainage Cost:
Sanitary Sewer Cost:
Water Cost:
Street Cost:
Misc. Cost:
$
Subtotal $
On Site I OffSlte&R/W
11,160.00
$ 1,235.00
23,700.00
$ -
18,235.00
$ 6,260.00
2,550.00
$ -
1,200.00
3,575.00
5,550.00
4,500.00,
7
66,895.00 23,920.0&
-LI, 0 4, b
Onsite & Offsite Subtotal: $ 90,815
Contingency 20 Percent $ 18,163
Total Cost: $ 108,978
Q40eis—
qu I ec�f�e-
W ,
RESUB
SEP 2 3 2005
BUILDING DEPARTMENT
CITY OF EDMONDS
RESUB
SEP q'.&aQ0f/22/2005,I0.:47 AM
BUILDING DEPARTMENT
CITY OF EDMONDS
. Engineer's - timate For Employee Ben, ts of America
Preparation &-Erosion ontr'ol,,I�*t'e'm'g"�",�'.'�",:''''-*"**'*',
item nit Pri -Unit,.-.
V
On Site
Dff Site Street Frontag'e
'uah
Q i
C 6st�-
Q uan
st,
Erosion Control Measures
Silt Fence
S 4.25
LF
500
$ 2,125.00
Rock Construction Entrance 50' x 15' x V
S 1,250.00
Each
1
$ 1,250.00
Rock Construction Entrance 100'x 15'x V
$ 2,000.00
Each
$ -
Ditching
$ 4.00
CY
$
6. Temporary Pipe - HDPE
$ 6.00
LF
$
8" Temporary Pipe - HDPE
$ 14.00
LF
$ -
$
Temporary Pipe - HDPE
$ 18.00
LF
$ -
$
.12"
Rock Check Dam
$ 60.00
Each
$ -
$
Hay Bale Barrier
$ 7.50
LF
$ -
$
Sediment Pond ( 15"x 40'x Y)
S 1,750.00
Each
$ -
$
Sediment Pond Riser Assembly
S 1,750.00
Each
$ -
$
Catch Basin Inlet Protection
$ 50.00.
Each
$ -
4
S 200.00
Seeding, by Hand
$ 0.50
SY
$ -
$ -
Hydro Seeding
$ 0.55
SY
$ -
$
Sodding, P Deep, Level Ground
$ 5.24
SY
$ -
$
Sodding, I " Deep, Sloped Ground
$ 6.48
SY
$ -
S
Straw Mulch, by Hand
$
SY
$
$
Plastic Covering w/ Sand Bags
$ 2.00
SY
$
$
Rip Rap
$ 34.00
CY
$
$
Demolition
Building Demolition
$ 5,500.00
LS
I
$ 5,500.00
$
Utility Demolition
L.S
$ -
$ -
Asphalt Removal - 3" Thick
$ 4.25
SY
20
S 85.00
150
S 637.50
Concrete Sidewald Removal - 4" thick
$ 8.25
SY
$ -
$ -
Concrete Curb Removal
$ 3.25
LF
$ -
S
Saw -Cut - Asphalt - 3" Thick
$ 1.50
LF
S -
265
$ 397.50
Saw -Cut - Concrete - 3" Thick
$ 1.32
LF
$ -
S -
AC Grinding, 4'wide machine I 00sy > I 000sy
$ 3.00
SY
$ -
S
AC Grinding, 4' wide machine I 000sy > 2000sy
$ 1.20
SY
$ - I
S
AC Grinding, 4'wide machine > 2000sy
$ 0.80
SY
$
$
Remove existing culverts
$ 400.00
LS
$
Site Preparat on
Temporary Fencing - NGPE
$ 1.20
LF
$
Clearing Brush by Hand
$ 0.35
SY
$
Clearing / Grubbing / Tree Removal
$ 5,000.00
Acre
0.44
$ 2,200.00
Barricade, Type 1
$ 26.11
LF
$ -
$
Parricade, Type III (Perminant)
$ 39.17
LF
s -
.
$ -
I
$
Miscelanous
$
$
$
ISUI
J"-160`001'
total I
1. 235;
floi
Quanities are for Cost Estimate pourposed only.
They are not to be used for bidding purposes.
Unit Prices Updated: 08/05
Printe& 9/22/2005, 10:47 AM
_IAO
JQ6
All
161
Const.Site Cost Estimate.xIs
�mployee Benefits of Amer, t
ticav ti n Items
X a o
-Itern. Unit Pric e Unit
On Site
Dff Site & Street Frontage
Quantity
Cost
Q uantity
Cost
Top Soil
Onsite Stockpile
$ 1.50
CY
$ -
$
Export
$ 8.00
CY
1400
$ 11,200.00
$
Import
$ 15.00
CY
420
$ 6,300.00
$
Spread
$ 2.00
CY
$ -
$
I
--- -
$
$
General Excavation
Onsite Raul - Scraper
$ 1.50
CY
1000
$ 1,500-00
$
Onsite Haul - Push
$ 2.00_
CY
800
$ 1,600.00
$
Onsite Haul - Load & Haul
S 2.50
CY
1240
$ 3,100-00
$
Onsite Raul - Basement
$ 4.00
CY
$ -
$
Export Material
$ 12.00
CY
$
Import Material - Parking lot
$ 10.00
CY
$
Import Material - Building 12" - 1400 sq. ft
$ 15.00
CY
$
$
Compaction for Structural Fill - Add
$ 0.75
CY
$
$ -
Excavate for Detention Vault
S 3.00
CY
$
S
S
$
$
$ -
$
$
Miscelanous - & Wetlands
Construct Weiland Fencing
$ 6.50
LF
Install Weiland signs
$ 200.00
Each
$
$
Wetland Mitigation Planting
$ 2,000.00
Ls
$
]S�-b
':"I
700. 0
$ 23 , 0
u * t t'a
S b o"
Quanities are for Cost Estimate pourposed only.
They are not to be used for bidding purposes. Unit Prices Updated: 08/05
Const.Site Cost Estimate.xls Printed: 9/22/2005, 10:47 AM
imployee Benefits of Amer i
t 0, rm-Draini4ge'.1-teins
item Linii Price Unit
On Site
ff Site'& Street Frontagc
�Qpant:6
Cost,
'Quantity.
Cost.'
Structures
Co Type
S 850.00
Each
3
$ 2,550.00
3
S 2,550.00
CB TypelL
$ 1,250-00
Each
$ -
$ -
CB Type 11, 48" diameter
$ 2,400.00
Each
$
$
for additional depth over 5'
$ 250.00
FF
$ -
$ -
-
JCB Type 11, 60" diameter
$ 2,800.00
Each
2
$ 5,�
�.001
$ 2,800-00
1 for additional depth over 5'
$ 300.00
FT
$
$ -
PVC Pipe
4" PVC - Roof & Footing Drains
7.00
LF
1150
$ 8,050.00
$
6" PVC on private property & R/W
11.00
LF
185
$ 2,035.00
$ -
8" PVC on private property & R/W
$ 11.50
LF
$ -
$ -
12" PVC on private property & RAV
$ 26.00
LF
$ -
35
$ 910.00
HDPE
Pipe
6"- HDPE
$ 9.30
LF
$ -
$ -
8"- HDPE
$ 14.00
LF
$ -
$
12"- HDPE in R IW
$ 26.00
LF
$ -
$
15"- HDPE
$ 30.00
LF
$
$
118" - HDPE
$ 34.00
LF
Detention
Open Pond
$ 1.00
CF
$
S
Vault (5,000 - 10,000 CF)
CF
$
$
Concrete Vault (10,000 < C F)
$ 3.25
CF
$
$
StormWater Filter Vault / Filter Media
$24,000.00
Each
$
Tank End Reducer (36" diameter)
$ 870.00
Each
$
$
Riser Orifice Control Standpipe
$ 1,200.00
Each
$
$
8' Diameter Detention Pipe
$ 110.00
LF
$
Misc.
Cleanout, PVC, 4"
S 100.00
Each
S
Cleanout, PVC, 6"
$ 140.00
Each
$
$ -
Cleanout, PVC, 8"
$ 194.95
Each
$ -
$ -
Ditching
$ 7.03
CY
$ -
$ -
Flow Dispersal Trench (1,436 base+)
$ 22.60
LF
$ -
$ -
French Drain (3'depth)
$ 19.65
LF
$ -
$
Geotextile, laid in trench, polypropoene
$ 2.09
SY
$ -
$
S -
$
Pond Overflow Spillway
$ 12.18
SY
S
$
Outlet Structure/ Oil Separator
$ 1,250.00
Each
$ -
$
-12"
Oil Separator, 15"
$ 952.66
Each
$
$
Oil Separator, 18"
$ 996.66
Each
$ -
$
Riprap, placed
$ 34.00
CY
$
$
Trash Rack, 12" -r$
250.00
Each
$
$
":777---
777. .77
o,: +,+ + ,
�$, , ,
F ;2 0
8 0+1
-
S u
-::.�.-6,2WOO
Quanities are for Cost Estimate purposed only.
They are not to be used for bidding purposes. Unit Prices Updated: 08/05
Const.Site Cost Estimate.xls Printed' 9/22/2005, 10:47 AM
�00(
'I 6qI
I
,mployee Benefits of Amer
sapgary, Se*Wer Ite, ms.
I
Item Un t Price* Unit,
On -Site
Off Site & S treet
�.Quan fit�,
'Cost-
Ouantity
Cost.'
Structures
CB Type 11, 48" diameter
S 3,100.00
Each
$
for additional depth over 4'
$ 160.00
FT
$
$
�13 Type 11, 54" diameter
$ 2,700-00
Each
$
$
for additional depth over 8'
$ 202.00
FT
$
$
�B Type 11, 60" diameter
$ 3,400.00
1 Each
$
$
for additional depth over 8'
$ 305.00
FF
$
PVC Pipe
4"PVC
$ 12.00
LF
$
6" PVC
$ 16.00
LF
$
$
6" PVC side sewer to lot
$ 24.00
LF
50
$ 1,200.00
$
8" PVC in Street
$ 70.00
LF
$ -
$
112" PVC
I $ 32.00
$
Miscellanous
Cleanout, PVC, 4"
$ 650.00
Each
$ -
Cieanout, PVC, 6"
$ 675.00
Each
2
1,350.00
Cleanout, PVC, 8"
$ 700.00
Each
-
$
Connection to Existing Manhole
$ 2,000.00
Each
$
Flush / Test / TV Lines
$ 250-00
LS
$
Side Sewer Tees and Markers
$ 250.00
Each
s
Trench Backfill in R/ W
$ 20.00
CY
$
$
$
$ 21-550 IS
bt� tal'
Quanities are for Cost Estimate pourposed only.
They are not to be used for bidding purposes. Unit Prices Updated: 08/05
Const.Site Cost Estimate.xls Printed: 9/22/2005, 10:47 AM
,mployee Benefits of Amer i
,water Main Items w
Item:.'. Unit Price. .-Unit
.0 -S-1
n ite.
'-0 ffSite&inR/.W
4antity
ogt*
quant
Ductile Iron Pipe
4" - DIP
$ 14.30
LF
$
S
6" - DIP
$ 16.30
LF
$
$
8" - DIP CL 53
$ 22.00
LF
$
$
10" - DIP
$ 29.50
LF
$
$
12" - DIP
S 32.00
LF
$
$
C-900
4" - C900
$ 7.85
LF
$
$
61, - C900
$ 11.15
LF
$
$
8" - C900
$ 13.65
LF
$
$
101, - C900
$ 17.00
LF
$
S
12" - C900
LF
$
is
iLF
".20
$
Misc. Items
Gate Valve - 4"
Each
$
$
Gate Valve - 6"
$ 450.00
Each
$
$
Gate Valve - 8"
$ 600.00
Each
$
Gate Valve -10"
Each
$
Fire District Connection
$ 2,000.00
EAch
Post Indicator Valve
$ 750.00
Each
$
Adjust Castings
Each
$
$
Fire Hydrant Assembly
$ 3,200.00
Each
$
$
Relocate Hydrant
$ 2,500.00
Each
$
$
Stortz Adaptor
S 225.00
Each
$
$
Domestic Water Service - 3/4" Copper
$ 550.00
Each
$
Domestic Water Service - 1 " Copper
$ 627.00
Each
$
Domestic Water Service - 1.5" Copper
$ 885.00
Each
$
$ -
Domestic Water Service - 2" Copper
$ 1,075.00
Each
$
S 1,075.00
Install 2" Tapping Tee and Valve
$ 2,500.00
Each
$
1
$ 2,500.00
Irrigation System for Planters
$ 1,200.00
Each
I
$ 1,200.00
$
$
$
$
$
T QO,-AO`,
*57
Quanities are for Cost Estimate poilrposed only.
They are not to be used for bidding purposes. Unit Prices Updated: 08/05
Const.Site Cost Estimate.xls Printed; 9/22/2005, 10:47 AM
mployee Benefits of Amer. i
t. e- 4, t e s,
U.-
Item Unit P rice. nit"..
h ite,
.,OffSite�&W.
Q U ant4 Y
1-111C 'st
0
Quanti
ity
-'Cost-
Crushed
Aggrate Base Course
Compacted Subbase
$ 0.50
S.Y.
$
$
6" Granular
$ 6.50
SY
$
8" Granular
$
$
10" Granular
$
$
12" Granular
$
$
Finish Grading Roads R W
$ 0.75
S.Y
$
$
Material Under Cut
$
$
$
$
Concrete Items
18" Concrete Curb w/ 4" Base -
$ 15.00
L.F.
$
$
Stand-up Curb w/ 4" Base - Hand Form
S
$
Curb & Gutter w/ 4" Base - Extruded
$ 1.50
LF.
$
$
Curb & Gutter w/ 4" Base - Hand Form
$ -W-"
L.F.
$
265
$
W -24 - e?l
$
$
4" Thick Sidewalk - Hand Form
$ -
$
5 1/2" Thick Sidewalk - Ywide
$ 16.00
L.F.
$ -
265
$ 4,240.00
6" Thick Sidewalk - Hand Form
$ -
$ -
Finish Grading - Hand Form
$ -
$
4" Thick Sidewalk - Extruded
$
5" Thick Sidewalk - 4 or 5' wide
$ 9.50
L.F.
$
6" Thick Sidewalk - Extruded
$
$ -
Finish Grading - Extruded
$ -
$
Concrete
$ 0.75
S.F.
7400
$ 5,550.00
$ -
Diveway Entrance
$ 750.00
Each
$ -
3
$ 2,250.00
Handicapped Ramp
$ 250.00
Each
$
6
$ 1,500.00
$
Asphalt
Streets
Binder Course - 1.5" Thick
$ -
$
Surface Aphalt - 1.5" Thick CL B in Parkin.g lot
$ 4.00
SY
$ -
$
Surface Asphalt - 2" Thick CL B in Street
$ 8.50
S.Y.
$ -
$
ATB 3 in Street
$ 7.00
SY
$ -
30
$ 210.00
$
$
Wearing Course - V Thick
S
$
Wearing Course - 1-5" Thick Over lay (I O'x 150)
$ 3.00
$ -
$
Wearing Course - 2" Thick
$ -
Wearing Course - 2.5" Thick
$ -
Wearing Course - 3" Thick
$ -
Cleaning and Sweeping
400.00
j$ j
Day
$
$ -
Flagger for Traffic Control for Paving
'00000
2,000..00
LS
$
I
$ 2,000.00
S btotal.
u.
Quanities are for Cost Estimate pourposed only.
They are not to be used for bidding purposes. Unit Prices Updated: 08/05
Const.Site Cost Estimate.xis Printed' 9/22/2005, 10:47 AM
�A16
�kbo
mployee Benefits of Amer!
1 nitii.
Item, Uhit P ;c: -U
S
S,
ite;-
-C
tit Y
Cost
Landscaping
Seed and Mulch
S
Sod
9.00
S.Y.
S
S
Street Trees
S 250.00
Each
$
$
Landcsaping
S 4,500.00
LS
1
$ 4,500.00
$
$
$
$
$
$
$
S
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
S6b 0
7'�
$ 4 -509.00.
U -�tpta
Quanities are for Cost Estimate pourposed only.
They are not to be used for bidding purposes. Unit Prices Updated: 08/05
Const.Site Cost Estimate.xls Printed' 9/22/2005, 10:47 AM
Zulauf, JoAnne
From:
Zulauf, JoAnne
Sent:
Thursday, August 18, 2011 10:00 AM
To:
Harrison, Marie
Subject:
EB of A Bond
Engineering approves and the bond can be released!
I
Zulauf, JoAnne
From: Zulauf, JoAnne
Sent: Thursday, August 18, 2011 10:00 AM
To: Harrison, Marie
Subject: FW: Edmonds Patch
fyi
----- Original Message -----
From: sandraOnathanconstruction.net rmailto:sandra(@nathanconstruction.net1
Sent: Thursday, August 18, 2011 9:58 AM
To: Zulauf, JoAnne
Subject: RE: Edmonds Patch
JoAnne,
The letter needs to go the insurance agent/bonding company. The bank is no longer involved.
Let me know if you need their information.
Sandra
----- Original Message -----
From: Zulauf, JoAnne rmailto:Zulauf(@ci..edmonds.wa.us1
Sent: Thursday, August 18, 2011 9:55 AM
To: sandraOnathanconstruction.ne't
Subj ect: RE: Edmonds Patch
That's it. I will have the letter for release sent to the bank today. I will copy you on
the letter as well.
Yeah!
----- Original Message -----
From: sandra(@nathanconstruction.net rmailto:sandra(@nathanconstruction.netI
Sent: Thursday, August 18, 2011 9:48 AM
To: Zulauf, JoAnne
Subjpct: FW: Edmonds Patch
JoAnne,
Here are pictures of the work completed. What is needed from us now to get the bond
released?
Thank you for your time and patience.
Sandra Zuanich
Nathan Construction Inc.
----- Original Message -----
From: Billie rmailto:billie(@nathanconstruction.netI
Sent: Wednesday, August 17, 2011 4:45 PM
To: sandra(@nathanconstruction.net
Subject: FW: Edmonds Patch
1
----- Original Message -----
From: Jack Shull rmailto:iack.shull(@olympicpaving.netI
Sent: Wednesday, August 17, 2011 2:37 PM
To: Billie Lundsford -
Subject: Edmonds Patch
Billie,
Attached are the pictures from the patch we did yesterday. Keele will send an invoice over
soon.
Thanks,
Jack Shull
Olympic Paving, Inc.
Office 425-778-3126
fax 425-775-1811
Cell 425-471-4144
No virus found in this incoming message.
Checked by AVG - www.avg.com
Version: 9.0.901 / Virus Database: 271.1.1/3840 - Release Date: 08/16/11 23:34:00
No virus found in this incoming message.
Checked by AVG - www.avg.com
Version: 9.0.901 / Virus Database: 271.1.1/3842,- Release Date: 08/1 7/11 23:34:00
No virus found in this incoming message. -
Checked by AVG - www.avg.com
Version: 9.0.901 / Virus Database: 271.1.1/3842 - Release Date: 08/11/11 23:34:00
2
Q
Message
Zulauf, JoAnne
From: Zulauf, JoAnne
Sent: Wednesday, January 19, 2011 11:04 AM
To: 'Sandra'
Subject: RE: Site Improvement Maintenance Bond
That is fine. Just give me a call or email when you complete the work.
Thank you!
JoAnne Zulauf
----- Original Message -----
From: Sandra [mailto:sandra@nathanconstruction.net]
Sent: Wednesday, January 19, 2011 10:53 AM
To: Zulauf, JoAnne
Subject: Site Improvement Maintenance Bond
JoAnne Zulauf,
Page I of I
We will be able to take care of the repairs for the Employee Benefits of America within 45 to 60 days.
Sorry for the delay. Please let me,. know if this will be acceptable?
Thank you, Sandra Zuanich
t,
1/19/2011
boo".
CITY OF EDMONDS
GARY HAAKENSON
MAYOR
121 5TH AVENUE NORTH - EDMONDS, WA 98020 * 425-771-0220 * FAX 425-771-0221
Website: www.cLedmonds.wa.us
PUBLIC WORKS DEPARTMENT
Engineering Division
August 19, 2009
Nathan Construction
9792 Edmonds Way PMB 266
Edmonds, WA 98026
cc, k
po-L-7k d-
cra,c�j
SUBJECT: Site Improvement Maintenance Bond, Employee Benefits of America
To Whom It May Concern:
The City of Edmonds, Engineering Division, has performed the required two-year
maintenance inspection of the site improvements for the Employee Benefits of America
building. In order for the Site Improvement Maintenance Bond to be released the following
corrections must be made:
1. The high capacity gutter that runs across the driveway entrance is cracked in two places
and must be replaced. The panel from expansion joint to expansion joint must be removed
and replaced. See Photo #1.
2. Utility trench was not compacted well and has sunken below the grade of the road.
Current asphalt must be removed. Compaction test will be required prior to re -asphalting.
See Photo #2.
RE: Compaction Tests:
The City of Edmonds requires compaction of trenches meet the following requirements.
Backfill shall be placed in horizontal layers no more than 6 inches thick ... Compact each layer to a
minimum 95% of maximum density" Density tests must be certified by Washington State licensed
engineer. A minimum of I density test shall be taken within every 200 feet of trench length, or, at each
end and the center if a shorter trench, and at depths of 50 percent of trench depth and at the surface, or as
specified by the Engineer. Certified copies of all test results shall be provided to the City.
Test reports may be emailed or faxed to our office, or they can be given to the Engineering Inspector
at time of final inspection.
Email: Ross@ci.edmonds.wa.us
Fax: (425) 672-5750
Please call the Engineering Inspection line at 425-771-0220, ext. 1326 to request a final
inspection once the work is complete.
Please feel free to call me with any questions you may have at 425-771-0220, ext. 1324.
ou,
Jo I au I
Zu �/f
7Fn g I
En eerinige hnician
Incorporated August 11, 1890
Sister Citv - Hekinan. Janan
4'T
wt
V4
��l W,
44,
T
J4,
# 4e
44
�A,
id_
V, v
� 41,
vl�
29:
JI,
Fj'� 4s, ....... ...
" j;j, CV)
LO
4k "A,'
0 wjg�i
k . . . . . . . O'l
'4
eV
Lit
4 4V;�
74 V,U'N�,
f"A
41
A m
40,
Iq 7� �ha
IC_v
kt
'14 k
W
"Af-
Ni
#
jr,",
77711
% I
V
A
v 1,
N,
:N
�A
�T
wi�
ftM W W
YA
11 rr
4 AIIIAII-PAII V
#
17A
Ok
Aill
't_�:
t4i, N",
3,; 14
A
4
. . . . . . . . . . . . .
v �T
WN
Ji,
"74
13
Ulm
, 4�m
'E7
C-4
Ali
it2 I
q t
opt
pm
6,
�,,q Mel
1. V
�_c t
-4..
-,two Pr .1
.,W000w
T it Ilk Apgamm
'k
^Tr%
E
ILE
Group Northwest, Inc.
Geotechnical Engineers, Geologists & Environmental Scientists
I
9
I
ADDENDUM REPORT
GEOTECHNICAL ENGINEERING STUDY
PROPOSED COMMERCIAL BUILDING
22815-102 ND PLACE WEST
EDMONDS, WASHINGTON
G-1937
Prepared for
Mr. Charlie Nathan
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
February 28, 2005
Geo Group Northwest, Inc.
13240 NE 20th Street, Suite 10
Bellevue, Washington 98005
Phone: (425) 649-8757
Email: i'nfo@geogroupnw.com
Geotechnical Engineers, Geologists
Group Northwest, Inc.' & Environmental Scientists
IFebruary 28, 2005
Mr. Charlie Nathan
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
ISubject:
d
I
0 Bill BlIz I oil) 0 a Z-4 D1 01) A I
GEOTECHNICAL ENGINEERING STUDY
PROPOSED COMMERCIAL BUILDING
22815-102 ND PLACE WEST
EDMONDS, WASHINGTON
G-1937
Dear Mr. Nathan:
At your request Geo Group Northwest, Inc. has prepared the following Addendum Report for the
proposed development at the subject site. This report is intended to supplement our geotechnical
engineering study for the site dated January 11, 2005. Please refer to our geotechnica I report for
specific information regarding the existing site conditions. Copies of the boring logs have been
included with this report addendum as Appendix A - Boring Logs.
Project Description
We understand that a new two-story commercial building is proposed for the project site. The
proposed building will have a parking garage at the first floor / daylight basement. level with a,
slab -on -grade concrete floor. Based upon a site plan provided by CG Engineering, dated
February 17, 2005, we understand that the proposed first floor finish elevation is 315.125. The
main floor elevation is proposed to be 325.1-25. The CG Engineering site plan has been
incorporated into this report as Plate 2 - Site Plan. For the purposes of this report we have
assigned a plan north which is perpendicular to the south-southeast property line. The proposed
improvements are described in relation to plan north.
Geo Group Northwest, Inc.
13240 NE 20th Street, Suite 10 - Bellevue, Washington 98005
Phone 425/649-8767 - TAX 425/649-8758
I
February 28, 2005 G-1937
22815 - 102" Place West, Edmonds, Washington Page 2
Based upon. our discussions with Mr. Dennis Christianson of Christianson Design Research we
understand that a 9 to 10 foot tall soldier pile wall has been proposed to retain soils for the
daylight basement/garage. The soldier pile wall will be located on the southern, western and
northwestern sides of the building. The soldier pile wall will be incorporated into permanent
basement walls and permanent exterior retaining walls and will support building loads.
A four foot tall retaining wall is proposed at the southwest comer of the building. Rockeries are
to be located along the southem property line and above the proposed retaining and soldier pile
walls. The maximum height of rockeries which face native soils is 12.3 feet. A rockery which
faces fill soils is proposed at the crescent shaped driveway on the western §ide of the site. Based
upon the site plan we understand that this rockery will have a maximum height of roughly 5 feet.
A rockery which faces fills is also proposed at the northwestem comer of the site. This rockery
is proposed to have a maximum height of 5 feet.
SEISMIC CONSIDERATIONS
Based upon our subsurface investigation at the site, it is our opinion that the project buildings
may be designed using the Class C soil profile from the 2003 International Building Code,
Section 1615.1.5. It is our opinion that the soils at the project site are not susceptible to
liquefaction, due to the absence of groundwater within the loose soil. zone.
CONCLUSIONS AND RECOMMENDATIONS
General
Based on the results of our study, it is our professional opinion that the site is geotechnically
suitable for the proposed development. Because of the potential for ground settlements due to
the presence of loose site soils we recommend that the new building be supported on a deep
foundation consisting of small diameter pipe piles or augered concrete piles. Design parameters
for pipe pile and augered pile foundation options were provided in the Geotechnical Engineering
Study.' Because the building will be supported by a deep foundation system, it is our opinion
that there is a minimal risk of damage due to settlement of loose soils.
Geo Group Northwest, Inc.
February 28, 2005 G-1937.
22815- 102 d Place West, Edmonds, Washington Page 3
The building loads at the proposed soldier pile wall location may be supported on the soldier
piles provided that the piles are installed at least 5-feet into the dense site soils. Specific
recommendations regarding these and other geotechnical aspects of the proposed construction
are presented in the following sections of this report.
Soldier Pile Walls
A cantilever soldier pile shoring wall has been proposed to retain soils for the temporary
excavation of.the building pad. We understand that the soldier pile wall will be incorporated
into the permanent basement walls for the building. A portion of the soldier pile near the
southern property line may be incorporated into a permanent conventional retaining wall, free to
rotate on top.
For the temporary condition we understand that the soldier pile wall may be installed in one of
the following configurations:
I With a maximum five foot tall rockery located roughly 2 feet from the top of the wall.
An approximate 2H: IV native slope is located above the rockery.
2. With a maximum 2H: 1 V native slope located above the soldier pile wall.
We recommend that the temporary cantilever soldier pile shoring wall be designed in accordance
with the attached Lateral Soil Pressure Diagrams - Plates 3 & 4.
Based upon discussions with Mr. Peter Hart of CT Engineering we understand that some vertical
building loads will be transferred to the soldier piles. We have calculated the following
allowable pile capacities for the following concrete pile diameters embedded fifteen feet into the
dense site soils:
Geo Group Northwest, Inc.
I
I
February 28, 2005 G-1937
22815 - 102" Place West, Edmonds, Washington Page 4
Table I - Soldier Pile Bearing Capacities
Pile Diameter
(Inches)
Pile Embedment
(Feet)
Allowable Bearing
(Tons)
Allowable Uplift
(Tons)
.24
15
43
20
3,0.,
15
64
24
Note: Pile Embedment. Length based upon the embedment depth below the top of the dense
SAND soil. Allowable bearing capacities are based upon a factor of safety equal to 3.0.
No reduction in pile capacities is required if the pile spacing is at least three times the pile
diameter. A one-third increase in the above allowable pile capacities can be used when
considering short-term transitory wind or seismic foads.
The performance of piles depends on how and to what bearing stratum the piles are installed.
Since a c ompleted pile in the ground cannot be observed, it is critical that judgement and
experience be used as a basis for determining the embedment length and acceptability of a pile.
Therefore, we recommend that Geo Group Northwest, Inc. be retained to monitor the pile
installation operation, collect and interpret installation data and verify suitable bearing stratum.
We also suggest that the contractor's equipment and installation procedures be reviewed by Geo
Group Northwest, Inc. prior to pile installation to help mitigate problems which may delay work
progress.
Permanent Basement and Conventional Retaining Walls
We have prepared the following recommendations for the basement and conventional retaining
walls which are not located at the soldier pile wall locations. Permanent basement walls
restrained horizontally on top are considered unyielding and should be designed for a lateral soil
pressure under the at -rest condition; while conventional reinforced concrete walls free to rotate
on top should be designed for an active lateral soil pressure.
Geo Group Northwest, Inc.
I
February 28, 2005 G-1937
22815 - 102" Place West, Edmonds, Washington Page 5
Active Earth Pressure
Conventional reinforced concrete walls that are designed to yield an amount equal to 0.002 times
the wall height, should be designed to resist the lateral earth pressure imposed by an equivalent
fluid with a unit weight of:
35 pcf for level backfill - behind yielding retaining walls
45 pcf for a 25 percent sloped backfill
60 pcf for a 50 percent sloped backfill
At -Rest Earth Pressure
Walls supported horizontally by floor slabs are considered unyielding and should be designed for
lateral soil pressure under the at-restcondition. The lateral soil pressure design should have an
equivalent fluid pressure of.
60 pcf for level ground behind permanent unyielding retaining walls
75 pcf for a 25 percent sloped backfill
100 pcf for a 50 percent sloped-backfill
Passive Earth Pressure and Base Friction
The available passive earth pressure that can be mobilized to resist lateral forces may be
assumed to be equal to 350 pcf equivalent fluid weight in both undisturbed soils and engineered
structural backfill.
The base ftiction ' that can be generated between concrete and undisturbed native soils or
engineered structural backfill may be based on an assumed 0.35 friction coefficient.
We recommend that a vertical drain mat, Miradrain 6000 or equivalent, be used to facilitate
drainage behind permanent concrete basement an d conventional retaining walls. In the case
were a basement wall is placed in front of a soldier pile lagging wall the drain mat core is placed
against the lagging wall with the filter fabric side facing the lagging. The waterproofing and
Geo Group Northwest, Inc.
I
I
I
February 28, 2005
22815- 102 d Place West, Edmonds, Washington
G-1937
Page 6
concrete wall are then placed over the drain mat. Typical waterproofing materials consist of
bentonite panels with a mastic compound placed at the wide -flange locations, such as
MiraCLAY by Mirafi. The drain mat extends from the finished surface grade, down to a
collection point at the base of the wall. Drainage mat to pipe connections may be placed at each
soldier pile bay and tightlined either through the wall or through a footing to a tighline pipe
located under the building slab. The wall drainage should be tightlined to the stormwater
system, sewer system or properly designed drywell located downhill from the building area.
For drainage behind conventional retaining walls we recommend that the drainage mat be
installed on the b a*ck side of the wall extending from the finish grade down to a footing drain
pipe. The wall footing drain pipe should consist of a 4-inch diameter perforated rigid PVC pipe
surrounded by a bed of washed gravel and separated from site soils by filter fabric, Mirafi 140N
or equivalent. The drain pipe should be tightlined to discharge. Backfill behind conventional
retaining walls should consist of free -draining sand or gravel soils which are compacted in lifts.
Backfill in areas adjacent to basement or conventional retaining walls should be compacted with
hand held equipment or a hoepack. Heavy compacting machines should not be allowed within a
horizontal distance to the wall. equivalent to one half the wall height, unless the walls are
designed with the added surcharge.
IRockeries
Rockeries are to be located along the southern property line and above the proposed retaining
and soldier pile walls. The maximum height of rockeries which face native soils is 12.3 feet. A
rockery which faces fill soils is proposed at the crescent shaped driveway on the western side of
the site. Based upon the site plan we understand that this rockery will have a maximum height of
roughly 5 feet. A rockery which faces fills is also proposed at the northwestern comer of the
site. This rockery is proposed to have a maximum height of 5 feet.
Rockeries which face the building should be setback from the building in order to mitigate the
risk of damage if rocks were to move. We recommend that the rockeries be located such that
they are setback from the building at least 75% of the height of the rockery. The preliminary
plans indicate that the rockeries will be located appropriately.
Geo Group Northwest, Inc.
I
February 28, 2005 G-1937
22815 - 102"' Place West, Edmonds, Washington Page 7
Rockery walls are not engineered retaining walls. Their construction is to a large extent an art
not entirely controllable by engineering methods. Because of this, it is imperative that rockeries
be constructed by experienced rockery contractors with a proven capability in rockery
construction. During construction, we recommend periodic construction monitoring by Geo
Group Northwest to verify that rockery foundation soils are properly prepared and that the cut
slopes are stable. Rockeries should be constructed in accordance with the "Standard Rockely
Construction Guidelines" specified by the Association of Rockery Contractors (ARC). We have.
included a copy of the ARC guidelines as Appendix B with this report.
A rockery wall is not intended to function as an engineered structure to resist lateral earth
pressures, as an engineered reinforced concrete retaining wall is. The primary function of
rockeries is to cover the exposed cut slope face and retard erosion processes. However, some
lateral support is provided by virtue of theweight of the rock. Therefore, the larger the rock the
greater the mass and the more lateral load resistance available. However, since this support
depends on the contact areas and characteristics between individual rocks, it is virtually
impossible' to predict or provide a specific lateral resistance.
The stability of the cut slope face to be protected by the rockery should inherently be stable with
no water seepage. The rock used to construct the wall should be hard, sound, durable, free of
seams and cracks, and broken in generally tabular to cubical shapes. Preferably, the rock density
should be at least one hundred sixty-five (165) pcf, although rock densities will vary from source
to source.
Rockeries Facing Fills
We do not recommend using rockeries in front of fills more than four feet high unless the fill
soils are reinforced with geogrid to provide lateral resistance to wall movement. Alternatively,
fills may be retained by segmental concrete blocks such as Keystone walls. For the proposed
maximum 5-foot tall rockeries we have prepared the following minimum guidelines:
Rockeries placed in front of fills with a height of up to 5 feet may be reinforced by one
four foot length of length of geogrid, Stratagrid SG300 or equivalent, placed at a height
of 3 feet above the base of the rockery.
Geo Group Northwest, Inc.
I
I
I
I
-1
I
11
February 28, 2005 G-1937
22815-102 d Place West, Edmonds, Washington Page 8
2. The geogrid length is measured from the back of the rockery rocks (See ARC guidelines).
The geogrid should be laid level and held taut as fills are being placed behind the
rockery.
3. The rockery rocks should be no smaller than 3 to 4-man and the.base rock should be
embedded a minimum of 12-inches below grade.
4. Rockery fills should be compacted to meet or exceed 90% of the maximum dry density
(ASTM-D-1557).
Detailed rockery/geogrid design plans can be provided by Geo Group Northwest, Inc if
necessary.
Surface Drainage
The preliminary plans by CG Engineering suggest that a roughly 311: IV to 21-1: IV slope will be
located directly uphill from the building near the northwest portion of the building. The slope is
facing the building. We recommend that the civil engineer provide drainage measures to direct
surface water from the slope away from the building.
LIMITATIONS
This project has been prepared for the specific application to this site for the exclusive use of Mr.
Charlie Nathan and his authorized representatives. Any use of this report by other parties is
solely at their own risk. We recommend that this report be included in its entirety in the project
contract documents for reference during construction.
Our findings and recommendations stated herein are based on field observations, our experience
and judgement. The recommendations are our professional opinion derived in a manner
consistent with the level of care and skill ordinarily exercised by other members of the
profession currently practicing under similar conditions in this area and within the budget
constraint. No warranty is expressed or implied. In the event that soil conditions not anticipated
Geo Group Northwest, Inc.
11
I
I
I
I
February 28, 2005
22815 - 102" Place West, Edmonds, Washington
G-1937
Page 9
in this report are encountered during site development, Geo Group Northwest, Inc., should be
notified and the above recommendations should be re-evaluated.
ADDITIONAL SERVICES
We recommend that Geo Group Northwest, Inc. be retained to review the final design plans to
confirm that the design parameters noted herein were properly planned for in the design. We
recommend that Geo Group Northwest Inc., be retained to provide monitoring and testing
services for geotechnically-related work during construction. A Geo Group Northwest, Inc.,
representative should observe geotechnically-related construction work for compliance with the
,geotechnical recommendations in this report, and should be available to discuss and recommend
design changes, if needed, in the event subsurface conditions differ from those discovered during
our investigation.
Sincerely,
Geo Group Northwest, Inc.
Adam Gaston
Staff Engineer
attachments
Plate I
Plate 2
Plate 3
Plate 4
Appendix A
Appendix B
!Z
L
William Chang, P.E. I EXPIRES:
Principal
- Vicinity Map
- Proposed Site Plan
- Lateral Soil Pressure Diagram
- Lateral Soil Pressure Diagram
- Boring Logs
- ARC Construction Guidelines
Geo Group Northwest, Inc.
I
R' 0
0
Pi
NOTES:
CANTILEVER SOLDIER PILE
1. THE SOLDIER PILE WALL WILL BE INCORPORATED INTO THE PERMANENT BASEMENT/GARAGE
WALLS.
2. THE ACTIVE SOIL PRESSURE SHOULD BE ASSUMED TO ACT ON ONE PILE SPACING ABOVE THE BASE
OF THE EXCAVATION AND ONE PILE WIDTH BELOW THE EXCAVATION LINE.
3. THE PASSIVE SOIL PRESSURE MAY BE ASSUMED TO ACT ON TWO TIMES THE PILE WIDTH BELOW
THE EXCAVATION.
4. THE ABOVE DIAGRAM DOES NOT ACCOUNT FOR A SURCHARGE DUE TO HYDROSTATIC PRESSURE.
LATERAL SOIL PRESSURE DIAGRAM
Grow Northwest Inc. PROPOSED COMMERCIAL BUILDING
22815 - 102ND PLACE WEST
132TO NE 20th ShM Suim 10, Bcllcvue. WA 98005
Phom 425/649L8757 FAX 425/649-8758
i Emil iafo@gw&'-pn�.-m EDMONDS, WASHINGTON
SCALE: N.T.S. DATE: 2/23/05 MADE: AG CHECKED: WC I JOB: G-1937 PLATE: 3
CANTILEVER SOLDIER PILE -
pi
NOTES:
RETAINING WALL
1. THE SOLDIER PILE WALL WILL BE INCORPORATED INTO THE PERMANENT BASEMENT/GARAGE
WALLS.
2. THE ACTIVE SOIL PRESSURE SHOULD BE ASSUMED TO ACT ON ONE PILE SPACING ABOVE THE BASE
OF THE EXCAVATION AND ONE PILE WIDTH BELOW THE EXCAVATION LINE.
3. THE PASSIVE SOIL PRESSURE MAY BE ASSUMED TO ACT ON TWO TIMES THE PILE WIDTH BELOW
THE EXCAVATION.
4. THE ABOVE DIAGRAM DOES NOT ACCOUNT FOR A SURCHARGE DUE TO HYDROSTATIC PRESSURE.
LATERAL SOIL PRESSURE DIAGRAM
GrouD Northwest, Inc PROPOSED COMMERCIAL BUILDING
13M NE 20th SweM Suite 10, Bcllcwc, WA 98005 22815 - 102ND PLACE WEST
Pho.4251649-8757 FAX 425/649-8759
Email mfo@gcogmul—wat EDMONDS, WASHINGTON
SCALE: N.T.S. DATE: 2/23/05 1 MADE: AG CHECKED: WC JOB: G-1937 PLATE:4
APPENDIX A
G-1937
BORING LOGS
Geo Group Northwest, Inc.
LEGEND OF SOIL CLASSIFICATION AND PENTRATION TEST
UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)
MAJOR DIVISION GROUP TYPICAL DESCRIPTION LABORATORY CLASSIFICATION CRITERIA
I SYMBOL' I I I
CLEAN
GRAVELS
GRAVELS
aittle or no
COARSE-
(More Than Half
fines)
GRAINED SOILS
Coarse Grains
Larger Than No. 4
Sieve)
DIRTY
GRAVELS
(with some
fines)
SANDS
CLEAN
SANDS
(More Than Half
More Than Half
Coarse Grains
alftle or no
by Weight Larger
Smaller Than No.
fines)
Than No. 200
4 Sieve)
—
Sieve
DIRTY
SANDS
(with some
fines)
SILTS
Liquid Urnit
(Below A -Line on
< 50%
Plasticity Chart,
FINE-GRAINED
Negligible Organic)
Liquid Urrit
SOILS
> 50%
CLAYS
Liquid Urnit
<30%
(Above A -Line on
Placticity, Chart,
Negligible Organic)
Liquid Limit
> 50%
More Than Half
Liquid Urnit
by Weight Smaller
Than No. 200
ORGANIC SILTS
< 50%
Sieve
& CLAYS
(Below A -Line on
Placticity, Chart)
Liquid Limit
> 50%
HIGHLY ORGA141C SOILS
WELL GRADED GRAVELS, GRAVEL -SAND
Cu = (D60 / D10) greater then 4
GW
MIXTURE LITTLE OR NO FINES
DETERMINE
PERCENTAGES OF
Cc = (D302 (1310 * 060) between I and 3
POORLY GRADED GRAVELS, AND GRAVEL -SAND
GRAVEL AND SAND
GP
MIXTURES LITTLE OR NO FINES
FROM GRAIN SIZE
NOT MEETING ABOVE REQUIREMENTS
DISTRIBUTION
CURVE
ATTERSERG LIMITS BELOW
GM
SILTY GRAVELS, GRAVEL -SAND -SILT MIXTURES
*A! LINE.
CONTENT
OF FINES
EXCEEDS 12%
or P.I. LESS THAN 4
CLAYEY GRAVELS, GRAVEL -SAND -CLAY
ATTERBERG LIMITS ABOVE
GC
MIXTURES
COARSE GRAINED
*A' LINE.
SOILS ARE
CLASSIFIED AS
or P.I. MORE THAN 7
SW
WELL GRADED SANDS, GRAVELLY SANDS,
FOLLOWS:
Cu = (D60 / DI 0) greater than 6
LIITLE OR NO FINES
< 5% Fine Grained:
Cc = (D30') / (D10 - D60) between 1 and 3
POORLY GRADED SANDS, GRAVELLY SANDS,
SP
LITTLE OR NO FINES
GW, GP, SW, SID
> 12% Fine Grained:
NOT MEETING ABOVE REQUIREMENTS
ATTERBERG LIMITS BELOW
SM
SILTY SANDS, SAND -SILT MIXTURES
*A'LINE
GM. GC, SM. SC
5 to 12% Fine
CONTENTOF
FINES
EXCEEDS 12%
with P.I. LESS THAN 4
—
ATTERBERG LIMITS ABOVE
SC
CLAYEY SANDS, SAND -CLAY MIXTURES
Grained: use dual
"A" LINE
symbols
with P.I. MORE THAN 7_
INORGANIC SILTS, ROCK FLOUR SANDY SILTS
ML
OF SLIGHT PLASTICITY
AA
MH
INORGANIC SILTS, MICACEOUS OR
50
DIATOMACEOUS, FINE SANDY OR SILTY SOIL
INORGANIC CLAYS OF LOW PLASTICITY,
40-
CL
GRAVELLY, SANDY, OR SILTY CLAYS. CLEAN
z
CLAYS
30-
INORGANIC CLAYS OF HIGH PLASTICITY, FAT
E3
CH
CLAYS
20-
E
ORGANIC SILTS AND ORGANIC SILTY CLAYS OF
(L 10
OL
LOW PLASTICITY
, . 0 . 0 - . h .
0 192112, T -I M 1011
am
I pArs
all
OH ORGANIC CLAYS OF HIGH PLASTICITY 0 10 20 30 40 + 60 70 80 90 10 11
LIQUID LIMIT (%) 1
Pt I PEAT AND OTHER HIGHLY ORGANIC SOILS
SOIL PARTICLE SIZE
U.S. STANDARD SIEVE
FRACT10N
Passing
Retained
Size
S"
Sieve
Sieve
(mm)
(MM]
SILT I CLAY
#200
0.075
SAND
FINE
#40
0.425
#200
0.075
MEDIUM
#10
2
"0
0.425
COARSE
#4
4.75
#10
2
GRAVEL
FINE
19
#4
4.75
COARSE
76
is
COBBLES
76 mm to 203 mm
BOULDERS
> 203 rrim
ROCK
> 76 rnm
FRAGMENTS
>0.76 cubic meter In volume
GENERAL GUIDANCE OF SOIL ENGINEERING PROPERTIES FROM STANDARD PENETRATION TEST (SPT)
SANDY SOILS
SILTY & CLAYEY SOILS
Blow
Relative
Friction
Blow
Unconfined
Counts
Density
Angle
Description
Counts
Strength
Description
N
%
iIi, degree
N
qu, tsf
0-4
0-15
Very Loose
< 2
< 0.25
Very soft
4-10
15-35
26-30
Loose
2-4
025-0.50
Soft
10-30
35-65
28-35
Medium Dense
4-8
0.50-1.00
Medium Stiff
30-50
65 - aS
35-42
Dense
8-15
1.00-2.00
Stiff
>50
85-100
38-46
Very Dense
15-30
2.00-4.00
Very -Stiff
> 30
> 4.00
Hard
Group Northwest, Inc.
Geotechnical Engineers, Geologists, &
Environmental Scientists
13240 NE 20th Street Suite 12 Bellevue, WA 98005
Phone (425) 549-8757 . Fax (425) 649-8758 IPLATE Al
BORING NO. B-1
Logged By: AG Date Drilled: 12/2/04 Elevation: 315
Depth
SAMPLE
Blows
SPT N
Water
Other
Uscs
Soil Description
per
Blows
Content
Tests &
6-inches
per -foot
%
Comment
Type
No.
SM
Brown silty SAND with some fine gravel, moist,
I
veryloose
S1
1,1,1.
2
15.3
Sp/
Brown SAND with some silt and occ. fine gravel,
S2
5,4,3
7
8.6
wood
SM
wood pieces, moist, loose
5
SP/
Brown/Black SAND with some silt and occ. fine
------------------------------------------------
SM
gravel, moist, loose
S3
1,2,5
7
10.9
-
SP/
Gray gravelly SAND with some silt, dry, dense
S4
21,50/6"
100
2.9
rock
-
SM
10
SP
Gray gravelly SAND, dry, dense
S5
10,16,17
33
4.1
SM
Graygravelly silty SAND, coarse gravel, moist� very
S6
10,26,25
51
dense
12.1
rock
15
SP/
Gray gravelly SAND, with gravelly silty -SAND
P, m
interbed, moist, very dense
S7
9,39,42
81
9.1
rock
SP
1
Gray gravelly SAND, wet, very dense
S8
19,41,34
75
5.5
poor
20
recovery
End of Boring at 19 feet bgs.
No groundwater seepage observed.
25
30
35
LEGEND: 7- 2" O.D. Split -Spoon Sampler GROUNDWATER Seal
3' O.D. Shelby -Tube Sampler OBSERVATION WELL: Measured Water Level
3' O.D. California Sampler Well Tip (Screen)
BOKENG LOG
Group Northwest, Inc.
PROPOSED COMMERCIAL BUILDING
22815 - 102ND PLACE WEST
EDMONDS, WASHINGTON
Ceotechnical Engineers, Geo"Ists. &
Environmental Scientists
nA'rC- 1 lr%= ILI^. I-- I M-7 r.. A-..L- A 'I
�;o dddmpp, W—I OF
A
19,
CV
0
CV
CY
IP
con
-1� --Czl.
Orn
\X V
ir
CV
0� C�
"Y
(V
0%
4;
CV
7
(-V
C,
jk
Z-
0
L OW
L
. ml
zZE
C_-
rT,%
jw&3!
W
LC
Js —T
Vic
AVM3Ai8QIIV SV.
V)L
(31,
Aj
N CO r
P)
C4()
-Z
0 is C-)
11N0-
ISV3 S301 r-
Lc�
to
0-3
1:31 1
Site Plan based upon preliminary plan provided by CG Engineering
Ad-.- SITE PLAN
101 LIJ Group Northwest, Inc. PROPOSED COMMERCIAL BUILDING
Geotechnical Engineers, Geologists,& 22815 - 102ND. PLACE WEST
Environirental Scientists' EDMONDS, WASHINGTON
SCALE Ff 201 DATE 2�22/05_ MADE AG CHKD Arc JOBNO.— G-1937
PLATE 2
___j
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
11
I
BORING NO-,' B-2
Logged By: AG Date Drilled: 12/2/04 Elevation: 316
Depth
I
SAMPLE
Blows
SPT N
Water
Other
uscs
Soil Description
per
Blows
Content
Tests &
6-inches
per -foot
%
Comment
Type
No.'
Sp
Brown SAND with some fine gravel, moist, very
S1
1,1,2
3
9.1
loose
SP
Brown SAND with occ. fine gravel, moist, loose
S2
3,2,2
4
9.3
5
Sm
Brown SAND w/ occ. fine gravel and some silt,
moist, medium dense
S3
5,5,5
10
5.1
SM
Brown fine silty SAND w/ occ. fine gravel, dry, loose
S4
4,4,4
8
6.8
10
-
SM
Gray fine silty SAND with some gravel, dry medium
S5
3,5,5
10
3.1
dense
------------------------------------------------
SM
Gray gravelly silty fine SAND, dry, dense
S6
19,25,50
75
3.6
15
SM
Gray gravelly SAND with some silt, dry, dense
S7
12,19,18
37
4.2
SP
Gray SAND, moist, dense (no gravel)
S8
12,13,16
29
9.3
20
7
SP
Gray SAND with trace fine gravel, we� dense
S9
12,16,22
38
17.5
End of Boring at 21.5 feet bgs.
No groundwater seepage observed.
25
30
35
LEGEND: -7 2" O.D. Split -Spoon Sampler GROUNDWATER Seal
_T 3' O.D. Shelby -Tube Sampler OBSERVATION WELL: Measured Water Level
3" O.D. California Sampler Well Tip (Screen)
BORING LOG
Group Northwest, Inc.
PROPOSED COMMERCIAL BUILDING
228i5 - 102ND PLACE WEST
EDMONDS, WASIHNGTON
Geotechnical Engineers, Geologists, &
Environrmntal Scientists
IDATE: 12/7/04 IJOBNO- (1-1917 IPLATF Al
BORING NO. B-3
Logged By: AG Date Drilled: 12/2/04 Elevation: 325
Depth
.
I
SAMPLE
Blows
SPT N
Water
Other
uscs
Soil Description
per
Blows
Content
Tests &
ft.
6-inches
per -foot
%
Comment
Type
I No.
SP
Brown SAND with occ. gravel, moist, loose
S1
l,i,3
4-
10.6
SP/
Brown SAND with occ. fine gravel and some si It,
SM
I
moist, medium dense
S2
3,5,6
11
10.4
5
SP
Brown gravelly SAND, moist, medium dense
S3
5,8,13
21
6.1
SP
S4
9,15,7
22
4.7
10
-
SP
S5
5,8,8
16
3.7
-----
-----
---------------------------------
SP
Gray fine SAND, moist, dense (no gravel)
S6
6,15,21
36
4.0
-
15
SP
Gray SAND, moist, very dense
S7
11,26,28
54
4.2
20
-
SP
Gray SAND with trace gravel, moist� v. dense
S8
19,37,42
79
4.7
End of Boring at 21.5 feet bgs.
No groundwater seepage observed.
25
30
35
LEGEND: 2" O.D. Split -Spoon Sampler GROUNDWATER Seal
3" O.D. Shelby -Tube Sampler OBSERVATION WELL: Measured Water Level
3" O.D. California Sampler Well Tip (Screen)
BORING LOG
Group Northwest, Inc.
PROPOSED COMMERCUL BUIELDING
2281'5 - 102ND PLACE WEST
EDMONDS, WASHINGTON
Geotechnical Engheers, Gaobgists. &
Env ironmental Sdandsts
!nATF:- 1 11-71nA hnvt rin. r— i a-A-7 FD i —Ar A A
BORING NO. B-4
Logged By: AG Date Drilled: 12/2/04 Elevation: 317
Di
Depth
I
SAMPLE
Blows
SPT N
Water
Other
uscs
Soil Description
per
Blows
Content
Tests &
6-inches
per -foot
%
Comment
---
Type
-
FNo.
SM
Brown gravelly silty SAND, moist, loose to medium
i
-Sl
8,10,18
28
9.5
rock
dense (poor recovery)
SP
Gravelly SAND, moist, medium dense to dense
S2
11,22,14
36
8.6
rock
5
Sp
Gray SAND with some fine gravel, moist, medium
S3
4,7,8
15
6.7
dense
SP
S4
13,15,16
31
5.3
rock
10
Sp
Brown SAND with some fine gravel, moist, medium
S5
3,4,6
10
3.9
dense
SP
S6
4,4,5
9
3.7
15
Sp
Brown SAND with trace grave . 1, moist, medium dense
S7
5,14,12
26
6.4
SP
Brown SAND with trace gravel, moist very dense
S8
17,26,32
58
9.8
20
End of Boring at 19 feet bgs.
-
No groundwater seepage observed.
25
30
35
LEGEND: _r_� 2' O.D. Split -Spoon Sampler GROUNDWATER Seal
]E 3' O.D. Shelby -Tube Sampler OBSERVATION WELL: TS7— Measured Water Level
3' O.D. California Sampler Well -rip (Screen)
BORING LOG
Group Northwest, Inc.
PROPOSED COMMERCIAL BUMDING
.
22815 - 102ND PLACE WEST
EDMONDS, WASHINGTON
_9� Geotechnical Enghm3m, Gwlogists. &
Environffental Scier�ts
113ATI=- 1)/7/04 I.InF% Nn- t—1Q'17 IPI ATT: \A 4;
APPENDIX B
G-1937
ASSOCIATION OF ROCKERY CONTRACTORS
STANDARD ROCK WALL CONSTRUCTION GUIDELINES
Geo Group Northwest, Inc.
'Aaasw-im4mwi noso-"~
Standard'
Rock Wall Construction
Guidelines
P.P. Box 1794 * Woodinville, Washington 98072
Association Representatives '
(425) 481-3456 or (425) 481-7222
I
I Contents
1.01 Introduction: .................................................................................................................................................... 1
1.01.1 Historical Background ............................................................................................... I
1.01.2 Goal ............................................................................................................................. 1
2.01 Materials: .......................................................................................................................................................... 1
2.01.1 Rock Quality ............................................................................................................... 1
2.01.2 Frequency of Testing .................................................................................................. 2
.2.01.3 Rock Density .............................................................................................................. 2
2.01.4 Submittals ................................................................................................................... 2
3.01 Rock Wall Construction: ............................................................................................................................... 2
3.01.1
General ... * ................................................................................................................. 2
3.01.2
3.01.3
Geotech-nical Engineer .............................................................................................
Responsibility .............................................................................................................
3
3
3.01.4
Workmanship ..............................................................................................................
3
3.01.5
Changes to Finished Product ..................................................................................
3
3.01.6
Slopes .........................................................................................................................
3
3.01.7
Monitoring ...................................................................................................................
4
3.01.8
Fill Compaction ..........................................................................................................
4
3.01.9
3.01.10
Fill Construction and Reinforcement ......................................................................
Rock Wall Keyway ....................................................................................................
4
5
3.01.11
Keyway Drainage ....................................................................... .............................
5
3.01.12
Rock Wall Thickness ...............................................................................................
5
3.01.13
Rock Selection .........................................................................................................
6
3.01.14
Rock Placement .......................................................................................................
6
3.01.15
Face Inclination .......................................................................................................
6
3.01.16
3.01.17
Voids .........................................................................................................................
Drain Rock Layer ......................................................................................................
6
6
3.01.18
Surface Drainage ...................................................... i ..............................................
7
Post Construction Guideline Figure A ................................................................................................................. 8
TYPICAL DETAIL Native Cut, Any Height Over 4 Feet .................................................................................... 9
TYPICAL DETAIL Overbuild Fill Construction, Rock Wall less than 8 Feet in Height .............................. 10
TYPICAL DETAIL Geogrid Reinforced Fill Construction, Rock Wall 8 Feet or More in Height ............... 11
I
ARC STANDARD ROCKERY CONSTRUCTION GUIDELINES
1.01 Introduction:
1.01.1 These standard rock wall construction guidelines have been developed in- an
Historical effort to provide a more stringent degree of control on materials and construction
Background methodology in the Pacific. Northwest. They have been assembled from numerous
other standards presently in use in the area, from expertise provided by local
geotechnical engineers, and from the wide experience of the members of the
Associated Rockery Contractors (ARC).
1.01.2 The primary goals of this document are to standardize the methods of construc-
Goal tion for rock walls over four feet in height, and to provide a means of verifying
the quality of materials used in construction and the workmanship employed in
construction. This standard has also been developed in a manner that makes it, to
the best of ARC's knowledge, more stringent than the other standards presently
in use by local municipalities.
2.01 Materials:
2.01.1 All rock shall be sound, angular ledge rock that is resistant to weathering. The
Rock Quality longest dimension of any individual rock should not exceed three times its
shortest dimension. Acceptability of rock will be determined by laboratory tests
as hereinafter specified, geologic examination and historical usage records.
All rock delivered to and incorporated in the project shall meet the following minimum
specifications:
a. Absorption Not more than 2. 0% for igneous
ASTM C127 and metamorphic rock �vpes and
AASHTO T-85 3.0% rsedimentary rock i�pes.
fo
b. Accelerated Expansion (15 days)
CRD-C-148 *1, *2
c. Soundness (MsSO4 at 5 cycles)
ASTM C88
CRD-C-137
d. Unconfined Compressive Strength
ASTM D 2938
Not more than 15% breakdown.
Not greater than 5% loss.
Intact strength of 6, 000 psi. or
greater.
e. Bulk Specific Gravity (155pcf) Greater than 2.48
ASTM C127
AASHTO T-85
1. The test sample will be prepared and tested in accordancewith Corps of Engineers
Testing procedure CRD-C- 148, "Method of Testing Stone for Expansive Breakdown
on Soaking in Ethylene Glycol.".
*2. Accelerated expansion tests should also include analyses of the fractures and veins
found in the rock.
ARC STANDARD ROCKERY: CONSTRUCTION GUIDELINES
2.01.2 Quarry sources shall begin a testing program when either becoming a supplier or
Frequency when a new area -of the source pit is opened. The tests described in Section
of Testing 2.01.1 shall be performed for every four thousand (4000) tons for the firs�t twelve
thousand (12,000) tons of Wall rock supplied to establish that specific rock
source. The tests 'Shall then be performed once a year; every 40,000 tons, or at an
apparent change in material. If problems with a specific area in a pit or with a
particular material are encountered, the initial testing.cycle shall be restarted.
2.01.3 Recognizing that numerous sources of rock exist, and that the nature of rock will
Rock vary not only between sources but also within each source, the density of the
Density rock shall be equal to, or greater than, one hundred fifty-five (155) pcf. Typi-
cally, rocks used for rock wall construction shall be sized approximately as
follows:
Rock Size Rock Weight Average Dimension
One man 50-200 pounds 12 to 18 inches
Two man 200-700 pounds 18 to 28 inches
Three man 700-2000 pounds 28 to 36 inches
Four man 2000-4000 pounds 36 to 48 inches
Five Man 4000-6000 pounds 48 to 54 inches
Six Man 6000-8000 pounds 54 to 60 inches
In rock walls eight feet and over in height, it should not be possible to move the large sized
rocks (four to six -man size) with a pry bar. If these rocks can be moved, the rock wall
should not be considered capable of restraining any sigruificant lateral load. However, it is
both practical and even desirable that smaller rocks, particularly those used for "chinking"
purposes, can be moved with a pry bar to achieve the "best fit!'. .
2.0.1.4 The rock source shall present current geologic and test data for the minimum
Submittals guidelines described in Section 2.01.1 on request by either the rock wall contrac-
tor, the owner, or the applicable agency.
3.01 Rock Wall Construction:
3,01.1 Rock wall construction is a craft and depends largely on the skill and experience
General of the builder. A rock wall is a protective system which helps to retard the
weathering and erosion process acting on' an exposed cut or fill soil face. While
by its nature (the mass, size and shape of the rocks) it will provide some undeter-
Mined degree of retention, it is not a designed or engineered system in the sense
a reinforced concrete retaining wall would be considered designed or engineered.
—1 he degree of retention achieved is dependant on the size of rock used; that is,
the "mass" 'or weight, and the height of the rock wall be ' ing constructed. The
lar-er the rock. the more competent the rock wall. To accomplish an appropriate
ARC STANDARD ROCKERY CONSTRUCTION GUIDELINES
degree of competency, all rock walls in excess of four feet in height should be
built on a "'mass" basis, i.e. by the ton.
To provide a competent and adequate rock wall -structure, all rock walls con-
structed in front of either cuts or fills eight feet and over in height should be bid
and constructed in accordance with these standard guidelines and the -
geotechnical. engineer's supplemental recommendations. Both the standard
guidelines and the supplemental geotechnical recommendations should be pro-
vide'd to prospective bidders before bidding and the start of construction.
3.01.2 The geotechnical engineer retaine-a to provide necessary supplemental rock wall
Geotechnical construction guidelines shall be a practicing geotechnical/civil engineer licensed
Engineer as a professional civil engineer in the State of Washington who has had at least
four years of professional employment as a geotechnical engineer in responsible
charge, including experience with fil.1 construction and stability and rock wafl
construction. The geotechnical engineer should be hired either by the rock wall
contractor or the owner.
3.01.3 The ultimate responsibility for standard rock wall construction should remain
Responsibility with the rock wall builder. However, rock walls protecting moderate to thick
fills, with steep sloping surfaces above or below4them, wiih multiple steps, with
foundation or other loads affecting them, protecting sandy or gravelly soils
subject to ravelling, with seepage or wet conditions, or that are eight feet or
more in height, all represent special design conditions and require consultation
and/or advice from qualified experts.
3.01.4 All workmanship is guaranteed by the rock wall contractor and all materials are
Workmanship guaranteed by the supplying quarry for a period of six years from the date of
completion.of erection, providing no modification or changes to the conditions
existing at the time of completioirare made.
3.01.5 Such changes include, but are not necessarily limited to, temporary excavation of
Changes to ditches or trenches for any utility within a distance of less than five feet from the
Finished back of the top of the rock wall; excavation made either within a distance equal
Product to at least two thirds of the free-standing wall height in front of the toe of a rock
wall, or that will penetrate an imaginary line extended at a IH: IV (Horizontal:
Vertical) slope from the front edge of the rock wall toe (see Figure A); removal
of any material from the subgrade in front of the wall, excavation of material
from any location behind the rock wall within a distance at least equal to the
rock wall's height, the addition of any surcharare or other loads within a similar
distance of the top of the rock wall, or surface or subsurface water forced, di-
rected, or otherwise caused to flow behind the rock wall in any quantity.
3.01.6 Slopes above rock walls should be kept as flat as possible, but should not exceed
Slopes 2H:lV unless the rock wall is designed specifically to providc some restraint to
the load imposed by the slope. Any slope existing above a completed rock wall
should he covered with vegetation by the owner to help reduce the potential for
surfacewater flow induced erosion. It should consist of a deep rooted, rapid
growth vegetative mat, will typically be placed by hydroseeding and covered
with a mulch. It is often useful to -overlay the seed and mulch with either pegged
I
ARC STANDARD ROCKERY CONSTRUC-nON GUIDEUNES
in -place jute matting, or some other form of approved geotextile, to help main-
tain the seed in -pi ace until the root mat has an opportunity to germinate and take
hold.
3.01.7 All rock walls'constructed against cuts or fills eight feet and over in height shall
Monitoring be periodically monitored during construction by the geotechaical engineer to
verify that the.nature and quality of the materials being used are appropriate, that
the construction procedures are appropriate, and that the rock wall is being
constructed in a generally professional ma uner and in accordance with this ARC
guideline and any supplemental recommendations.
On completion of the rock wall, the geotechnical engineer should submit to the
client, the rock wall contractor, and to the appropriate municipality, copies of his
rock wall examination reports along with a final report summarizing rock wall
construction.
3.01.8 Where rock walls are constructed in front of a fill, it is imperative that the owner
Fill ensure the fill be placed and compacted in a manner that will provide a compe-
Compaction tent fill mass. To achieve this goal, all fills should consist of relatively clean,
organic and debris free granular materials with a maximum size of four inches.
Ideally, but particularly if placement and compaction is to take place during the
wet season, they should contain no more than seven percent fines (silt and clay
sized particles) passing the number 200 mesh sieve.
All fills- should be placed in thin lifts not exceeding ten (10) inches in loose _
thickness. Each lift should be compacted to at least 95 percent of the maximum
dry density, as determined by ASTM Test Method D-1557-78 (Modified Proc-
tor), before any additional fill is placed and compacted. In -place density tests
should be performed at random locations within each li ft of the fill to verify that
this degree of compaction is being achieved.
3.01.9' There are two methods of constructing a fill. The first, which typically applies to
Fill rock walls of less than eight feet in height, is to overbuild and then cut back the
Construction fill. The second, which applies to all rock walls eight feet and over in height, is
Reinforcement to construct the fill using a geogrid or geotextile reinforcement.
Overbuilding the fill allows for satisfactory compaction of the fill mass out
beyond the location of the fill face to be protected. Overbuilding also allows the
earthwork contractor to use larger and more effective compaction equipment in
his compacti4e efforts, thereby typically achieving a more competent fill mass.
Cutting back into the well compacted fill also typically results in construction of
a competent near vertical fill face against which to build the rock wall.
For the higher rock walls the use of a.geogrid or geotextile fabric to help rein-
force the fill results in construction of a more stable fill face against which to
construct the rock ' wall. This form of construction leads to a longer lasting and
more stable rock wall and helps reduce the risk of significant. long term mainte-
nance.
This latter form of construction requires a design by the geotechnical engineer
for each specific case. The vertical spacing of the reinforcement, the specific
type of reinforcement and the distance to which it must extend back into the fill,
the amount of lapping and the construction sequence must be determined'on a
case by case basis.
3.01.10
The first step in rock wall construction, after general excavation, is to construct a
Rock Wall
keyway in which to build the rock wall. The keyway shall comprise a shallow
Keyway
trench of at least twelve" (12) inches in depth, extending for the full length of the
rock wall. The keyway subgrade should be slightly inclined back towards the
face being protected. It is typically dug as wide as the rock walf (including the
width of the rock filter layer). If the condition of the cut face is of concern, the
keyway should be constructed in sections of manageable length, that is, of, a
length that can be constructed in one shift or one day's work.
The competency of the keyway subgrade to support the rock wall shall be veri-
fied by probing with a small diameter steel rod. The rod shall have a diameter of
between three -eighths and one-half inch, and shall be pushed into the subgrade in
a smooth unaided manner under the body weight of the prober only. Penetration
of up to six inches-, with some difficulty, shall indicate a "competent" keyway
subgrade unless other factors in the geotechnical engineer.'s opinion shall indi-
cate otherwise.
Penetration in excess of six inches, with ease, shall indicate a "soft" subgrade
and one that could require treatment. Shallow soft areas of the subgrade can be
"firmed up" by tamping a layer of coarse quarry spalls into the subgrade.
3.01.11
Upon completion of keyway excavation, a shallow ditch or trench, approximately
Keyway
twelve (12) inches wide and deep, should be dug along. the rear edge of the key
Drainage
way. A minimum four -inch diameter perforated or slotted rigid ADS drain pi-pe,
or equivalent, approved by an engineer, should be placed in this- shallow trench
and should be bedded on* and surrounded by a free -draining crushed rock. Burial
of the drain pipe in this shallow trench provides protection to the pipe.and helps
prevent it from being inadvertently crashed by pieces of the rock wall rock. This
drain pipe should be installed with sufficient gradient to initiate flow, and the
outfall, should be connected to a positive and permanent discharge.
Positive and permanent drainage should be considered to mean an existing or to
be installed storm drain system-, a swale, ditch or other form of surface water
flow collection system, a detention or retention pond, or other stable native site
feature or previously installed collection system.
3.01.12
Rock Wall
The individual rock wall thickness Should be equal to the thickness of the recom-
mended size of rock plus the thickness of the drain rock layer. This thickness,
Thickness
which will be determined on a case by case basis, will be dependant on the
specific rock sizes recommended for each individual rock wall. For example, if
four -man rock is used the rock wall thickness will be approximately five feet.
101.13 The contractor should have sufficient space available so that he can select from
Rock among a number of stockpiled rocks for each space in the rock wall to bie filled.
Selection Rocks which have shapes which do not match the spaces offered by the previous
course of rock should be placed elsewhere to obtain a better fit. Rock should be
of a generally. cubical, tabular or rectangular shape and selected in accordance
with Section 2.01.3. Any rocks of basically rounded or tetrahedral form should
be rejected or used for filling large void spaces.
3.01.14 The first course of rock should be placed on firm unyielding soil. There should
Rock be full contact between the rock and soil, which may, require shaping of the
Placement ground surface or slamming or dropping the rocks into place so. that the soil
foundation conforms to the rock face bearing on it. The bottom of the first course
of rock should be a minimum of twelve (12) inches below the lowest adjacent
site grade.
As the rock wall is constructed, the rocks should be placed so that there are no
continuous joint. planes in either the vertical or lateral direction. Wherever
possible' ' each rock should bear on at least two'rocks below it. Rocks should be
placed so that there is some bearing between flat rock faces rather than on Joints.
Joints between courses (the top surface of rock), should slope back towards the
cut face and away from the face of the rock wall.
Smaller rocks (one to two -man size) are often used to create an aesthetically pleasing
"top edge" to a rock wall. This is an acceptable practice provided none of the
events described in Section 3.01.5 occur, and that people are prevented from
climbing or walking on the finished wall. This is the owner's responsibility.
3.01.15 The face of the rock wall should be inclined at a gradient of about I H:6V back
Face towards the face being protected. The inclination should not be constructed
Inclination flatter than I H:4V.
3.01.16 Because of the nature of the product used to construct a rock wall, it is virtually
Voids impossible to avoid creating void spaces between individual rocks. However, it
should be recognized that voids do not necessarily constitute a problem in rock
wall construction. As the size of rock used to build a rock wall increases, i.e. to
six -man size, the void spaces between individual rocks should be expected to be
larger.
Where voids of greater than six inches in dimension exist in the face of a rock
wall they should be visually examin ' ed to determine if contact between the rocks
exists within the thickness of the rock wall. If contact does exist, no further
action is required. However, if there is no rock contact within the rock wall
thickness the void should be "chinked" with a smaller piece of rock. .
3.01.17 In order to provide some degree of drainage control behind the rock wall, and as
Drain Rock a means of helping to prevent loss of soil through the face of the rock wall, a
Layer rock drainage filter shall be installed between the rear face of the rock wall and
the soil face being protected. This drain rock layer should be at least twelve (12)
inches thick; and for rock walls eight feet in height or higher, it should be at
-ION.,
ARC STANDARD ROCKERY CONSTRUCT GUIDEUNES
least eighteen (1.8) inches thick. It should be composed of 4 to 2-inch sized
crushed rock quarry spalls, crushed concrete, or other material approved by the
geotechnical engineer. If a random wall rock extends back to the exposed soil
face, it is not necessary that the filter rock layer extend between it and the soil
face.
Depending on soil type and potential water seepage, a geotextile fabric may or
may not be required. This can be determined on a case by case basis by the
geotechnical engineer during design and prior to bidding.
3.01.18 It is the owner's responsibility to intercept surface drainage from above the rock
Surface wall and direct it away from the rock wall to a positive and permanent discharge
Drainage well below and beyond the toe of the rock wall. Use of other drainage control
measures should be determined on a casc-by-case basis by the geotechnical
engineer prior to bidding on the project.
Schematic Only - Not to Scale
2
it I
Rock Wall Section
NOTES:
• Rock wag construction is a craft and depends largely an the skill
and experience of the budder.
• A rock wall is a protective system which helps retard the
weathering and erosion process on an exposed sod face.
• While by Is nature (mass, size and shape of the rocks) 4 will
provide some degree of retention, it is not a designed or
engineered system in the sense a reinforced concrete retaining
wall would be considered designed or engineered.
• The degree of retention achieved is dependent on the size of the
rock used; that is, the mass or weigK and the height of the wall
being constructed. The larger the rock, the more competent the
rock wag should be.
• Rock walls should be considered maintenance items dial will
require periodic inspection and repair. They should be located so
that they can be reached by a contractor I repairs become
necessary.
• Maximum inclinalion of the slopes above and behind rod wags
should be 2:1 (HorkontakVertical).
• Minimum thickness of rock fifter layer 8 = 12 inches, MiNmurn
embedment 0 = 12 inches undisturbed native soil or compacted fill
placed in accordanm with report recommendaticas.
• Maximum rock wall height H = - feeL
• Rock w�alls greater than 8 feet in height to be installed under
periodic or full time observation of the geotechnical engineer.
• Rock should be placed to gradually decrease in size with
increasing wall height in accordance with geotechnical engineers
recommendations.
• Minimum width at keyway excavation, W, should be. equal to the
thickness of the basal rock (as determined by geolechnical
angineet's design) plus B.
Rock Wall Elevation
• The long dimension of the rocks should Wend back towards the
cut or fill law to provide maximum stability. Rocks should not be
stacked Ike shoe boxes. They should be placed -to avoid
continuous joint planes in vertical or lateral directiom Whenever
possible each rock should bear on two or more rocks below it with
good flat -to -flat contact.
• AD rock walls over 4 feet in height should be constructed on basis
of wall mass, not square footage of face.
Approximate Approximate
Size Weight - lbs. Diameter
1 Man
50-200
12 - 184
2 Man
200-700
18 - 28'
3 Man
700 - 2000'
28-364
4 Man
1.2000 - 4000
36 - 48a
5 Man
4000-6000
48 - 54"
6 Man
6000-8000
54 - 60"
Referencw. Local quarry weight study using average weights of M
less than six rocks of each man size conducted in January 1, 1988.
LEGEND:
Drainage materials to consist of clean angular 4 to
2 inch spells, or other material , approved by the
geotechnicai engineer
Surface seai: may consist of impervious soil or a
fine free draining granular materiaL
Undisturbed firm Native soil
Drainpipe: 4�nch minimum diameter, Pedonded or
slotted rigid plastic ADS pipe laid with a.pos&e
gradient to discharge under control well away from
the W4
F4-1 * Designates size of rock required i.e. 4- man.
TYPICAL DETAIL .-
NATIVE' CUT, ANY HEIGHT OVER 4 FEET
r
U11
I
I
I
I
D.. J
Zb = 0.6 1
LR
LEGENd
Crushed mck or crushed concrete drain mck material ranging between 4 and 2 inches in size and free of organics, with less than 5
percent fines (slk and clay size particles passing the No. 200 mesh sieve).
Compacted structural fill consisting of free -draining, orgmic-free material with a maximum size of 4 inches.,Should contain rm more
than 7 percent fines (described above), compacted to a least 95 percent of ASTM D-1557-78 maximum dry density.
Undisturbed firm Native sod
Geogfid reinforcement approved by geotechnical engineer.
Perforated or sicifted drain pipe with 4 inch minimum diameter bedded on and surrounded by crushed rock filter mated al; described
above.
Designates size of fock required. i.e. man.
NOTES
All fill should be placed in thin lifts not exceeding 10 inches in loose thickness. Each layer should be compacted to no less than 95 percent of
maximum dry density, as determined by ASTM D-1 557-78 Modified Pmdor).
Minimum length of geogrid wrap over top of fill. Lw, should be no less than 3 feet.
Length of reinforcing geogrid, LR shad be + feet.
Geogrid reinforcement layer spacing Z shall be 3 feet as deterrnined by the geotechnical engineer's design.
• Height of rock wall. H, should not exceed 5 feet.
• Thickness of crushed drain mck layer, 8 should be no less than 18 inches.
• Depth of burial of basal layer of rock, 0, should be no less than 12 inches.
Minimum width of keyway excavation, A should be equal to the thickness of the basal mck (as determined by geotechnical engineer's design)
plus a.
. TYPICALDETAIL'
GEOGRID REINFORCED FILL CONSTRUCTION
DISTRIBUTION
G-1937
Mr. Charlie Nathan
1 Copy
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
Mr. Dennis Christianson
3 Copies
Christianson Design Research
2610 204'h St. SW
Lynnwood, WA 98036
Mr. Peter Hart
I Copy
CT Engineering
180 Nickerson St., Suite #302
Seattle, WA 98119
Mr. Ross Jarvis
I Copy
CG Engineering, Inc.
250 4h Avenue South, Suite 200
Edmonds, WA 98020
Project File
I Copy
Geo Group Northwest, Inc.
OCT 18 2005
BUILDING DEPARTMENT
CATY OF EDMONDS
9-9r F11 C
STREt I L.L.
Group Northwest, Inc.,
Geotechnical Engineers, Geologists & Environmental Scientists
RETAINING
WALL SITE PLAN
RETAINING, WALL B
RETAINING WALL k.
j
RETAINING WALL SITE PLAN
Group Northwest,
Inc.
PROPOSED EMPLOYEE BENEFITS OF AMERICA
13'AO NE 20th Sheet, S.ite 10. R111-1, WA 98005
Phone 4251649-8757 FAX425/649-8758
22815 - 102ND PLACE WEST.
rl=il Ulf0@gC0g10Upnm-.corn
-F
EDMONDS,, WASHINGTON
SCALE: NTS
DATE: 10/12/05
F MADE: AG
JOB NO.: G-1937
PLATE: I
RETAINING WALL DESIGN
EMPLOYEE BENEFITS OF AMERICA
22815-102 ND PLACE WEST
EDMONDS, WASHINGTON
G-1937
Prepared for
Mr. Ross Jarvis
CG Engineering
250 4" Avenue South, Suite 200
Edmonds, WA 98020
October 13, 2005
GEO GROUP NORTHWEST, INC.
13240 NE 200' Street, Suite 10
Bellevue, Washington 98005
Phone: (425) 649-8757
info@geogroupnw.com
'A�
Geotechnical Engineers, Geologists
Cf] Group Northwest, Inc, & Environmental Scientists
October 13, 2005
Mr. Ross Jarvis
CG Engineering
250 4' Avenue South, Suite 200
Edmonds, WA 98020
Subject: Retaining Wall Design
Employee Benefits of America
22815 - 102"" Place West
Edmonds, Washington
Dear Mr. Jarvis:
G-1937
At your request we have prepared the attached Retaining Wall Design for the proposed walls at
the subject site.
Introduction
We understand that a new segmental block retaining wall is proposed to retain fills for the new
loop driveway. Based upon the digital drawing files which you sent us the maximum wall height
at this location is 6 feet. A Moot tall open railing is proposed to be installed on top of the wall.
In addition, we understand that a block retaining wall has been proposed to support the new
walkway on the northeastern side of the building. Based upon the existing topography and
proposed walkway elevations the wall- will have a maximum height of 5 feet.
Retaining Wall Design
Geo Group Northwest, Inc. has performed design calculations for the proposed retaining walls
and prepared the attached design details, Plates 1-4. Calculations for internal wall stability were
performed using the Keystone Keywall software program, version 3.3.1.152. We have attached
copies of the calculation sheets.
13240 NE 20th Street, Suite 10 - Bellevue, Washington 98005
Phone 4251649-8757 - FAX 425/649-8758
October 13, 2005 G-1937
22815 - 102" Place West, Edmonds, Washington Page 2
We recommend that Geo Group Northwest, Inc. be retained to provide construction monitoring
services for the retaining wall construction in order to verify proper wall installation and
compaction of backfill. If you have any questions please feel free to call us.
Sincerely,
GEO GROUP NORTHWEST, INC.
Adam Gaston
Staff Engineer
William Chang, P.E.
Principal
Attachments: Plate I - Retaining Wall Site Plan
Plate 2 - Retaining Wall A X-Section
Plate 3 - Retaining Wall B X-Section
Plate 4 - Retaining Wall Notes
Calculation Sheets (3 pages)
cc: Mr. Dennis Christianson
Christianson Design Research
2610 204" St. SW
Lynnwood,,WA 98036
Mr. Charlie Nathan
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
Geo Group Northwest, Inc.
IDX-11E-��TAINING WALL SITE PLAN
RETAINING WALL SITE PLAN
A�
Grogp Northwest. Inc. PROPOSED EMPLOYEE BENEFITS OF AMJERICA
13M NE 20th Street, Suite 10, Bellevue, WA 98005
Phonc425/649-8757 FAX 425/649-8758 22815 - 102ND PLACE WEST.
Email mfo@gcogroupw.com EDMONDS, WASHINGTON
E: NTS -T DATE: 10�i� MADE: AG JOB NO.: G-1937 PLATE: 1
P,.�TAINING WALL A X-SECTION
AT NEW LOOP DRIVEWAY
KEYSTONE I r---RAILING (DESIGN BY OTHERS)
STANDARD BLOCK ----
ME 0
'COMPACTED
61 MA. (Ild) STRUCTURAL FILL
I QNAC�'�
GEOGRID SCHEDULE
DESIGN HEIGHT (Hd)
GRID LENGTH
GRID TYPE
GRID HEIGHTS (FROM BASE)
O'TO 2'
N/A
N/A
N/A
TTO 5'
5'
STRATAGRID SG200
1.3', 3.3"'
5' TO 6'
5.5'
STRATAGRID SG200
2', 47
"NOTE: WHEN WALL HEIGHT IS SHORTER THAN REQUIRED GRID HEIGHT THE GRID MAY BE
ELIMINATED.
RETAINfNG WALL A X-SECTION
Grogp Northwest Inc. PROPOSED EMPLOYEE BENEFITS OF AMERICA
13PO NE 20tb Su=t, Suite 10, Bcll�, WA 98005
Phone 425/649-8757 FAX 425/649-8758 22815 - 102ND PLACE WEST.
Entail infb@gwgroupnw.com
EDMONDS, WASHINGTON
SCALE: I"=3' DATE: 10/13/05 MADE: AG JOBNO.: G-1937 PLATE: J2.
Rvlc-�TAINING WALL B X-SECTION
AT NEW WALKWAY
PROPOSED NEW WALKWAY
KEYSTONE
STANDARD BLOCK--------,
now
.4 imm
0�1
RAILING
(DESIGN BY OTHERS)
BUILDING & PILE
FOUNDATION
tOMPACTED
STRUCTURAL FILL
I:STRATAGRID SG200
77 GEOGRID
*—DRAIN ZONE:
3/4",CLEAN CRUSHED ROCK
—4" DIAM. PERFORATED
;- 4
PVC PIPE
CRUSHED ROCK
LEVELING PAD
ON TOP OF
COMPACTED
SUBGRADE
F EXPERES: 2�-19-06-1
GEOGRID SCHEDULE
DESIGN HEIGHT (Hd)
GRID LENGTH
GRID TYPE
GRID HEIGHTS (FROM BASE)
O'TO 3'
N/A
N/A
N/A
TTO 5'
41
STRATAGRID SG200
21,41
"NOTE: WHEN WALL HEIGHT IS SHORTER THAN REQUIRED GRID HEIGHT THE GRID MAY BE
ELIMINATED.
RETAINING WALL B X-SECTION
ZGrom Northwest, Inc. PROPOSED EMPLOYEE BENEFITS OF AMERICA
131ZO NE 20th Street Suite 10, Bellme, WA 98005 22815 - 102ND PLACE WEST.
Phone 425/649-8757 FAX 425/649-8758
Ema tnfb@gwgro�4m�.com
EDMONDS, WASHINGTON
S E: I"=3' DATE: 10/13/05 MADE: AG JOB NO.: G-1937
CAL PLATE: 3
N .'
lk-YE-7-7AINING WALL NOTES
1. THE NEW RETAINING WALL SHALL CONSIST OF KEYSTONE STANDARD UNITS.
2. BLOCK VOIDS SHALL BE FILLED WITH 3/4-INCH CLEAN CRUSHED ROCK.
3. DRAIN ZONE DIRECTLY BEHIND WALL SHALL BE AT LEAST 12-INCHES WIDE AND
SHALL CONSIST OF 3/4-INCH CLEAN CRUSHED ROCK.
4. BLOCKS SHALL BE STACKED WITH A 1.25" OFFSET (8.8 DEG. BATTER).
5. BLOCKS SHALL HAVE A MINIMUM EMBEDMENT AT THE BASE OF THE WALL
8-INCHES (WALL A). WALL LOCATED AT SLOPE (WALL B) SHALL HAVE A MINIMUM
EMBEDMENT OF 12-INCHES. GEO GROUP NORTHWEST, INC. SHOULD BE CONTACTED
TO VERIFY PROPER EMBEDMENT AT TIME OF CONSTRUCTION.
6. DRAIN PIPE SHALL CONSIST OF MINIMUM 4-INCH DIAMETER PERFORATED PVC
PIPE LAID LEVEL OR WITH A POSITIVE GRADIENT TO DISCHARGE. DRAIN PIPE SHOULD
BE TIGHTLINED TO THE STORMWATER SYSTEM.
7. GEO-GRID SHALL CONSIST OF STRATAGRID SG200 OR EQUIVALENT. GEOGRID
SHOULD BE LAID LEVEL AND HELD TAUT AS REINFORCED FILLS ARE
PLACE D/COM PACTE D.
8. WALL SUBGRADE SHALL CONSIST OF THE MEDIUM DENSE TO DENSE NATIVE
SOILS OR COMPACTED SOILS. THE WALL SUBGRADE FOR WALL B SHOULD BE
COMPACTED TO A FIRM AND UNYIELDING CONDITION PRIOR TO WALL CONSTRUCTION.
GEO GROUP NORTHWEST, INC. SHOULD BE CONTACTED TO VERIFY PROPER WALL
SUBGRADE CONDITIONS.
9. LEVELING PAD MAY CONSIST OF COMPACTED CRUSHED ROCK MINUS.
10. MAXIMUM VERTICAL SPACING OF GEO-GRID LAYERS SHALL BE 32-INCHES.
11. FILLS PLACED BEHIND THE WALL (STRUCTURAL FILL AND REINFORCED FILL)
SHALL BE COMPACTED TO A FIRM AND UNYIELDING CONDITION AND SHALL MEET OR
EXCEED 95% OF THE MODIFIED MAXIMUM DRY DENSITY (ASTM-D-1557).
12. A RAILING SHOULD BE INSTALLED AT THE TOP OF THE WALL. THE RAILING
SHOULD BE EMBEDDED AT LEAST 24-INCHES BELOW THE TOP BLOCK. RAILING DESIGN
IS BY OTHERS.
13. THE K,EYSTONE WALL SHALL BE CONSTRUCTED IN GENERAL ACCORDANCE WITH
THE KEYSTONE DESIGN AND CONSTRUCTION MANUAL, 1997.
RETAINING WALL NOTES
GrojW Northwest, Inc. PROPOSED EMP . LOYEE BENEFITS OF AMERICA
13270 NE 20th Street, Suite 10, Beflevue, WA 98005 22815 - 102ND PLACE WEST.
Phom 425/649-8757 FAX 425/649-8758
1 Email iafo@gwgmpn�.com EDMONDS, WASHINGTON
I SCALE: N/A I DATE: 10/13/05 1 MADE: AG I JOB NO.: G-1937 I PLATE: 4 1
TONE
NING WALL SYSTEMS RETAINING WALL DESIGN
Version 3.3.1.152
Project: Employee Benefits ofAmerica Date: 10112105
Project No: G-1937 Designer: A G
Case: Case I
Design Method: Rankine-wlBatter (modified soil interface)
Design Parameters
Soil Parameters: X_PDCf
Reinforced Fill .34 0 125
Retained Zone 34 0 125
Foundation Soil 34 0 125
Reinforced Fill Type: Silts & sands
Unit Fill: CrushedStone, I inch minus
Minimum Design Factors of Safety
sliding: 1.50 pullout: 1.50 uncertainties: 1.50
overturning: 2.00 shear: 1.50 connection: 1.50
bearing: 2.00 bending: 1.50
Reinforcing Parameters: Strata -Grid Geogrids
Tult RFer RFd RFid L IDS FS Tal Ci Cds
SG200 3000 1.61 1.10 1.05 1613 1.50 1076 0.90 0.90
Analysis: 5'to 61 Case: Case 1
Unit Type: Standard 18" Wall Batter: 8.80 deg.
Leveling Pad: Crushed Stone
Wall Ht: 6.70ft -embedment: 0. 70ft
Level Backfill Offset: 1.00
Surcharge: LL: 250 psf uniform surcharge DL: 0 psf uniform surcharge
Load Width: 25. 00ft Load Width: 0.00ft
Results: Slidin Overturninz Bearing Shear Bending
Factors of Safety: 2.73 4.61 17.24 5.44 2.11
Calculated Bearing Pressure: 929psf
Eccentricity at base: 0. 13 ft
Reinforcing: (ft & lbs/ft)
Cale. Allow Ten Pk Conn Sery Conn
Lave Height Length Tension Reinf. Type Tal Tel Tsc
2 4.67 5.5 353 SG200 1076 ok 732 ok NIA
1 2.00 5.5 667 SG200 1076 ok 962 ok NIA
Reinforcing Quantities (no waste included):
SG200 1.22 sy1ft
NOTE: THESE CALCULATIONSARE FOR PRELIMINARY DESIGN ONLYAND SHOULD
NOTBE USED FOR CONSTRUCTION WITHOUT REVIEWBYA QUALIFIED ENGINEER
Pullout
FS
1.96 ok
3.47 ok
Date 10/12/05 Page I
TONE
ETA
If HING WALL SYSTEMS RETAINING WALL DESIGN
U Version 3.3.1.152
Project: Employee Benefits ofAmerica
Date: 10112105
Project No: G-1937
Designer: AG
Case: Case 2
Design Method: Rankine-wMatter (modified soil interface)
Design Parameters
Soil Parameters:
7- P -Cf
771,/
Reinforced Fill 34 0
125
Retained Zone 34 0
125
Foundation Soil 34 0
125
Reinforced Fill Type: Silts & sands
Unit Fill: Crushed Stone, I inch minus
Minimum Design Factors of Safety
sliding: 2.00 pullout: 2.00
uncertainties: 2.00
overturning: 2.00 shear: 2.00
connection: 1.50
bearing: 2.00 bending: 2.00
Reinforcing Parameters: Strata -Grid Geogrids
Tult RFcr RFd RFid LTDS
FS Tal Ci Cds
SG200 3000 1.61 1.10 1.05 1613
2.00 807 0.90 0.90
Analysis: 2'- 5'
Case: Case 2
Unit Type: Standard 18"
Wall Batter: 8.80 deg.
Leveling Pad: Crushed Stone
Wall Ht: 5.70ft
embedment: 0. 70ft
Level Backfill Offset: 1. 00
Surcharge: LL: 250psf uniform surcharge
DL: 0 psf uniform surcharge
Load Width: 25.00ft
Load Width: 0.00ft
Results: Slidin Overturnin
Bearin Shear Bending
Factors of Safety: 2.75 4.86
18.94 664 1. 79<<
Calculated Bearing Pressure: 794psf
Eccentricity at base� 0.07 ft
Reinforcing: (ft & lbs/ft)
Calc.
Allow Ten Pk Conn Sery Conn
Layer Height Length Tension Reinf. Type
Tal Tcl Tsc
2 <1.79 3.33 5.0 353 SG200
807 ok 760 ok NIA
1 1.33 5.0 434 SG200
807 ok 933 ok NIA
Reinforcing Quantities (no waste included):
SG200 1. 11 sy1ft
NOTE: THESE CALCULA TIONS ARE FOR PRELIMINARY DESIGN ONL YAND SHOULD
NOTBE USED FOR CONSTRUCTION WITHOUT
REVIEWBYA QUALIFIED ENGINEER
Pullout
FS
2.29 ok
4.58 ok
Date 10/12/05 Page I
TONE
RUNNING WMI S*STEMS RETAINING WALL DESIGN
Version 3.3.1.152
Project: Employee Benefits ofAmerica Date: 10113105
Project No: G-1937 Designer: AG
Case: Case 3
Design Method: Rankine-wlBatter (modified soil interface)
Design Parameters
Soil Parameters:
X-P-Cf
Reinforced Fill 34 0
125
Retained Zone 34 0
125
Foundation Soil 34 0
125
Reinforced Fill Type: Silts & sands
Unit Fill: Crushed Stone, I inch minus
Minimum Design Factors of Safety
sliding: 2.00 pullout: 2.00
uncertainties:
2.00
overturning: 2.00 shear: 2.00
connection:
1.50
bearing: 2.00 bending: 2.00
Reinforcing Parameters: Strata -Grid Geogrids
Tult RFcr RFd RFid LTDS
FS Tal
0 Cds
SG200 3000 1.61 1.10 1.05 1613
2.00 807
0.90 0.90
Analysis: 3'to 5' Wall at Walkway
Case: Case 3
Unit Type: Standard 18"
Wall Batter: 8.80 deg.
Leveling Pad: Crushed Stone
Wall Ht: 6.00ft
embedment: 1.00ft
Level Backfill Offset: 1. 00
Surcharge: LL: 0 psf uniform surcharge
DL: 0 psf uniform surcharge
Load Width: 0.00ft
Load Width: 0.00ft
Results: Slidin Overturnin
Bearinje Shear Bending
Factors of Safety: 3.43 5.70
18.64 9.25 8.59
Calculated Bearing Pressure: 706psf
Eccentricity at base: 0. 15 ft
Reinforcing: (ft & lbs/ft)
Calc.
Allow Ten Pk Conn Sery Conn
Pullout
Laver Height Length Tension Reinf. Type
Tal Tcl Tsc
FS
2 4.00 4.0 T28 SG200
807 ok 729 ok NIA
2.35 ok
1 2.00 4.0 384 SG200
Reinforcing Quantities (no waste included):
807 ok 902 ok NIA
2.76 ok
SG200 0.89 sy1ft
NOTE: THESE CALCULATIONSAREFOR PRELIMINARY DESIGN ONLY AND SHOULD
NOTBE'USEDFOR CONSTRUCTION WITHOUT REVIEW B YA QUALIFIED ENGINEER
Date 10/13/05
Page I
Q
ENGINEERING
Drainage Report & Calculations
FOR:
Employee Benefits of America
d
22815 102 Place West
Edmonds, WA 98020
rpArk-
10
S03
Prepared by: Ross A Jarvis, E.I.T. 3
r t
_rt
CG Engineering PLLC _q acre aC
sj�
May 4, 200.5
Revised September 21, 2005
STH""EET FILEgineening Project No. 050 EWSUB cv-f
1�01-. U
.SEP,-)
oFpARIMENT
BUIL011"GOF EDMONOS
CIT
jj
do =—=
w
0
ENGINEERING
Drainage Report & Calculations
FOR:
Employee Benefits of America
d
22815 102 Place West
Edmonds, WA 98020
EXPIRES 9 / 5 /2467
Prepared by: Ross D. Jarvis, E.I.T.
CG Engineering PLLC
May 4, 2005
Revised September 21, 2005
CG Engineening Project No. 05026.20
RESUB
STRN�N,.11;1 FILE sEp ?, 3 mr-
13UILDING ITMENT
DEPAR
Cl." OF EDMONDS
3
1DF-PPf'1! S
ON103F Ft)Wt4
PROJECT- OVERVIEW:
The project is located near the comer of 102 d Place West and Edmonds Way in Edmonds.'
Washington. The project site consists of an irregularly shaped parcel encompassing
approximately 0.45 acres. Development on site will consist of a two-story commercial building.
A vicinity map and photographs are included in Appendix A.
EXISTING CONDITIONS:
The existing project site is currently occupied by a single story duplex. The site is relatively flat
near the existing duplex, however, moderate to steep slopes are located at the southern and
northeastern portions of the lot. The site drains to the northeast with an average slope of
approximately 20 percent towards Edmonds Way. Currently there is very little or no off site
drainage onto this site. An existing storm drainage system is located in 102 nd Place West and
eliminates runoff from entering the site from the west. A single family residence is located to the
south and doesn't appear to contribute runoff. - There is not an existing detention system on site.
All runoff is currently exiting the site via sheet flow. The pre -developed flow rates for the 2-year,
1 0-year, and I 00-year 24-hour storms are 0.03, 0.06 and 0. 15 cfs respectively.
DEVELOPED CONDITIONS:
The developed 'site will consist of the two-story office building, which has a footprint of
approximately 0. 19 acres. The site is modeled with one basin, where storm water runoff is
generated mostly from the roof area and smaller concrete areas. Storm water runoff from these
areas will be captured and ' drained into a 4-foot diameter detention pipe located near the entrance.
to the parking area. The runoff will pass through a flow control structure that will detain the
developed flows and release them at the pre�developed 10 and 100-year peak release rates. See
Appendix B for sizing calculations. After the storm water has passed through the flow control
structure, it will drain into the existing drainage system located in 102 nd Place West.
Other quality control requirements as specified in ECDC 81..ao.060.B are as follows.
#2: Preservation of Natural Drainage Systems
The existing storm water currently drains onto 102 d Place West where it is captured on the
street by existing catch basins and then conveyed in an underground pipe system. After
development is completed storm water will be released from the detention tank, into the
same existing underground pipe system.
#3: Source Control of Pollution:
Storm water being detained is from the roof and landscaped areas, where pollution sources
are not very common. The main source for pollutants may come from someone
inadvertently pouring a pollutant into the grate located in the garage. To try to prevent this
from happening, the wording, "STORM WATER - NO DUMPING" will be stenciled
beside the grate. Water in the garage area will be captured by floor drains and gravity flow
to the sanitary sewer by a separate system detailed on the plans.
#4: Runoff Treatment BMPs: Reinforced
The site is discharging directly into a hard piped storm water system and is less than one
acre, therefore the pre -developed runoff for the 2, 10 and 100-year events will be matched
as required by ECDC 18.30.060 (a.). The pre -developed runoff will be calculated using
Second Growth Forest as a pre -developed condition.
#5: Wetlands:
There are no wetlands on -site or down stream from the site, therefore this requirement is
not applicable.
#6: Water Quality Sensitive Areas:
There are no sensitive areas down stream from the site, therefore this requirement is not
applicable.
#7: Off -Site Analysis and Mitigation:
Existing storm water from this site is captured by catch basins located on 102 d Place West
nd
where it is conveyed in a closed system flowing northeast to the intersecti"On of 102 Place
West and Edmonds Way.
#8: Basin Planning:
The project is located in the Shellabaker Creek Basin.
#9: Operation and Maintenance:
Operation and Maintenance will be the responsibility of the owner.
#10: Financial Liability:
Required performance bonds will be provided as necessary.
EROSION AND SEDIMENT CONTROL:
Clearing limits are delineated on the final engineering plan's and will be flagged in the field prior
to the start of construction. A filter fabric fence will be installed around the entire downhill
perimeter of the site along the property lines. The filter fabric fence will be checked periodically
during the wet season. It will be inspected during and after any heavy rainfall. Damage will be
repaired prior to leaving the site.
The fence shall be removed within 30 days after the site has been stabilized. Any disturbed areas
resulting from construction or removal of the erosion control measure shall be stabilized. If
possible, the clearing and land alteration work will be scheduled in the dry season. Trapped
sediment will be removed or stabilized on site.
A gravel construction entrance will be placed on 102 d Place West. prior to any clearing for the
new retail building to minimize truck tire soil tracking. If construction vehicles transport soil
and/or debris onto road surfaces, the roads shall be cleaned thoroughly at the end of the day.
Sediment shall be removed by shoveling and sweeping and transported to a controlled sediment
disposal area. Street washing shall be allowed only after sediment is removed in this manner.
APPENDIX A
Elm Way.
Sth Avt S
:Bkh St
�,.-'Woodlway 13t�.Wqy'i
_J
14th St Sw
14th Way,. Sw
Algc�jquin Rd 226th St Sw
23 j st& S
w
Robin Hooa Dr
�C -filar Tuck tri�.,
Robbeys Roost Rd
0 2K5 MapOuestc:am, Inc,
Vicinity May
Not to Scale
0
d P11 SW
2361h PI Sw
!CD 40
LM
3? 7E
>
224th St Sw ;9
226th P1 Sw
sw' —
th PI Sw -Z2a
.2281h PI SW
'.�oMnd St S.W
St Sw to
235MM St"Sw
235t h
J�
02005 MAV4
m VIM
....... .......
mv?
'L
It
'pal
MI.
01
'"115m" I
�mlql
Ov �T..
qW41 t
4V
-gn
"pg-
k4z
it.
_Atr
MV,
At
7 U,
40
AO
IPA
'All T*.,
VV
It
�5 or
If
X.Y.. ,
71
h =E
"�n V
Ilk
bt,
jt,
TWA
APPENDIX B
m
I I . Detention, Volume Calculation Worksheet
for Employee Benefits of America Building in Edmonds
Basis for the design on the DOE Standards for Detention of matching of the existing Y2 -2yr.
/ I Oyr./ 1 00-yr. storm release rates.
Use King County HYD program for Detention Volume Calculations
Soil Type: Alderwood Type - 46C99
Total Area: 0.45 acres
Predevelopement
Pervious Area = 0.42 acres with CN 81
Impervious Area = 0.03 acres with CN 98
Travel Time (Tt) = 6.5 min..
Proposed development:
Pervious Area = 0.21 acres with CN = 86
Impervious Area = 0.24 acres with CN = 98
TravelTirne (Tt) = 5.0 min.
Storm for Area: 24 hour Type IA (Snohomish County)
2-31 10-31. 100-yK.
1.5 in. 2.0 in. 3.0 in.
Calculated Stonns Volumes and Release Rates for EMployee Benefits of America Buildin
Storm Existing(cfs) Developed (cfs) Target(cfs) Actual (cfs) PK Stagefft.) Volume (cu. ft.)
4' pipe calculations
1 0-year 0.06 0.16 0.06 0.06 .2.26 300
1 00-year 0.15 0.28 0.15 0.15 3.99 523
Orifices: bottom 1.05 in. / top D = 1.55 in. @ H = 2.10 ft.
Required Storage = 523.5 Cu. Ft.
Required Length of pipe = 28 Lin. Ft.
Volume provided by 4' Diameter pipe = 352 Cu. Ft
Volume provided by (2) 2' of 2.' Diameter pipe = 12.5 Cu. Ft.
Volume provided in (2) Manholes = 164 Cu. Ft.
Volume provided in Pipe and Manholes = 528.5 Cu. Ft.
Water Quality: No Storm Water Quality improvement required
--City of Edmonds CG # 05026.20
4'pi pe. txt
Employee Benefits Of America
4' Detention Pipe
KING COUNTY DEPARTMENT OF PUBLIC WORKS
surface water management DiVision
HYDROGRAPH PROGRAMS
version 4.21B
1 - INFO ON THIS PROGRAM
2 - SBUHYD
3 - MODIFIED SBUHYD
4 - ROUTE
5 - ROUTE2
6 - ADDHYD
7 - BASEFLOW
8 - PLOTHYD
9 - DATA
10 - RDFAC
11 - RETURN TO DOS
ENTER OPTION:
k/D FACILITY DESIGN ROUTINE
SPECIFY TYPE OF R/D FACILITY:
1 - POND 4 - INFILTRATION POND
2 - TANK 5 - INFILTRATION TANK
3 - VAULT 6 - GRAVEL TRENCH/BED
ENTER: TANK DIAMETER (ft), EFFECTIVE STORAGE DEPTH (ft)
ENTER [d:][pathlfilename[.ext] OF PRIMARY DESIGN INFLOW HYDROGRAPH:
PRIMARY DESIGN INFLOW PEAK = .28 CFS
ENTER PRIMARY DESIGN RELEASE.RATE(CfS):
ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE (5 MAXIMUM):
ENTER [d:][path]filename[.ext] OF HYDROGRAPH 1:
ENTER TARGET RELEASE RATE(CfS):
ENTER [d:][path]filename[.ext] OF HYDROGRAPH 2:
ENTER TARGET RELEASE RATE(CfS):
ENTER: NUMBER OF ORIFICES, RISER-HEAD(ft), RISER-DIAMETER(in)
RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW .09 FT
SPECIFY ITERATION DISPLAY: Y - YES, N - NO
SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE
SUMMARY OF INPUT ITEMS
1) TYPE OF FACILITY: TANK
2) TANK DIAMETER(ft), STORAGE DEPTH(ft): 4.00, 4.00
3) VERTICAL PERMEABILITY(min/in): .00
4) PRIMARY DESIGN HYDROGRAPH FILENAME: dev100
5) PRIMARY RELEASE RATECCfS): .15
6) NUMBER OF TEST HYDROGRAPHS: 2
Page 1
4'pi
pe. txt
TEST HYD 1 FILENAME:
devlO
TARGET RELEASE(CfS):
.06
TEST HYD 2.FILENAME:
dev100
TARGET RELEASE(CfS):
.15
7) NUMBER--:OF-ORIFICES,
RISER-HEAD(ft),
RISER-DIAM(in):
2, 4.00, 12
8)-ITERATION DISPLAY:
NO
ENTER ITEM NUMBER TO BE REVISED (ENTER
ZERO IF NO REVISIONS
ARE REQUIRED)..
INITIAL STORAGE VALUE FOR ITERATION PURPOSES:
1230
CU-FT
BOTTOM ORIFICE: ENTER
Q-MAX(CfS)
DIA.= 1-.05'INCHES
TOP ORIFICE: ENTER HEIGHT(ft)
DIA.= 1.55 INCHES
PERFORMANCE: INFLOW
TARGET -OUTFLOW
ACTUAL -OUTFLOW
PK-STAGE
STORAGE
DESIGN HYD: .28
.15
.15
3.99
523
TEST HYD 1: .16
.06
.06
2.26
300
TEST HYD 2: .28
.15
.15
3.99
520
SPECIFY: D - DOCUMENT,
R-- REVISE, A
ADJUST ORIF,
E - ENLARGE.,
S - STOP
PERFORMANCE: INFLOW
TARGET -OUTFLOW
ACTUAL -OUTFLOW
PK-STAGE
STORAGE
DESIGN HYD: .28
.15
.15
3.99
523
TEST HYD 1: .16
.06
.06
2.26
300
TEST HYD 2: .28
.15
.15
3.99
52G
STRUCTURE DATA: R/D TANK (FLAT GRADE)
RISER -HEAD TANK-DIAM STOR-DEPTH TANK -LENGTH
STORAGE -VOLUME
4.00 FT 4.00 FT
4.00 FT
41.7 FT
523 CU-FT
DOUBLE ORIFICE RESTRICTOR:
DIA(INCHES)
HT(FEET)
Q-MAX(CFS)
BOTTOM ORIFICE:
1.05
.00
.060
TOP ORIFICE:
1.55
2.10
.090
ROUTING DATA:
STAGE(FT)
.00
.40
.80
1.20
1.60
2.00
2.10
2.40
2.80
3.20
3.60
4.00
4.10
4.20
4.30
4.40
4.50
DISCHARGE(CFS)
.00
.02
.03
.03
.04
.04
.04
-.08
.10
.12
.14
..15
.46
1.03
1.76
2.55
2.84
STORAGECCU-FT)
. .0
27.2
74.5
132.1
195.6
261.8
278.4
328.0
391.4
449.0
496.3
523.5
523.5
523.5
523.5
523.5
523.5
PERM-AREA(SQ-FT)
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
AVERAGE VERTICAL PERMEABILITY: 0, MINUTES/INCH
SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP
Page 2
pre.txt
Employee Benefits of America
Existing conditions
KING COUNTY DEPARTMENT OF PUBLIC WORKS
surface water management DiVision
HYDROGRAPH PROGRAMS
version 4.21B
1 - INFO ON THIS PROGRAM
2 - SBUHYD
3 - MODI FIED SBUHYD
4 - ROUTE
5 - ROUTE2
6 - ADDHYD
7 - BASEFLOW
8 - PLOTHYD
9 - DATA
10 - RDFAC
11 - RETURN TO POS
ENTER OPTION:
SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
STORM OPTIONS:
1 - S.C.S. TYPE-lA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
S.C.S. TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
----------------------------------------------------------------------
S.C.S. TYPE-lA DISTRIBUTION
2-YEAR 24-HOUR STORM **** 1.5011 TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO.
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.4 .4 81.0 .0 98.0 6.5
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.03 7.83 619
ENTER Ed:][pathlfilename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
STORM OPTIONS:
1 - S.C.S. TYPE -IA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
Page 1
pre.txt
S.C.S. TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
-----------------------------------------------------------------------
S.C.S. TYPE-lA DISTRIBUTION
10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO.
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.4 .4 81.0 .0 98.0 6.5
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
7.83 1114
ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
SPECIFY: C - CONTINUE, N - NEWSTORM, P PRINT, S - STOP
STORM OPTIONS:
1 - S.C.S. TYPE -IA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
S.C.S. TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
----------------------------------------------------------------------
S.C.S. TYPE-lA DISTRIBUTION
100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO.
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
.4 .4 81.0 .0 98.0 6.5
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.15 7.83 2303
ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
Page 2
Time. of Concentration ( T, Existing Conditions
for: City of Sequim
Sheet Flow - Segment 1
L =
120 ft
Ns =
0.15 Short Prairie Grass
P2 =
1.50 in 2-year
so =
0.25 ft / ft
Tt =
5.96 min
Shallow Concentrated Flow - Segment 2
L =
85
ft
K =
11
S hort Grass, Pasture
so =
0.09
ft / ft
Vo =
3.30
ft/sec
Tt
0.43
min
c
Total = 6.39 Minutes
Use: 6.5 Minutes
Time of Concentration tsy Jarvis 9/19/2005
Md D2tC
ENGINE--E-R4NG— Existing Conditions
SaRic Shmt No.
250 4th Ave. South N.T.S.
Suite 200 lob No.
Edmonds, WA 98020 Employee Benefits of America 05026.20
X,
lb
cl
'o
-6
10
a rr< .1
14
ck:
In
Rp.
Y, or
0
IF$
A-
.9
9
< '0.0 ee
IR
SID o*
-60
.91
()� Wv-
6,>. � -9s,'.rQ
019 J, /,t9R9
19
-0,
66'-
.........
r 0
63"as,
y VJ IN VS
—0
15
oe.
.00.0e r
17
1:Wd
7 VHS
to
APPENDIX C
NE 1/4, SECTION 36, TOWNSHIP 27'NORTH, RANGE 3 EAST, W.M.
FOR
NEW
C4. EENGINIE-GRING
75 LANOO 250 4TH AVE. L. SUITE EGG
TAINABLE VAC470 law PL w. EDMONDS. WASHINGTON M20
WVM (,E_ 7) EX M\ PHONE I
mm. 31LOI �11,�CMISTRIJCUOII ENTRANCE
vm" 1101- 314.66, PER WL 54, PC& 140 & 147 (425) 7m-asw
0. 0 Or COMMISSICNEeS RECOM TAX (425) 77�5336
314.51 V\
(nav *3D9'
lb i FORM
P�f LIE
A
e nay*4ar4.rw ia? ca,
ftd.91.4r
of" A-27.69' 1. GO
44 .6 FILTER FABRIC UATM&
40 OR EOWALIENT 01 FAIM 01 ECLIAL
t.C.14 GADGE WELDED FILTER FABRIC MATERIA.
SYPORT FDKE la,
FOR SLIT FU —T
+
COIVACTED
BI AND
BMT NEWLY GRM OR
4r:
Pat-
ASO
332-
J.'14
Apo
+
N. N.
322
_�EENG CMEWC RXEM
111.12 FAIRIC RACE +
V
324
N
N
jaz N
7,
0.,A 7 - 1� -1
40 A?'
's. so-)� Y?&
fl. Jjo
-110
352
354
— —T
T
Ir
Burr wrmm OF FLIER STEEL POSTS V OFF CINTER
MATERIAL X CAr TOM
FILTER FABRIC FENCE
NTS
0
0
<3 a C..)
-0
Cuum r mam -j
.p
cumm p
SPALLS
PRWIX FILL WOIH OF
CHECIC: GAG
NOTES,
INGRERVEDIESS au
1. CONDIACTUR SHALL MAINTAIN AND CLEAN
JOB No, 05026.20
1001RAITY CMISTIArTION DITRANCE ON A
REE" BASIS.
DATEE: 03/16/05
L PRM ADOI QUARRY SPALLS
-T
AS OREM BY THE Crty.
I LOCATE CMML110N ENTRANCE AT THE
PEEMANDIT ENTRANCE FOR THE
4. A CIENEXTILE SEPARATOR LAYER I&M
BE INSTALEO BETWEEN THE QUARRY SPALLS
AND THE LIKEMYING SOLS. I I
0_1MIORARY .10NITlICTION 10.MCE
RDV4 k RULACE
CATCH BASH GRATE
TO INSEALL VISERT
FUSS DAWMAIENTAL
I
SMEAMQM CATCH
BASIN SEENCM7 INSERT
Dum CATCH &ASm
mma jaw OR Eam
RULACE AS NECESSARY
OLRK DINSTRICION
FLIM WATER
I O�UNM PAM AFIE REOLEFIED AT THE TOP OF
FILTER SOCK WDIN IHE CATCH BASIN.
-CATCHBASIN SEDIMENT PROTECT10N
HIM
z
0 z
V)
0
LLJ
0
Of z
00
< CL u
LU m
0 ;�: LLJ Z
La o o
N
UJ (L (3) F—
z < Z z
LLJ
m z 0 LLJ
C-4
Ld 0
LLJ - V)
>- 0
0 r) z 0
-i ;-o 0
CL :2
m C-4 a LLI
ul C,4 ui 0
SHEET.
DEM Q I I
A 4ON & TEMPORARY EROSION & SEDIMENTATION CONTROL PLAN
sc C2.1
TP P q P P I A KI q W A \/F n PP ki P P r-D A 0 r- n C n D A r F K I rY P fi 17 W A K I n A 0 E Q I I Q Ir rT TA rU A IN I r C' f) 0 h I r) T I I C C MID N)h I C TO I I rl TI 1) h I nO 0 1 r) n i k i r, n I i r) n n or c Ihn TU ni I T ci (,k I rr) A rrk Inv A r) n n m I A i CT A i i In PA I 1 0 c-cf)O I- vr\i I , r\ I r, i ON) A n A C C C C
NE 1/4, NW 1/4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.m.
i 0,
N,
.,VTS UN06TAWASU
(C- 1.309.7)
(nELD w"
cly
I It
41
N,
4t
6ff
k;,
PJD
A 4
4'�
w Sol
c' &
J
N:N
INSTALL CINDEFE WMI
. ...... SMICIM
ji
"T
up W� 317S
ILat. 3121f
A
"j
r
lo
40
I,
.4.
Of IS
sx. . I
3SLIO
IL
PROPOSED BIJ DIN(3 k\
F.J�\E.= 3 77125%,
2 (MAIN LEVEL)
Z.
V
F F\�= �l §25' (LOWER LIfv'EL)
f
4
7-
NN
11517A.L. RDCmt�
—PER
woo-uvpm
Ar
I J44 R46M aNCRIX WTAMNC WAIL 3-0
put pxrnw�(m. J?z
JW
A?&
N
A4
346
Ak
V,
J-0
350
352
jw
354
J56
GRADING PLAN
SCALE: I- - III
THFSF PI AV HAVF RFFN PRFPARFn FnR ACFNr.Y RF\AFW ANn ARF ql]R,IFC.T TO rHAN(F
10 0 IQ ED
nn NnT I lqF rnp r.nmqTPlirTinN oR Pinnimr Piippnqpq
GRADING QUANTITIES 4= 4m
eNGINCErEFUM
TOTAL, EMBANKMENT 2225 CU. YDS. 230 4TN A� $_ SIM 2W
EDMOND$. WASHINGTON SM20
TOTAL EMBEDMENT 2020 CU. YDS. p"m (m) 773-8300
FM (425) T13-%36
TOTAL 4245 CU YDS
6* TOPSOIL OR
GRAVU OVER rECTE)MLE
BUX% CW GROUTED IN PLACE
FILL Of VOIDS W/ 1/2' TO 3/4'
MINIUS CRLISHED ROCX OR PER
MQ"ACTIURER'S RECOMMENDATIONS
GEO TEVILE
FILTER FABRIC
ROAD SURFACE
RACOU BEHIND WALL WITH
1'-0* MIN WIDTIH OF CL.EAN
WELL DRAINING GRAN"
FILL. PER MANLIFAL n
RECOMMENDATIONS.
MIN 6'0 PERF RIGIO DRAIN
PIPE. SLOPE TO DRAIN AND
ONNECT TO STORM DRAM '0
blwm PROVIDE CLEANOUIS
WDISTUREIED NATIVE SOIL
OR COMPACTED GRWUW
BkSE. AS REOURED
BLOCK WALLS SHALL NOT BE CONSTRU=M IN crry Row.
A 2'-0' sKi DISTANCE SMALL BE MAWAINEDI
BETWEEN WALL AND PRIVATE ACCESS ROAD
SURFACE
NOTES
1. MOU" BLOCK WALLS NUN GEOGAID SONFORCING SNALL BE
DESIGNED
me sE*wm Err A 9M UWGED PROFEMICHIN. IXQNM
2. MODIAAR BLOCK WALLS OVER 4 -0' IN HECNT AND/OR LOCATED IN A CIDM AlEk
OR MEADOWDALE EARTH SUBSEDICE LANDSLIDE HAZW ARDL ROAM A BUILDING
POOff AND MIM BE DM;NED AND SVAIPT.VYA�_5?M UCIDESE�PRCFESWMAL
DZIMML
-E -M
.-c'f-T---.y F, -* '.. - Q :Q
STANDARD DETAIL
D. GERERT ojreslki� MODULAR BLOCK WALL
EIL12
r,'\ KEYSTONE BLOCK WALL
CLASS 'B* ASPHALT CONCRETE
WEARING COURSE (WSDOT STD.
SPEC 5-04.0)
20%
D(TRUDED CURB PER C.O.E.
STANDARD DETAIL EV
(SEE DETAIL ON SHEET C5.2)
�7_0%
CRUSHED SURFACE BASE
COURSE 12'
(WSDOT SM. SPEC 9-0.19(3))j SUITABLE NATIVE MATERIAL FILL MIN.
TOP 12' COMPACTED TO A GEOIEME
WIN i OF FILTER FABMC--"
95% RELATIVE COMPAC71ON USING
AASHTO T- 1 60 (ASTM D15571
UNSUITABLE NATIVE MATERIAL SHALL
BE REPLACED.
.6 "
.,I, T7.Tm
OF DETENTION SYSTEM-/
_01*_
wTpni IT QIr.'KIr_n_.ArrhIrV Ac)pPn\/Al qTAIAP rAii PFFnPF YnlI nir
HANDRML
DESIGN: ROJ
EIR
j08 NO. 05026.20
DATE: 03/10/05
0
D:
V)
0
0
0- 0)
LLJ 0 <
DO z
LLJ
V)
o to z
1 0
(L �; :x
M C'4 0
La C-4 LAJ
SHEET
z
CL
ck:
0
C3.1
4" .0.
NE 1/4, NW 1/4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 E ST, M.
001
SM LWGNC MH FRAME
COVER IMMED
RDP)
(FILD T"
Rw-EL-31&20 �E- (s)
(s)
NvExTs LWOBTAINABLE---1.11, -lee(
REAR GATE
Wr KANDLE
(MMO ON
LAWER RUNG)
:1,3DIL7)
(FIELD VE" IE- 31MI (NO
MIN
f AM YI)ff
I 1&uL TVFE I GI
Le
4r- x. 17
sTRAP
(BOLT m7m
smuerm
TO MAMaQ
t
R—M - 31-5j
I-W� QRFKE
r Pvc/or ADAP1M
A
C39W FIXIM MAINS M PtD
DMEIDMMM SYMSrDI WITALL TYPE I
.7
"Am
ro=m
ro cup
s'm GAII
MDED=SYM
A'AR)
am
STDItAGE
MAN
x
RESTRI= PLATE
2. MK
!j
Sms
LL ZU N,
�-Y%
YARI)
40 LF. Co PC
nonLm TD
DETERRO
a
GLADE
Z' AIR WENT
0,
44 ADS
TYPE I MANIHME
N.
.. .. . ............ .... .
TYPE 0
I Ce
WAIE- X17CS II
E.
32
4 A r IRA PWIRAIW PVC PIPE
WW r CF r MU CPAXIEL
L ALL AMM WAPPED IN FNM 91A0E
NOW-II(AfIf QMTEGLE F)SK
90E 10 MA 11r: f-0
ML TURN DOW PUMIENS
AS
% DMWW
(op I ;=3 — v—:-7- To MID111111 mm
D"
v
mi. 3xto T
f N
LK =VAWL
N, mm
IS I%=
Im LEAN W
%--PROROSED BUILbiNr,
32'- `2$�' (MAIN LE
FtE 7�1 VEL)
.N"
: F001ING DRAIN AND ROOF DRAIN SECTION
N, !F-S.E.=317.625' (LO N\
WER LEVEL)
-T
j:;o"
YARD DIU\�
IR%�
7-
TAM
(RATE- 327.5
-.4p & J24J :3241 f
',YARD OM
3270 -44
;o
Jot
IE-'
41
#
J N,
at
p!
05 jza
— — — — — — — - 1 410
WA
A�p
3.50
352
71
356
11
DRAINAGE PLAN
SCALE I - I(Y To n
THESE PLANS HAVF RFrN PRFPARFn FnR ACTNCY RF\AFW AW ARF �IIRJFU Tn (-.MrF nn MnT 1IqF Fnp rnmqTpii(\-nnm nP Pinrair oiim3oqr-cZ VLnTWOI IT lZIMM A('Ckl('V ADDPOWAI QTAkAD rAI I Punpr vni i nir 1-pnr)-A')A-. rE�rr
ff r KET
E. *MI.3
i
4 = c M
eYGINEeRING
2W 4� AVL IL, SUIT[ 2W
commos. Ram
WONE (425) 7711-am
1" ('23) 71`11-3mis
DESIGN: Ftoj
DRAW JRP
CHECK: GAG
JOB No. 05026.20
DATE: 03/16/05
u
cr
v)
LJ
0 -0
v, L' z
-j DO
Lj jL a)
IL
m z 3: LLJ
04
L,j �?- 0
V) <
Z z
0
(L Go M
:2 IN 0
L'j N w 0
SHEET
C4.1
RETAINING WALL DESIGN
EMPLOYEE BENEFITS OF AMERICA
22815-102 ND PLACE WEST
EDMONDS, WASHINGTON
G-1937
Prepared for
Mr. Ross Jarvis
CG Engineering
250 4" Avenue South, Suite 200
Edmonds, WA 98020
November 9, 2005
GEO GROUP NORTHWEST, INC.
13240 NE 20' Street, Suite 10
Bellevue, Washington 98005
Phone: (425) 649-8757
info@gdogroupnw.com
STREET FILE
4
Geotechnical Engineers, Geologists
Group Northwest, Inc. & E rvironmental Scientists
November 9, 2005
Mr. Ross Jarvis
CG Engineering
250 4' Avenue South, Suite 200
Edmonds, WA 98020
Subject: Retaining Wall Design
Employee Benefits of America
22815-102 nd place West
Edmonds, Washington
Dear Mr. Jarvis:
G-1937
At your request we have prepared the attached Retaining Wall Design for the proposed walls at
the subject site. This design supercedes the Retaining Wall Design dated October 13, 2005.
Introduction
We understand that a new segmental block retaining wall is proposed to retain fills for the new
loop driveway. Based upon the digital drawing files which you sent us the maximum wall height
at this location is 6 feet. A 3-foot tall open railing is proposed to be installed on top of the wall.
In addition, we understand that a block retaining wall has been proposed to suppoil the new
walkway on the northeastern side of the building. Based upon the existing topography and
proposed walkway elevations the wall will have a maximum height of 5 feet.
Retaining Wall Design
Geo Group Northwest, Inc. has performed design calculations for the proposed retaining walls .
and prepared the attached design details, Plates 1-4. Calculations for internal wall stability were
performed using the Keystone Keywall software program, version 3.3.1.152. We have attached
copies of the calculation sheets.
13240 NE 20th Street, Suite 10 - Bellevue, Washington 98005
Phone 4251649-8757 - FAX 425/649-8758
November 9, 2005 G-1937
22815 - 102" Place West, Edmonds, Washington Page 2
We recommend that Geo Group Northwest, Inc. be retained to provide construction monitoring
services for the retaining wall construction in order to verify proper wall installation and
compaction of backfill. If you have any questions please feel free to call us.
Sincerely,
GEO GROUP NORTHWEST, INC.
Adam Gaston
Staff En gineer
William Chang, P.E.
Principal
Attachments: Plate I - Retaining Wall Site Plan
Plate 2 - Retaining Wall A X -Section
Plate 3 - Retaining Wall B X-Section
Plate 4 - Retaining Wall Notes
Calculation Sheets (3 pages)
cc: Mr. Dennis Christianson
Christianson Design Research
2610 204'h St. SW
Lynnwood, WA 98036
Mr. Charlie Nathan
Nathan Construction Co.
9792 Edmonds Way, PMB #266
Edmonds, WA 98020
Geo Group Northwest, Inc.
'IDVEETAINM--- G..WALL S TEP
KEYSTONE
STANDARD BLOCK-
31
E�
*NoTE:
WHEN WALL HEIGHT IS SHORTER THAN, REOUIRED GRID BE16HYTHE GRID BE
ELIMINATED.
..,RETA G, ALL1. X SECTION
-.�',`�GroUp:N)fthWe
st
PROPOS LOYEE B
EDE P . ENEFIT& OF AMERICA
132%NE2th'Stc,%Stdtc-]OBcflc�c,WA'98005
Phwc 425/649-8757 FAX 425/64"758
22815 102ND PLACE: WEST.
Eri" kfo@g -mm
EDMONDS WASHINGTON
SC,
-ALE-1 V'..1-3:
DATE:. 10/13/05T.
AG::,.
jOBNO.:,%.G- 937.— T
'A
:PL TE: 2'
71
IV-LiTAININGWALL �D.,:IX....SECT-110-
A, r-w-q M�:: -Tw-v % 'WIr 'Ir 'W'W 'Ir A -1r, �lvmw� -W -ur nr A
STANDARD BLOCK F
A
UILDING & PILE
FOUNDATION
OMPACTED
STRUCTURAL FILL -
.51
CLEAN CRUSHED ROCK
STRATAGRID SG200
GEOGRID
....----DRAIN Z
ONE:
3/4" CLEAN CRUSHED ROCK
6.0" 'A, I T
4" DIAM. PERFORATED
PVC PIPE
-CRUSHED ROCK
LEYELING PAD
ON TOP OF
COMPACTED
�SUBQRADE
DESIGN HEIGHT ([-Id)
GRID":LENGTH
�GRID: TYPE.,-
GRID HEIGHTS (FROM'�BAM�
N/A
N/A
YT �'5'
STRATAORIDISM00-,
21, 41
�l
RETAINING WALL NOTES
1. THE NEW RETAINING WALL SHALL CONSIST OF KEYSTONE STANDARD UNITS.
2. BLOCK VOIDS SHALL BE FILLED WITH 3/4-INCH CLEAN CRUSHED ROCK.
3. DRAIN ZONE DIRECTLY BEHIND WALL SHALL BE AT LEAST 12-INCHES WIDE AND
SHALL CONSIST OF 3/4-INCH CLEAN CRUSHED ROCK.
4. BLOCKS SHALL BE STACKED WITH A 1.25" OFFSET (8.8 DEG. BATTER).
5. BLOCKS SHALL HAVE A MINIMUM EMBEDMENT AT THE BASE OF THE WALL
8-INCHES (WALL A). WALL LOCATED AT SLOPE (WALL B) SHALL HAVE A MINIMUM
EMBEDMENT OF 12-INCHES. GEO GROUP NORTHWEST, INC. SHOULD BE CONTACTED
TO VERIFY PROPER EMBEDMENT AT TIME OF CONSTRUCTION.
6. DRAIN PIPE SHALL CONSIST OF MINIMUM 4-INCH DIAMETER PERFORATED PVC
PIPE LAID LEVEL OR WITH A POSITIVE GRADIENT TO DISCHARGE. DRAIN PIPE SHOULD
BE TIGHTLINED TO THE STORMWATER SYSTEM.
7. GEO-GRID SHALL CONSIST OF STRATAGRID SG200 OR EQUIVALENT. GEOGRID
SHOULD BE LAID LEVEL AND HELD TAUT AS REINFORCED FILLS ARE
PLACED/COMPACTED.
8. WALL SUBGRADE SHALL CONSIST OF THE MEDIUM DENSE TO DENSE NATIVE
SOILS OR COMPACTED SOILS. THE WALL SUPGRADE FOR WALL B SHOULD BE
COMPACTED TO A FIRM AND UNYIELDING CONDITION PRIOR TO WALL CONSTRUCTION.
GEO GROUP NORTHWEST, INC. SHOULD BE CONTACTED TO VERIFY PROPER WALL
SUBGRADE CONDITIONS.
9. LEVELING PAD MAY CONSIST OF COMPACTED CRUSHED ROCK MINUS.
10. MAXIMUM VERTICAL SPACING OF GEO-GRID LAYERS SHALL BE 32-INCHES.
11. STRUCTURAL FILL BEHIND WALL B SHOULD CONSIST OF CLEAN CRUSHED ROCK.
12. FILLS PLACED BEHIND THE WALL (STRUCTURAL FILL AND REINFORCED FILL)
SHALL BE COMPACTED TO A FIRM AND UNYIELDING CONDITION AND SHALL MEET OR
EXCEED 95% OF THE MODIFIED MAXIMUM DRY DENSITY (ASTM-D-1557).
13. A RAILING SHOULD BE INSTALLED AT THE TOP OF THE WALL. THE RAILING
SHOULD BE EMBEDDED AT LEAST 24-INCHES BELOW THE TOP BLOCK. RAILING DESIGN
IS BY OTHERS.
14. THE KEYSTONE WALL SHALL BE CONSTRUCTED IN GENERAL ACCORDANCE WITH
THE KEYSTONE DESIGN AND CONSTRUCTION MANUAL, 1997.
RETAINING WALL NOTES
Group orthwest, Inc. PROPOSED EMPLOYEE BENEFITS OF AMERICA
131ZO NE 20th Street, Suite 10, Mewe, WA 99005
"--NNNF- Phne 425/649-8757 FAX 425/64M758 22815 - 102ND PLACE WEST.
Funail kf4@gcogrmpnwxom - EDMONDS, WASIUNGTON
I SCALE: N/A I DATE:, 11/9/05 1 MADE: AG j JOB NO.: G-1937 I PLATE: 4 1
J'1,dl r TONE
RETA
]NINO WALL SYSTEMS
RETAINING WALL DESIGN
Version 3.3.1.152
SEISMIC DESIGN
Project: Employee Benefits ofAmerica
Project No: G-1937
Case: Case I
Design Method: Rankine-wlBatier (modified soil interface)
Design Parameters
Soil Parameters:,
Reinforced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type:
Unit Fill:
k �i X-P-Cf
34 0 125
34 0 125
34 0 125
Silts & sands
Crushed Stone, I inch minus
Date: 1119105
Designer: AG
Peak Acceleration = 0.15 g Vertical Acceleration = 0. 00 g
Factors of Safety (seismic are 75 % of static)
sliding: 1.5011.13 pullout: 1.5011.13 uncertainties: 1.5011.13
overturning: 2.0011.50 shear: 1.50 connection: 1.5011.13
bearing: 2.0011.50 bending: 1.50
Reinforcing Parameters: Strata -Grid Geogrids
Tult
RFcr AFd - RFid L TDS FS
Tal Ci Cds
SG200 3000
1.61 1.10 J.05 1613 1.50
1076 0.90 0.90
Analysis: 5'to 6'
Case: Case I
Unit Type:
Standard 18"
Wall Batter: 8.80 deg.
Leveling Pad:
Crushed Stone
Wall Ht:
6.70ft
embedment: 0. 70ft
Level Backfill
Offset: 1.00
Surcharge:
LL: 250 psf uniform surcharge
DL: Opsf uniform surcharge
Load Width: 25.00ft
Load Width: 0.00ft
Results: Slidin
Factors of Safety: 2.7312.82
Calculated Bearing Pressure: 92911004psf
Eccentricity at base: 0. 13 ft/0.58 ft
Reinforcing: (ft & lbs/ft)
Ca1c.
Laver Height Length Tension
2 4.67 5.5 3531341
1 2.00 5.5 6671738
Reinforcing Quantities (no waste included):
SG200 1.22 sy1ft
Overturninz Bearing Shear
4.6114.72 17.24114.96 5.4414.92
Reinf. Type
SG200
SG200
Allow Ten
Tal
107611847 ok
107611847 ok
Pk Conn
Tel
7321976 ok
96211283 ok
Bendin
2.1113.91
Sery Conn
Tse
NIA
NIA
NOTE: THESE CALCULA TIONS ARE FOR PRELIMINAR Y DESIGN ONL Y AND SHOULD
NOTBE USED FOR CONSTRUCTION WITHOUTREVIEWBYA QUALIFIED ENGINEER
Pullout
FS
1.9611.62 ok
3.4712.51 ok
Date 11/9/05 Page I
I
TONE
RETAINING WALL SYSHNIS
lilf�
RETAINING WALL DESIGN
Version 3.3.1,152
SEISMIC DESIGN
Project: Employee Benefits ofAmerica
Project No: G-1937
Case: Case 2
Design Method: Rankine-wlBatter (modified.soil interface)
Design Parameters
Soil Parameters:
Re info rced Fill
Retained Zone
Foundation Soil
Reinforced Fill Type:
Unit Fill:
b
�i
X-P-Cf
34
0
125
34
0
125
34
0
125
Silts & sands
Crushed Stone, I inch minus
Date: 1119105
Designer:AG
Peak Acceleration = 0. 15 g Vertical Acceleration = 0. 00 g
Fa ctors of Safety (s eis m ic a re 75 % of s ta tic)
sliding: 2.0011.50 pullout: 2.0011.50 . uncertainties: 2.0011.50
overturning: 2.0011.50 shear: 2.00 connection: 1.5011.13
bearing: 2.0011.50 bending: 2.00
Reinforcing Parameters: Strata -Grid Geogrids
Tult RFcr RFd RFid L IDS FS Tal Ci Cds
SG200 3000 1.61 1.10- 1.05 1613 2.00 807 0.90 0.90
Analysis: 2'- 5'
Unit Type:
Leveling Pad:
Wall Ht:
Level Backfill
Surcharge:
Standard 18"
Crushed Stone
5,70ft - -
Offset: 1.00
LL: 250psf uniform surcharge
Load Width: 25.00ft
Results:
Slidin
Factors of Safety: -
2.7513.04
Calculated Bearing Pressure:
7941833psf
Eccentricity at base: 0.07 ft/0.43
R
Reinforcing: (ft & lbs/ft)
Cale.
Layer Heieht Lenath
Tension
2 3.33 5.0
3531311
1 1.33 5.0
4341501
Reinforcing Quantities (no waste included):
SG200 1. 11 sy1ft
Case: Case 2
Wall Batter: 8.80 deg.
embedment: 0.70ft
DL: 0 psf uniform surcharge
Load Width: 0.00ft
Overturninie Bearinjz Shear
4.8615.40 18.94117.36 6.6416.64
Reinf. Type
SG200
SG200
Allow Ten
Tal
80711385 ok
80711385 ok
Pk Conn
Tcl
76011014 ok
93311244 ok
Bending
1.7913.16
Sery Conn
Tse
NIA
NIA
NOTE: THESE CALCULA TIONS ARE FOR PRELIMINAR Y DESIGN ONL Y AND SHOULD
NOTBE USED FOR CONSTRUCTION WITHOUT REVIEWBYA QUALIFIED ENGINEER
Pullout
FS
2.2912.07 ok
4.5813.17 ok
Date 11/9/05 6 Page I
I
TONE
RUNNING WAU S "M.0
RETAINING WALL DESIGN
Version 3.3.1.152
SEISMIC DESIGN
Project: Employee Benefits of America
Project No: G-1937
Case: Case 3
Design Method: Rankine-wlBatter (modified soil interface)
Design Parameters
Soil Parameters:
ReinforcedFill
Retained Zone
Foundation Soil
Reinforced Fill Type:
Unit Fill:
t 9 X-P—Cf
45 0 125
34 0 125
34 0 125
Silts & sands
Crushed Stone, I inch minus
Date: 1119105
Designer: AG
Peak Acceleration = 0. 15 g Vertical Acceleration = 0. 00 g
Factors of Safety (seismic are 75% of static)
sliding: 2.0011.50 pullout: 2.0011.50 uncertainties: 2.0011.50
overturning: 2.0011.50 shear: 2.00 connection: 1.501133
bearing: 2.0011.50 bending: 2.00
Reinforcing Parameters: Strata -Grid Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci Cds
SG200 3000 1.61 1.10 1.05 1613 2.00 807 0.90 0.90
Analysis: 31 to 51 Wall at Walkway
Case: Case 3
Unit Type:
Standard 18"
Wall Batter: 8.80 deg.
Leveling Pad:
Crushed Stone
Wall Ilt:
6.00ft
embedment: 1.00ft
Level Backfill
Offset: 1.00
Surcharge:
LL: 100 psf uniform surcharge
DL: 0 psf uniform surcharge
Load Width: 3.00fi
Load Width: 0.00fi
Results:
Slidin_-
Overturn
Bearin Shear
Bendinz
Factors of Safety:
3.4312.23
5.7013.08
18.99114.29 14.5519.02
7.2315.29
Calculated Bearing Pressure:
7311863 psf
Eccentricity at base: 0.01 ft/0.57 ft
Reinforcing: (ft & lbs/ft)
Ca1c.
Allow Ten Pk Conn
Sery Conn
Laver Height Length
Tension
Reinf. Type
Tal Tcl
Tsc
2 4.00 4.0
T061207
SG200
80711385 ok 7291972 ok
NIA
1 2.00 4.0
2441394
SG200
80711385 ok 90211202 ok
NIA
Reinforcing Quantities (no waste included):
SG200 0.89 sylft
NOTE: THESE CALCULATIONSARE FOR PRELIMINARYDESIGN ONLYAND SHOULD
NOTBE USED FOR CONSTRUCTION 97THOUT REVIEW BY A QUALIFIED ENGINEER
Pullout
FS
62112.55 ok
7.3113.62 ok
Date 11/9/05 Page I
FEB-26-2007 08:07A FROM: 4257717105 TO:7710221 P.2
860EM-MY -NTION A§jgMjj6Y JjST REPORT
ALWAYS TESTING INC.
0801 227th St. SK MOUNTLAKE TERRACE, WA OW
(206) 7164378 (430) 1794M
ACCOUNT# 140
NAME OF PREMISE JMM2ns JfLmft.Of ArftdtA Commirdal Im ReoldoMW -0
SERVICE ADDRESS 22816 - 402nd PI. W — CITY Rdmmds ZIP sam
CONTACT PERSON CAfivils (Ngt!n._C*rftrvdIon) PHONE - L42�) 771 .7270
LOCATION OF ASSEMBLY BW Comer of F1Wu.._I_n Plan&-v Area
OOWNST'REAM PROCESS Iftston DCVA (91 RPOA 0 PVFJA [3 OTIHER_
NEW INSTALL 50 EXISTINGM REPLACEMENT M OLD SER # PROPER INSTALLATION? YES X_N0[3
MAKE OF ASSEMBLY WIkIms —MODEL 950 XLT SERIAL NO. 25IM2 SIZE - - t0p -
IWMAL
_CNt.CK.y&n
tj% I
rmjjg9K VAL=AQ2
MOM
AIR INLET
TEST
OPENEDAT
PAID
LEAKED
LEAKED
OPENED AT
Palo
011CHECK
PSID
PASSEOM
DID NOT OPEN
FAILED
2.3 — PSID
.
2.0 PSID
AIR GAP OK?
CLM
OF= PART
m
CLeAm
0
REF17711 PARf
ED
C VMPM
PART
HELD AT
CHECK VALVE
PSID
12
CD
LEAKED
AND
0
RNPAIRS
1771
=3
CLEANED
REPAIRED
TEST AFTER
LEAKED
LEAKED
OPENED AT
PSID
AIR INLET
PSID
REPAIRS
PA801110 0
FAILED
PSID
I
_1081t)
, I
#1 CHECK
PSID
— I
CK VALVE
-
_PSID
AIR CAP INSPI10TION: RequIred m1mimum air gap &"rs&n pravkieO 'YES NOO Dwww MeW Ft ng
REMARKS, Now Inalmllattorl UN9 PRESSURE 49 —PSI
GONFINED SPAC9? No
TEST61916 SIGNATURE CERT. NO, -38?2 MATE 2=2007
TESTIER& NAME P"INMD Darin Schnee TESTERS PHONE I L208) 71"378
REPAJRED BY DATE
FIXAL TEST BY CIERT. NO. DAYIE
OALIBRAT*N OATO W28= GAUGE4 0 9081703 MODEL 845-5 SERVICE ReSTORED? YES 0 NO 00
ltv'" thw "t4 repolt I# mmunft, WW I have ijevd WAC 24&296490;ffmvsd tool mrthods wW tam eqLdpment
FEB-26-2007 08:07R FROM: 4257717105 TO:7710221 P.3
11
Feb 23 200? 3:18PM
Feb 23 2007 14:28
Allied Waste Of LtInnwood 425-7?8-1149
ON 2t24/07 I WENT OUT TO EB) AT 22917 1 M� PL IN EDMONDS TO INSPECT
THE ENCLOSU" FOR RECYCLE AND GARBAGE.
EBI'S ENCLOSURE WILL WORK FOR THE CURRENT SERVICE THAT THEY
HAVE SIGNED UP FOR. IF EN THE FUTURE TFIEY WANT A BIGGER
CONTAINOR WE WILL HAVE TO MUET WITH THEM, AND CHANGE THE
ENCLOSURE.
I WILL CALL AND ALSO SEND TIES NOTE TO STEVE FISHERL A�M LET MM
KNOW THAT THIS WILL WOR)C
GENE TACKETT
P.
im 0
r f
L
IL JL ---------
It,
x
IF - — — — — --
It a5
- ----------- — --
-----------
a TYP
Go
).A .1 _. -qwmmw
— ----- l_. �_
7. F:�F�RT
A (OKel TIIAO�Jf4 0"h%fte OR M%,W (WROJ,
1. �ffVR %ADe -M,*AJRATIQN
euc ":'4 rpRloFR to
50A,L Or N&-eCIEP OT CIFOM
C,C.,C,,T, .jp psIsAm pt.Acfir�l
0___ a
l%j
mp
7Z
FDN.L.EGEND
c4lic. Q64.1. ABO 4
13FLOA, FI.DM LEVEL
GEE PILE CAP 0 W-HEOULC
Two oEV
,,A CgAr., PIL&IOP OF PILO
OTEPPED *RACE BEAM
RA&* OQAM
Tp
t7, d T2201a:Oi S@T�_Tas2o
z:14,
C:) C)
U) So
E:� E-
, V)
Z �-4
(D W
Z �U4
Vi
z
0 p"o
a)
C\j
b, >
0
qk-
F -2-1
F
S.
WONJ U80:80 2-002-92-83J
02/16/2007 12:55 4256498758
op
GEOGROUPNORTHWEST
PAGE 02/e2
Group Northwest, Inc.
(�vvote&n leml Fm.qim aer:, Geologists, &
aivronrmnlal Sel evils is
13240 NE 20th Street, Ste 10
Phone 425-649-8757
Bellevue, WA 98005
DAILY FIELD REPORT
Job 0 1 Date Report
G- 1937 02/1612007 1 PagellSof 1
Project Name & Locat;on
Emoloyee Beneflts of ArnerIcs, 22815 -102nd Pl. W., Edmonds,
Fax425-649-8758 1Perm1t#
GEO Group Northwest, Inc, was informed that some work was being done at the northern rockery
area by the structural engineer. So Adam Gaston of GEO Group Northwest, Inc,, visited the site to
observe earthwork.
Northern RockeQf and Slope Repair
The contractor has removed the upper (non -conforming) rockelry at the northern property line. The
owner has araded the exIsting soils behind the rockery to roughly 2H:1V above the rockery and
placed a concrete walkway at the top of the slope adjacent to the building. When we arrived the
contractor had just completed installln2 sonotube formed pier footings for a new stairway located
south of the northern rockery. Based upon discussions with Mr. Charlie Nathan we understand that
the these pier footings were founded at a depth of 5 feet below ground surface, in the native competent
site soils. Accordingly, the footings should not impart a surcharge on the adjacent rockery.
At the time of our visit the contractor was installing landscaping on the slope area above the northern
rocke!y. We recommended that the contractor compact some of the soils on the slope as they
appeared loose at the time of our visit. Also several rocks at the top of the northern rockvy were
precariously balanced at the top of the wall. We pointed out some of the rocks and recommended
that the contractor remove small rocks from the top of the rockeDL which are in danger of falling.
Mr. Nathan indicated that he will contact GEO Group Northwest, Inc, for a final site visit sometime
next week. At that time GEO Group Northwest, Inc., can review final erosion control conditions and
begin preparation of the final letter for geotechnical inspections.
Copy to:
Nathan Constructic
City of Edmonds.
BUILDING DEPT.
on next page
02/16/2007 12:55 425649875e GEOGROUPNORTHWEST PAGE 01/02
Date: a hi 101
To: Mt. Charlie Nad=
Nathan Construction, Inc.
9792 Edmonds Wy PMB #266
Edmonds, WA 98020
(425) 771 - 7270 - Phone
(425) 771 - 7105 - Fax
City of Edmonds
Developmert Services.Dept.
(425) 771 - 0220 - Phone
(425) 771 - 0221 - Fax
Re Employee Benefits of Amenca
22815 - 102nd Place West
Edmonds, Washington
Attached: Field Report(s) #
Please call if you have any questions.
Thank You,
GEO GROUP NORTHWEST, INC.
-4c4=rwv&- A &(IL" (,-4
-Geoleg�
cc:
Group Northwest, Inc.
04wechnical Eft"Gers, Gwloghla' A
&VIMMMA01 SCIOA014
Page I of —&
Lyle
1880�AOth Pl. S.
Ke , WAN9$032-1008
Cd275() 251 - 86M
RECEIVED
FEB 2 0 2007
BUILDING DEPT,
13240 NE 20th StTee� Suite 10, Bellevue, WA 98005 - PHONE 425/649-8757 - FAX
EMPLOYEE BENEFITS OF AMERICA
22815 102 nd PLACE WEST
Edmondsl Washington 98020
Project Specifications
for
Landscape Irrigation
and
Landscape Planting
April 22, 2005
Nathan Con'struction.
9792 Edmonds Way PMB 266
Edmonds, Washington 98020
p
�EC
05-01 MAy. 2
STREET FILr �RVIIT CoUNTER
Employee Benefit ofAmerica April 22, 2005
Edmonds, WA
SECTION 02810
IRRIGATION
PART 1 - GENERAL
11.0.1. SCOPE OF WORK
A. Furnish all labor, materials., equipment and related items necessary to furnish and install a
complete irrigation system as shown on the Drawings and/or Specifications. The items of work to
be performed include but are not limited to:
1. Trenching and backfilling.
2. Irrigation sleeving under pavement, thorough walls, and into planters.
3. Tunneling under existing sidewalks and cutting/patching of existing -asphalt paving as
required.
4. Pipe, sprinkler heads, quick couple�rq, fittings, valves. and valve boxes.
5. Iffigatian cohtrbll�r and valve control witing.
6. Irrigation backflow device.
7. Balancing and testing of system.
8. Warranty/guarantee protection and 30-day maintenance.
9. Record Drawings and Owner training and instruction.
10. All other related items required to complete the work in the best -accepted trade practices.
11. Coordination with all separatecontmctors.
1.02 RELATED WORK
A.
Section 02200 - Earthwork
B.
Section 02900 - Landscape
1.0.3
DEFINITION OF TERMS
A. The term "General Contractor" as used in this Specification Section refers to General Contractor
for the project as selected by the Owner.
1.04 PROTECTION OF WORK, PROPERTY, UTILITIES, AND PERSONS
A. Provide protection of all pr erty, p -pro -- --- ures, utilities. walls, walks,
- rqp. orsons, Work in _Toss, struct
curbs, paved surfaces, and all survey markers and monuments from damages incurred arising
from this Contract. Pay for any such damage at no additional cost to Owner.
B. Verify locations of all underground utilities prior to commencement of work. Existing known
utilities are been shown on Architectural/Engineering or,Survey 'Drawings. The Contractor is
responsible for the protection of said utilities. Promptly notify the General Contractor of any
conflict between proposed. work and obstruction(s).
1.05 VERIFICATION OF SITE CONDITIONS
A. Before proceeding with any work verify all dimensions and conditions pertaining to the location of
irfigation equipment. Should any errors or conflicts in the Drawings and/or Specifications be
found, immediately notify Landscape Architect.
B. The drawings are intended as a diagrammatic irrigation design. Actual layout may need to be
adjusted per actual field conditions.
IRRIGATION
02810-1
Employee Benefit of America
Edmonds, WA
April 22, 2005
1.06 SUBMITTALS
A. Prior to purchasing any materials, submit three - (3) copies of all manufacturers' data sheets for all
material io the Landscape Arch . itect for review and approval.
1.0.7 QUALITY ASSURANCE
A. Installer and supplier to be "specialist" in irrigation system installation and have- a minimum of five�
(5) years experience installing similar work. Superintendent to be experienced and fully qualified
to direct and perform all workin this Section. Workers to be qualified and competent.
1.08 PROJECT CONDITIONS
A. Site Conditions:
1. Water Source: Connect to 314-inch irrigation water meter at approximate -location indicated
on Drawings, see Civil Drawings. Coordinate with and secure approval of Water District.
2. Electrical Connection: Controller wall mounted on outside of building @q indicated on
Dr-awings. Ctinned to 120AC power, See Architectural Drawings. Coordinate with General
Contractor and other trades.
1 . Sleeving: Sleeving is required for all piping and wifing under all paved or surfaced areas and
walls. Coordinate with General Contractor and other trades.
2. Notification: If water service interruption. is required, give Owner, City, and. local. Water
District 72 hours notice and perform work during non -work hours if possible.
B. Replace or repair at no additional expense to Owner any existing planting, bOi ding, equipment,
underground utilities, walks, and/or forms damaged as a result of the Contractors operations in a
manner satisfactory. to Owner before Final Acceptance.
C. If building water services are interrupted, take care to fl.ush system thoroughly as required by
State and'Local codes.
1.09 WARRANTY AND REPLACEMENT
A. In addition to manufacturer's warranties, warranty all materials and workmanship for a period of
one-year commencing at the time of Final Acceptance. Guarantee does not apply to work or
damage done to the system by others after Final Acceptance.
1.10 SYSTEM PROTECTION
A. Deactivate and drain the system prior to freezing weather during the warranty period. Vacate the
system of all water with a pressurized air compressor. Reactivate the system at the onset of the
Spring growing season. Perform. both operations once during the warranty period.
B. Notify Owner in writing of the dates the system was winterized and reactivated. The Contractor
assumes liability for any damages resulting from the failure to comply with the above procedures.
1.10 SYSTEM MAINTENANCE
A. Pro vide maintenance of the irrigation system until 30--days beyond Final Acceptance including
head and nozzle adjustment, setting and adjusting controller times, and replacing defec I five
materials.
1.11 PERMITS, CODES, AND ORDINANCES
A. Obtain and pay for all necessary permits, and fees as required by appricable codes and
ordinances for this work.
IRRIGATION
02810-2
05-01
Employee Benefit of America
Edmonds, WA
April 22, 2005
B. Comply with all applicable codes, regulations, and ordinances.
C.. Arrange for all inspections- as� req.uired by local.agencies and ordinances. during the course of
construction.
1.12 SUBST MT YTIONS
A. No. materials substitutions without written. approval of Landscape- Architect
1.13 REVIEWS
A. Give Landscape Architect 48 hours notice prior to review of trench depth, head layout, pressure
tests and performance tests.
1.14 OWNER REVIEWS
A. Prior to Final Acceptance of the Work, provide Owner with all keys, toc4s, and maintenance
manuals necessary to operate/deactivate the Irrigation system. Train and instruct Owner as to the
operation and maintenance of the irTigation system.
1.15 CHANGE ORDERS
A. Provide no work requiring extra compensation without the written approval by General Contractor.
1.1.6. RECORD. DRAWINGS.
A. Prior to the Final Acceptance of the work, provide Landscape Architect with a set of Mylar record
drawing showing the actual location of all irrigation equipment Keep a set of prints on the job site
at all times for "red -lining", record information, and update said information on a daily basis.
Drawings to indicate actual number of heads per zone and GPM.
1.17 CLEANUP
A. Keep all paved surfaces and planting areas clean of all soil and debris on a daily basis. Remove
all excess waste material from set ori a daily basis.
S. Sweep and wash "spotlessly" clean all buildings, walls, paved surfaces, curbs, signage, and
lighting affected by the irrigation work prior to Final Acceptance.
1.18 COORDINATION
A. -During the entire construction period, schedu4e andcoordinate all work to avoid interference with
the work of other contractors. Sc I heduie work hours, staging areas, access routes, parking, utility
connections, and similar items, under the direction of Owner and General Contractor.
PART 2 - PRODUCTS
2.0.1 GENERAL
A. Material and equipment of types and sizes indicated on Drawings, details., and/or as specified. All
material throughout the system to be new and in perfect condition.
B. Materials or products not as specified, or not submitted for prior approval, and approved will be
replaced immediately with the specified item. No field approvals will be given.
IRRIGATION
02810-3
0.51-01
Employee Benefit of America April 22, 2005
Edmonds, WA
2.02 IRRIGATION WATER METER
A. Irrigation water meter, see Civil Drawings.
2.03 BACKFLOW DEVICE
A. Provide 1 --inch 'Wilkins 975XLU backflow devices per City requirements.
2.04 GALVANIZED. PIPE
A. Schedule 40., domestic manufactured, and conforms to ASTM A120-65. Malleable galvanized.,
painted fittings as indicated on Drawings and details.
2.05 PLASTIC PIPE
A. PVC 1120, 12-DO, SDR 21 C, Class 2.0.0 for all lateral and mainline piping, solvent weld and
conforming to ASTM D 1784.
B. PVC 1120, 1200, SDR 21 C, Schedule 40 for all sleeve piping, solvent weld and conforming to
ASTM D 1784.
C. Pipe to be marked with manufacturers name, class of pipe, NSF seal and date and shift Of
manufacturing run. Pipe to bear no evidence of interior or exterior extrusion marks.
D. Pipe walls to be uniform, smooth and glossy. Pipe may be pre -belled or with individual solvent -
weld couplings.
E. ReAble Poly Pipe: Mz:inch diameter polyethylene tubing, thick walled, as manufactured by
RainBird or approved equivalent.
F Fittings: Schedule 40, full size.
2.06 REMOTECONTROL VALVES
A. As indicated on Drawings.
2.07 AUTOMATIC CONTROLLER
A. As indicated on Drawings.
2.08 CONTROL WIRE
A. #14 UF direct burial wire. White common wire, red valve impulse wire, with a third color of wire
provided as a sparee.
B, Splices: Watertight electrical splices with 3M, Scotts Lock Seal Tack 3576-78, Pen-Tite PVC;
socket, or RainBird ST-03 with PT-S5 sealer.
C. Electrical Tape: Black plastic,3/4-inch, all weather type.
2.09� SPRtNKLER HEADS.
A. As indicated on Dra wings.
2.10 RISERS
A. Galvanized or Schedule 80 PVC with the same IPS as the sprinkler base. Refer to details on
Drawings
IRRIGATION
02810-4
0.570.1.
Employee Benefit of America April 22, 2005
Edmonds, WA
B. Pop-up type spray sprinklers to be on swing pipe risers. Refer to details on Drawings.
2.11 QUICK COUPLING VALVES.
A. As indicated on Drawings. Provide two (2) keys with hose swivel ells.
2.12 VALVES BOXES
A. Backfiow.Preventer: Super Jumbo Box with black locking cover, as manufactured by Ametek,
Carson, or approved equivalent. Provide extensions as required.
B. Remote Control and Gate Valves: 11 -inch x17_*inch standard box With black 'locking cover as
manufactured by Ametek, Carson, or approved equivalent Provide extensions as required.
C. Quick Coupling Valves, and Splice Boxes: 1.0-inch diameter box:with black locking cover as
manufactured by Ametek, Carson, or approved equivalent. Provide extensions as required.
2.13 DRAIN GRAVEL
A. Unfractured rock, 1.00 percent passing 1-1/2-inch square sieve and 0 percent passing %--inch
sieve.
PART 3 - EXEC _L MON
3.0.1. VERIFICATION
A. Verify that installation conditions are satisfactory to receive work of this Section and have been
approved by Landscape Architect Do not 'begin work until unsatisfactory conditions are
corrected. Beginning work constitutes Contractor's acceptance of conditions as satisfactory.
B. Verify in writing to Landscape Architect that adequate gallonage and pressure is available to
properly operate the irrigation system prior to installation. Provide Landscape Architect with
pressure reachngs, at each meter iocation pnor to installation of tirngation system.
3.02 PREPARATION
A. Protection:
1 Protect work, adjacent property, pubric, Visitors, and workers. Be responsible for any
damage or injury arising from this Contract. Take reasonable care to discourage vandalism.
Confine work to areas designiated. Do. not disturb. areas outside the project limits. Protect afl
trees and shrubs within the project limits. Repair or replace damaged plant material as a
result of Contractors oWatigns to satisfaction of tAndscape Arch-itect at no additional
exwse to-
2. Furnish and maintain all warning signs, shoring., barricades, warning lanterns, etc., as
required by the Safety Orders of the Division of Industrial Safety and local ordinances. Take
care to protect open trenches and pits.
B. Layout:
I.. Layout work as accurately as possible. to. Drawings. Drawings are diagrammatic to the
extent that swing joints, offsets, and all,fittings are not shown.
27 §t@ke spnnwerhe-ad bcations following the dogmmmatic design as indicated on Dra
--wings
for approval prior to starting construction. Alterations and changes in the layout may be
expected in order to conform to ground conditions and to obtain full and adequate coverage
iRRIGATION
02810-Z
05-01
Employee Benefit of -America
Edmonds, WA
April 22, 2005
of water. It is understood that corrective measures may become necessary, but no changes
or alterations in the system as designed will be made without the prior authorization of
Landscape Architect.
3. Where connection to existing stub -outs are required, make any necessary adjustments in
lgyo�jt toppmp-pt. A4just layput as necessary to instaJi around existing work. Where piping
is shown to be under paved areas, but run parallel and adjaoen - t 1:6 plahting . a re . as in . tention
is to install piping in planting areas. Do not install directly over another line in same trench
(NO STACKING OF PIPE ALLOWED�.
4. Install irrigation to avoid proposed tree and root locations. Plant locations will be field
adjusted at direction of Landscape Architect to avoid irrigation system.
5. Provide for dewatering of trenches as required to keep trenches dry until backfilling.
3.03 IRRIGATION WATER METER
C. Install irrigation water meter as indicated on Drawings.
3.04 BACKFLOW DEVICE
A. Install backflow device at irrigation water meter location indicated on Drawings, in accordance with
manufacturers written specifications and all applicable codes and ordinances.
B. Provide sufficient clearance for servicing below backfiow device and related equipment. Clean
out all soil from valve box to 12 inches below the device. Use box extensions from finish grade to
1.2 inches below the device allow. for gravel sump as indicated on Drawings. Provide positive
drainage away from the box.
3.05 TRENCHING
A. Provide straight trenches without abrupt grade. changes. Trench.bottoms to. be- flat and. free. of any
rock or debris larger than !-inch. Dig trenches wide enough.to allow a minimum of 3 inches
between parallel pipes lines. Trenches to be of sufficient depth to allow for 18 inches of cover
over sprinkler mainlines and 12 inches of cover over sprinkler laterals.
B. Compact backfill to 95% per ASTM. D-1-557.
3.06 SLEEVING
A. Install sleeves under all paved surfaces and through all walls as required.to facilitate installation of
the irrigation work indicated on Drawings. Trenches to be of sufficient depth to allow for 24 inches
of cover over sleeving.
B. Sleeves a minimum of twice the -insert pipe diameter. Wire sleeves to be a minimum of 2-inch in
diameter.
C. Extend sleeves a minimum of 12 inches beyond the edge of curbs, walks, walls and/or other
paved surfaces. Cap and identify sleeve ends above grade.
D. Plug ends of sleeves around ins erted pipe and/or wire to prevent soil from entering ends.
E. Compact backfill. to. 95%. per ASTM. 13,4557.
3.07 PIPE AND FITTINGS
A. Install pipe per manufacturers written specifications and with pipe labeling side Visible in trench.
B. Transport and. store pipe on. a flat and. even. surface.
IRRIGATION
02810-6
0.5-0.1.
Employee Benefit of America
Edmonds, WA
April 22, 2005
C. Seal all threaded joints With Teflon tape. No PVC pipe to be threaded or connected to a threaded
fitting without an adapter.
D. . Keep pipe free from dirt or debris at all, times. Cover ends of pipe when not in progress of
installation.
E. Snake pipe from tide to side of trench bottom to allow for expansion and contraction.
F. Connect pipe. using tivo.-step solvent weld process. Do, not move. or handle- pipe. for a minimum. of
15 Minutes while so - [vent welds are curing. No water to be permitted in pipe unti I a period of at
least 10 hours has elapsed for solvent weld settijig and curing- The joints to be allowed to cure at
least 24 hours before pressure is applied to the system.
3.08 SPRINKLERS
A. -Install heads W locations indicated on Drawings. Attach heads as detailed on Drawings.
B. Set heads perpendicular to finish elevation and 4 inches from paving, curbs, headers, 12 inches
from building Walls, and 18 inches from building windows unless otherwise noted.
3.09 RISERS
A. Minimum riser size equal IPS of the sprinkler hpaos. or quic cou lers. Install risers as detailed 0"
briwings.
3.10 AUTOMATIC CONTROLLER
A. Install. wall. mount controller in. accordance With. manufacturer's. written. specifications and. local
codes and ordinances.
B. Provide 120V power to and into 'irrigation controller. Perform al other electrical work as
necessary to make the equipment operate properly.
C. Sequence the valves per the number system on Drawings.
D. Affix a non --fading copy of sequence diagram to the inside of the controller cabinet door.
3.11 CONTROL WIRING
A. Wiring between controllers and remote control valves to comply With latest edition of the National
Electrical Code.
B. Install control Wires in continuous runs and tape Wires in bundles at 5-foot intervals. Tape bundles
to the bottom of mainline at 1 0-foot intervals.
0. Splices will be permi tted only at junction boxes, valves boxes, or at control equipment. Provide a
2-foot loop of excess control wire at each splice. Encapsulate all splices with approved water
poof connectors. Show all splices on Record Drawings.
D. Provide a 24-inch loop of excess control Wire at each valve box.
E. All wire splices to be made with approved waterproof direct bury connectors.
F. Provide two continues spare Wire running from the controller through all valves.
lRRIGAnON
02810-7
B"We
Employee Benefit of America
Edmonds, WA
April 22, 2006
3.12 REMOTE CONTROL VALVES
A. Install valves. in approximate locations indicated. on Drawings maintaining a minimum 12-inch
spacing from paved surfaces. Group valves where possible in planting beds and in an orderly
fasbion- One valve per box.
B. Install pea gravel sump and valve box as detailed on Drawings.
3.13 QUICK COUPLING VALVES
A. Instaliquick coupling valves with swing joints in approximate locations indicated on Drawings
B. Install pea gravel sump and valve, box as detailed on Drawings.
3.14 FLUSHING
A. Flush all mainlines once prior to the installation of valves, and again after the installation of valves
and prior to pressure testing.
B. Flush all lateral lines prior to the installation of sprinkler nozzles.
3.15 PRESSURE TEST
A. To be valid, all tests must be preformed under the reviewof Landscape Architect.
B. Submit verbal request for review to Landscape Architect at least 48 hours prior to anticipated
testing. Do not request testing until satisfied that work will pass test.
C. Expose all joints and connections until after completion a nd acceptance of pressure test.
D. Provide all equipment along with a pressure gauge mounted on a quick coupler valve key for
testing at point directed by Landscape Architect.
E. Purge a . 11 air, cap, and pressurize entire mainline to 150 PSI for a period of 30 minutes without
introduction of additional service or pumping pressure. Lines which show loss of pressure
exceeding 5 PSI as the end of specified test -period will -be -rejected.
F. Purge all air from laterals and cap all risers. Open valves and bring system to line pressure.
Lateral lines will be visually reviewed. Piping and fittings which show visible leakage will be
rejected. Leakage of temporary caps on risers is acceptable.
G. An rejected systems or portions of system to be repaired, corrected, and retested until approval Js
given. Do not request retest until satisfied that system will pass testing.
3.16 BACKFILLING
A. -Upon completion of pressure test backfill all trenches and compact to 85% per ASTM D 1557
(05% for sleeve trenches).
B. Backfli I to be free of all rocks, sod, sticks, and debris.
C. All trenches to be thoroughly water settled.
D. Trenches to be backfilled uniform flush with the surrounding grade, raked, and rolled with a roller
weighing minimum 90 tbs. per linear foot
3.17 PERFORMANCE TESTS
IRRIGATION
02810-8
05-01
Employee Benefit of America
Edmonds, WA
April 22, 2005
A. Upon completion of system installation, operate system in the presence of Landscape Architect.
Landscape Architect may request that up to five percent (5%) of the total nozzles be substituted,
as appropriate to site conditions, at no additional cost to the Contr-act.
3.18 RESTORATION AND CLEAN UP
A- Restore all landscape areas to original conditional prior to beginning work.
B. Repair any damage to plant material.
C. Remove all roots, rocks, and -debris from the site.
D. Sweep and wash "spotlessly" clean all buildings, walls, walks, pavement, curbs, drives, signage,
and lighting.
3.19 FINAL ACCEPTANCE
A. Final Acceptance of the irrigation work in this Section will be made by Landscape Architect and/or
Owner after a review to detenine 100 percent completion of the Contract work ;and all punch list
items. The date of Final Acceptance will constitute the beginning of the one-year guarantee
period and the beginning of the 30-day required maintenance period. AJI work and punch list
items to be completed along with submittal of signed and approved
sptinkler/plumbing[health/electdcaI permits as applicable to the work, prior to Final Acceptance..
B. After final review conduct a training and orientation session for Owner covering -the operabon,
adjustment, and maintenance of the irrigation system. The Record Drawings and Operations and
Maintenance Manual will be reviewed and all features explained. Notify Owner in writing two (2)
weeks prior to the training and orientation session. Date and time will be subject to approval of
Owner.
END OF SECT10N 02810
IRRIGA71ON
02810-9
Employee Benefits of America April 22, 2005
Edmonds, WA
SEC-1710N 02900
LANDSCAPE
PART 1 - GENERAL
1.01 SCOPE OF WORK
A. Furnish all materials, labor, equipment, and related items necessary to complete the work shown
on the Drawings and/or Specifications. The items of work to be performed include but are not
limited to:
1 . Treatment of subgrades.
2. Topsoil and topsoil testing.
3. Topsoil placement and spreading.
4. Fertilizers and soil amendments.
5. Finish grading.
a. Planting of specified plant materials.
7. Tree staking and guying.
8. Mulch layer.
9. Warranty/guarantee protection and 30-day maintenance.
10. Provide all necessary equipment for watering until Final Acceptance and the end of the
maintenance period, to establish all plant material.
11. All otherreiated items -required to comple� the work in the best -accepted trade practices.
12. Coordination with all separate contractors.
1.02 RELATED WORK
A. Section .02200 - Earthwork
B. Section 02810 - Irrigation
1.03 DEFINITION OF TERMS
A. The term "General Contractor" as used in this Specification Section refers to General Contractor
for the project as selected by Owner.
1.04 SUBMITTALS
A. Tbree �3)copies of all submittals to Landscape Architect for review and approval.
B. Prior to purchasing any materials, submit a list of all materials.
C. Within 30 days of award of Contract, submit documentation that all specified plant materials have
been ordered and secured. List supplier names, addresses, phone numbers and the
storagelgrowing location of the materials.
D. Topsoil and laboratory testing for fertflity and soil amendments.
E. % gaflon size rWesentative sample of topsoil, mulch, and decom posed granite.
F. Planting schedule indicating anticipated dates for planting.
LANDSCAPE
02900-1
05-01
Employee Benefits of America
Edmonds, WA
April 22, 2006
1.05 . QUALITY ASSURANCE
A. Supplier and instal ler to be a "specialisf in landscape installation, and have a minimum of five- (5)
year's experience installing similar work.
1.06 DELTVERY, STORAGE, AND HANDLING
A. Delivery:
1. Protect plant material during delivery toprevent damage. Protect trees during transport by
tying in branches and covering all exposed branches.
2. Protect plant material during delivery from drying out or becoming contaminated.
3.- FertMizers to be in original unopened labeled containers, each bearing the manufacturers
guaranteed analysis.
4. Pesticides, herbicides and soil fumigants to be in original unopened containers labeled with
Environmental Protection Agency and State registration number and manufacturer's
registered uses.
5. Abeeptance of plant material will be after delivery to the site and verification of undamaged
conditions.
6. DeTiver an plants With legible identification nursery labels.
a. Label trees, bundles of like shrubs, perennials, and groundcovers.
b. State correct plant name and size.
c. Use durable waterproof labels with water-resistant ink, which will remain for at least 60-
days.
B. Storage:
1 Protect plant material from rain, sun, and drying Wrid.
2. Keep fertilizers in dry storage and away from contaminants.
3. if balled and burlap trekn- and shrubs are on -site for more than twelve (112) hours, they must
be healed in. Maintain and protect plant material not to be planted within four (4) hours in a
safe, healthy, vigorous condition. Any and all plant material that is not properly stored, will be
tejedted. Replade the. ?elected material at no extra charge to the Owner.
4. Do not store pesticides, herbicides, and soil fumigants with any other landscape materials.
Store in separate secure structure or vehicle.
C. Handling:
Protect plant material from ."during handling and transportation.
1.07 PROJECT SITE CONDITIONS
A. Environmental Requirements:
I Plant during periods normal for optimum growth, as determined by season, weather
conditions, and accepted practice. Planting operations may be conducted' under
unseasonable conditions, without additional compensation, and by accepting full
retlawsibility for any subsequent, resulting losses.
2. Do not perform planting when ground is frozen, snow covered, muddy or in an unsatisfactory
condition.
1.08 COORDINATION, SEQUENCING, AND SCHEDULING
A. Dunng the entire cons�on period, �coordmate, sequence, and schedule all worR to avoid
interference with the wbrk of other contractors. Schedule work hours, Staging aredg, aceetit
routes, parking, utility connections, and similar items, under the direction of Owner and General
Contractor,
LANDSCAPE
02900-2.
05-01
Employee Benefits of America April 22, 2005
Edmonds, WA
B. Coordinate, sequence, and schedule with Landscape Architect for all reviews.
C. Coordinate ordering of all materials immediately following General Contract award. Assure that
specified sizes, quantities, and the like are furnished and installed.
1.09 PROTECTION OF WORK, PROPERTY, UTILITIES AND PERSONS
A. Provide protection of all property, persons I work in progress, structures, utilities, walls, walks,
curbs, paved surfaces, signage, lighting, and all survey markers and monuments from damages
incurred arising frorn this Contract Pay for any such damage at no additional expense to the
Owner.
B. Verify locations and protect all underground utilities prior to commencement of work. Existing
known utilities have been shown on Engineering or Survey Drawings. Promptly notify the General
Contractor of any conflict between proposed work -and obstruction(s).
1.10 PERMITS, CODES AND ORDINANCES
A. Obtain and pay for all necessary permits and fees as required by applicable codes and
ordinances for this work.
B. Comply with all applicable codes, regulations, and ordinances which pertain to this work.
SUBSTITUTIONS
A. Proposed only at the time of subrTfitting documentation of ordered material.
B. All proposed plant material substitution requires written proof from at least five �5) major plant
supplier sources that specified mater ia . I is not available.
C. No material substitutions to be made without written approval of Landscape Architect.
1.12 PLANT MATERIAL REVIEW
A. Landscape Architect will inspect allplant material at the job site. All material must be reviewed.
and approved by Landscape Architect prior to planting. Trees must be untied and separated for
review. Landscape Architect reserves the right to refuse any/all plant material which does not
meet the requirements of the Drawings and Specifications at any time prior to Final Acceptance.
Remove rejected plant material immediately from the site.
1.13 LAYOUT
A. Verify the location of all elements of the landscape installation prior to installation. Landscape
Architect reserves the right to adjust the locations of landscape elements during the installation
period as appropriate to the job.
1.14 CHANGE ORDERS
A. Do no work requiring extra compensation without written approval by Owner.
1.15 WARRANTY AND REPLACEMENT
A. Guarantee all materials and workmanship for a period of one-year commencing at the time of
Final Acceptance.
LANDSCAPF-
02900-3
'05-01
Employee Benefits of America
Edmonds, WA
April 22, 2005
B. Regrade and add or delete topsoil, as required, to any finished landscape grades which have
settled or become uneven during the warranty period. Immediately remove and replace any dead,
damaged, diseased, dying or missing plant materials at no cost to the Owner during the warranty
period. Replacement plants to be as specified and guaranteed until completion of the warranty
perlod. if immediatereplacement of matenals is not possible due to reasons approved by Owner,
backfill pits with topsoil to meet finish grades until replacement plantitig.
C. Reposition plant material that settles or shifts from an upright position during the warranty period.
D. Visit the site at least once a month during the warranty period to review conditions of plant
material. If unsatisfactory growing conditions are evident, notify Owner in writing immediately. in
the absence of such communications, the Contractor is fully responsible for all plant loss
replacements.
E. Warranty does not apply to plant materials or other work damaged or destroyed by vandalism,
vehicular damage (other than Contractor's vehicles), or Acts of God during the warranty period. It
is the responsibility of the Contractor to assure that the site is receiving proper maintenance
during the warranty period.
1.16 MAINTENANCE
A. Provide landscape maintenance beginning at the first installation of plant material and continuing
for M-days beyond ihe Final Acceptance of the landscape and irrigation installation. Maintenance
to include, but is not limited to: pruning, trimming, cultivating, watering/irrigation adjustments,
weeding, fertilizing, resetting of plants, removal of dead or damaged plants,- restoring plant
saucers, replanting, and adjustment/tightening/repairing of staking and guy supports. Spray as
required to keep trees and shrubs free of insects and disease.
1.17 RECORD DRAWINGS
A. Prior to the Final Acceptance of the work, provide Landscape Architect with a set of Mylar record
drawings showing the actual location of all landscape elements. Keep a set of prints on the job
site at all times for "red -lining", record information, and update said information on a daily basis.
1.18 BARRIERS, CONSTUCTION WARNING FENCING, SAFETY GUARDS, AND WARNING
LIGHTS
A. Provide for public, visitors', and workers' protection, as required by the Washington State
Department of Labor and Industries.
PART 2 - PRODUCTS
2.01 PLANT MATERIALS
A. Plant materials to be nursery grown unless otherwise indicated, vigorous, normally shaped, well -
branched, and fully foliated when in leaf, and free of weeds, disease, insects (live, eggs or larvae),
and defects such as knots, sun scald, injuries, abrasions, and disfigurement Standard for
grading is American Standard for Nursery Stock, current edition. Standards for nomenclature are
Sunset Western Garden Book, current edition, and Hortus Third, current edition.
B. Trees to have uniform branching, straight trunks (unless specified as multi -stem) and the central
leader intact. and undamaged. Ball and burlap stock must have been root pruned at least once in
the last three years. Grafted trees to be grafted at ground level.
LANDSCAPE
02900-4
05-01
'Employee Benefits of America
Edmonds, WA
April 22, 2005
C. Conifer trees to be nursery grown with uniform branching and a natural non-sbeared form.
tween branching not to
original central leader must be healthy and undamaged. Maximum gap be
exceed 18 inches, length of top leader not to exceed 24 inches.
a Plant material with damaged root 2ones or broken root balls will not be accepted..
E. Plant material root balls to be free of seeds, weed roots, and other such contaminants.
F. All container grown plant material to have sufficient growth to hold the earth intact when removed
from the container, but notbe root bound.
G. Plant material to be from stock acclimated to Project Site environmental conditions having been
consistently cultivated and grown under these conditions. Cold storage plants will not be
accepted.
H. Actual plant symbols shown on the Drawings prevail over quantities shown on Drawings in the
event of discrepancy. Determine ground cover quantifies based on triangular spacing and square
footage. Provide continuous ground cover installation under tree symbols indicated on the
Drawings.
No plant size/variety substitutions without the written approval of Landscape Architect.
Trees will be considered available if acceptable materials can be located at wholesale nurseries in
Washington, Oregon, or British Columbia. Shrubs, groundcovers, and perennials will be
considered available if acceptable materials can be located at wholesale nurseries in Washington,
Oregon California, or British Columbia. Substitutions win not be allowed for available specified.
materials.
2.02 TOPSOIL
A. Topsoil to consist of Winter Mix as produced and pren-�xed by Pacific Topsoils. Winter Mix to
consist of I it by volume sandy loam, 113 by volume composted garden mulch and 113 by volume
coarse washed sand. Winter Mix to be uniformly amended for fertility and pH as recommend by a
current soils test from Soil and Plant Laboratory. Submit proposed amendment recommendations
to Landscape Architect.
B. Contractor is responsible for supplying all topsoil and for deterryfining the volume of topsoil
required per the information on Drawings and in Specifications.
2.03 FERTILIZER
A. Fertilizer to be 10-20-2,0 analysis in granular form. Fifty �50) percent of the nitrogen to be derived
from Nitroform "Blue Chip". Potash to be derived from sulfate of potash. Retain all empty labeled
containers as evidence of installation.
B. Agriform tablets to be 5 and/or 21 gram size, 20-10-5 analysis as manufactured by Agriform
International Chemicals, Inc. or approved equivalent. Retain all empty labeled containers as
evidence of installation.
2.04 LIME
A. Lime to be fine ground dolomite 4irriestone with 1,00 percent passing a #21) sieve or pellet from
materiai.
2.05 HERBICIDES
A. EPA registered and approved, of type -recommended by manufacturer.
LANDSCAPE
02900-5
05-01
Employee Benefits of America
Edmonds, WA
April 22, 2005
2.06 WATER
A. Potable. Furnished by Owner; transport as required by Contractor.
2.07 TREE STAKING MATERIALS
A. Provide 8-foot length minimum 2-inch diameter BVC Lodgepole Pine stakes, pointed at one end.
Per planting details.
B. Guy and tie wire to be ASTM A 641 (ASTM A 641M), Class 1, galvanized -steel wire, 2-strand,
twisted, 0.106-inch diameter.
C. Hose chafing guard to be reinforced black rubber or clear plastic hose at least 1/2�inch diameter,
cut to lengths required to protect tree trunk from damage.
2.08 MULCH
A. Mulch to consistof medium ground �3/4-inoh minus) Fir or Hemlock bark supplied from a fresh
water mill. Mulch to be uniform in color and free from weeds, seeds, stones, soil, sawdust, sticks,
splinters, or toxic materials.
2.09 ANTIDESICCANT
A. Antidesiccant to be water -insoluble emulsion, permeable moisture retarder, fli m forming, for trees
and shrubs. Deliver in original, sealed, and fully labeled containers and mix according to written
manufacturer's specifications.
2.10 TREE -WRAP TAPE
A Tree -wrap tape to be two layers of crinkled paper cemented together with bituminous material, 4
inches wide minimum, with stretch factor of 33 percent.
PART 3 - EXECUTION
3.01 GENERAL
A. Verify field conditions and necessary proceeding work as satisfactory to receive work of this
secton. Commencement of work constitutes acceptance of conditions by Contractor as
satisfactory.
B. Field Measurements: Verify actual layout in relation to drawings. Make adjustments as required
by Landscape Architect, at no additional cost to the Owner.
C. Verify that all soil contaminants (e.g., paint, solvent, oil, grease, concrete spells, etc.) have been
satisfactorily removed from all planting areas.. Do not begin work until unsatisfactory conditions
have been corrected.
D. Dust Control: Employ measures, as necessary to minimize dust. Sprinkle dust -producing soil as
needed to prevent damage or nuisance to work, workers, and/or neighboring properties.
E. Protect unfinished work when stopping for the day.
F. Provide all -necessary planting safeguards required until Final Acceptance is aoc�shed, or for
such time as required to assure vigorous establishment of the plant material.
LANDSCAPE
02900-6
Employee Benefits of America
T
Edmonds, WA
April 22, 2005
G. Protect the public, visitors', workers', adjacent surfaces, and surrounding areas to precludebarm
during work of this Section.
3.02 LANDSCAPE TOPSOIL AND SOIL PREPARATION
A. Verify subgfades at —8 inches below finish elevation in all landscape areas.
B. Eradicate any surface vegetation rooted in the subgrade prior to subgrade preparation.
Thoroughly scarify and rip all landscape subgrades which have become compacted in on -grade
landscape areas to a depth of 12 inches with multiple passes. Scarify areas inaccessible to
mechanized equipment with hand tools. Remove all surface soil lumps, rocks vegetation and/or
debris larger than 2 inches from all subgrades prior to placement of specified topsoil. Place a
minimum of 2 inches of topsoil over the subgrade and thoroughly rototfll with multiple passes the
topsoil into the top 6 inches of subgrade for a total amended depth of 8 inches. Place additional
2-inch lift of topsod over the amended sod as a surface coarse. Place additmal topscal as
required to meet finish elevations. Submit delivery receipts of rail topsoil delivered to the pf6jeet as
evidence of compliance with the Specifications.
C. Remove any asphalt and paving base material extending beyond 6 inches from curbs into
adjacent iandscape areas.
D. Landscape Architect to review scarified subgrade, initial topsoil/amendment placement and
irdt6tilling.
3.03 FINISH GRADING
A. Finish elevation to be defined as 3 inches below curbs, walks and/or other adjacent hardscape.
Pin-Ish elevations refer to grades prior to installation of mulch. Finish grading to be approved by
Landscape Architect prior to placement of any plant material-
B. Remove all rock and debris larger than 1/4�inch. Lightly compact with a roller then add additional
topsoil if required to meet finish elevations. All new grades to produce positive drainage and
blend naturally with the existing grades.
3.04 PLANT MATERIAL PLANTING
A. Protect plant materials stored on site from weather damage, construction activity and the public.
Balled and burlap material whi i ch cannot be . installed immediately to be "heeled in". . Protect
roothalls by covering with moist soil, mulch or sawdust. Water as required to keep roothalls
moist.
B. Plant trees, shrubs and ground cover per the planting details on the Drawings. Prune broken
roots with a sharp instrument and thoroughly soak root balls prior to installation. Roughly scarify
sides of planting pits. install plant material high enough -above finish elevation to allow for
settlement and mulch. Water plant pits thoroughly midway through backfilling and add Agr�orrn
tablets. Water again upon completion of backfilling. Finish elevations, upon completion of
P16inting, to afford positive drainage away from the crown. Plant material that settles or shifts from
an upright position during the construction period to be repositioned or replanted as required.
C. Double stake all trees per planting notes and details as indicated on Drawings. Remove all
stakes at the end of the one-year warranty period.
D. -Drainage: Notify Landscape Arch-itect if subscW corxiitions evidence -unexpected water seepage
or retention in tree or shrub pits. For pits holding water provide ohe 6-ihdh diaMC-tet by 6-fet-t
deep augured drain hole filliedwith drain rock.
LANDSCAPE
02900-7
05-01
Employee Benefits of America
Edmonds, WA
April 22, 2005
E. Wrap trees of 2-inch caliper and larger With tree -wrap tape. Start at base of trunk and spiral cover
trunk to height of first branches. Overlap wrap, exposing half the width, and securely attach
without causing girdling. Inspect tree trunk for injury, improper pruning, and insect infestation and
4
take corrective measures required before wrapping.
F. Prune, trim, and shape trees and shrubs as directed by Landscape Architect.
3.05 FERTILIZER AND LIME APPLICATION
A. Planting Beds: Prior to planting apply 15 pounds of Fertilizer "A" per 1,000 square feet of planting
bed area as a top dressing.
B. Trees, Shrubs, and Groundcovers: Apply Agriform tablets to each tree, shrub, and groundcover
planting pit at the rate of.
Trees 4 tablets* 21 gram
Shrubs 2 tablets 21 gram
Groundcovers 'Itablet 5 gram
* 4 tablets for every foot of ball diameter
3.06 STAK(ING AND LAYOUT
A. After placement of topsoil, stake the location of all trees and shrubs with an approved coding
system. Por large groupings of a single species of shrub, Contractor may stake the boundaries.
Stake the boundaries of ground cover beds- Makerequired field adjustments as directed without
additional cost to the Owner. Avoid obstructions such as electrical equipment signage, lighting,
view triangles and the like.
B. Install no plant material prior to the verification and approval of staking/layout by Landscape
Architect.
3.07 MULCHING
A. Apply a 2-inch level layer of specified mulch to all plantiN beds upon completion of each planting
area.
B. Do not place mulch against trunks or stems.
C. Uniformly edge beds of individual planting to provide a clear-cut division line between planting
areas. Porm bed shapes as indicated on the Drawings.
3.08 ANTIDESICCANT
A. Apply antidesiccant per manufacturer's written specifications.
3.09 PROTECTION
A. Provide all necessary planting safeguards until Final Acceptance -is accomplished, or for such
time as required to assure vigorous establishment of the plant material.
3.10 CLEANUP
A. AN paved surfaces and planting areas to be kept clean of soil piles, debris, containers, etc. on a
daily basis. Remove all excess waste material daily.
B. Sweep and wash "spotlessly" clean all building walls, windows, fencing, paved surfaces, signage,
and lighting affected by landscape work prior to Final Acceptance.
LANDSCAPE
02900-8
05-01
Employee Benefits of America April 22, 2005
Edmonds, WA
3.11 FINAL ACCEPTANCE
A. Final acceptance.of the landscape work in this Section will be made by Landscape Architect after
an inspection to determine 100 percent completion of the Contract work, all punch list items, and
the project is accepted as complete by Owner. The date of Final Acceptance constitutes the
beginning of the one�year guarantee period and the beginning of the 3"ay required maintenance
period.
END OF SECTION 02900
LANDSCAPE
02900-9
0"I
�:IDATE RECEIVED
PERMIT EXPIRES
CITY;'FEDMONDS
USE PERMIT
ZONE
NUMBER
CONSTRUCTION PERMIT APPLICATION
JOB 8 ITE/A
ADDRE
S x/771
OWNER NAME/NAME OF BUSINESS
Ll e, PA1)t*Nj PAT)"j.
PLAT NAME/SUBDIVISIOk't,id.
LOT NO.
LID NO.
MAILING ADDRESS
LID FEE $
z
0
O�V,4-103 L'Wfty fit/ 40
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
TE ro
RWSc:r:1P..veudi,.d
Street Use Permit Req'd
CITY ZIP
TELEPHONE
EXISTING PROPOSED
m
inspection Required -13e
Sidewalk Required
6? 49 ,VL6 1kipgo
30
REQUIRED DEDICATION— FT '000'0�
Underground
Wiring required
NAME
METER SIZE LINE
SIZE
NO. O,F FIXTURES T
PRV REQUIRED
Df)_-,P//7 e
YE NO E3
74 L
REMARKS
WNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROWDRAINAGE
z
z
t
ADDRESS
121,5010 �ZO 67- ItJ
.5.
CITY Z
TELEPHONE
NAME
ja#Dbq?'j
ENGINEERING REVIEWED SY�,,; "DAT
TO i7m.
ADDRESS
0
CITY ZIP
TELEPHONE
FI R� IEWED 8 DATE
1, 7�� Ct
0
4�3� �PPQY2 r2.9&
- 76__:V�30
V f,
VAAIANCE OR CU
SH�RELINE OR ADB#
INSPECTION
REQ'D
PBOND
OSTED
STATE LICENSE NUMBER EXPIRATION DATE
CHECKED BY
Aoe)-zovs-.3�
EjKES 0NO
$
SEPA REVIEW
COMPLETE EXEMPT
SIGN AREA
ALLOWED PROPOSED
HEIGHT
ALLOWED PROPOSED
PROPERTY TAX ACCOUNT PAM"cl-'NO.
LU
_j
—
VAIS
EXP 5/141
,
1—,q. 2 z T
I
E�OrEW
RESIDENTIAL
PLUMBING MECH
LOT COVERAGE
ALLOWED PROPOSED
REQUIRED SETBACKS (FT)
FRONT Slu REAR
PROPOSED SETBACKS (FT.)
FRONT UR SIDE REAR
ADDITION
[��OMMERCIAL,,,,
COMPLIANCE OR
rl CHANGE OF
78,
/" I+
1z 0 —
Z�
2
USE
REMODEL
MULTIFAMILY
SIGN
PARKING
REQ'D
PROVIDED
LOT AREA
1
PLANNING REVIEWED BY DATE
1
12-
Z 7-
11111&105
REPAIR
GRADING FENCE
CYDS 7, ( X Fr)
_I
REMARKS--,�
DEMOLISH rl TANK E] OTHER
GARAGE RETAINING WALL FIRE SPRINKLER
eA
z
CARPORT ROCKERY FIRE ALARM
(TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN:
CHEC Eq, gy
TYP� OF CONSTRUCTION
CODE
OCCUPANT
'kNUMBER
a/K
GROUP
;?—
NUMBER
OV
OF
WELLING
CRITICAL '7
AREAS
-7
SPECIAL INSPECTION JAREA
0)5
'0 PANff
CCU
0'
-
STORIES a
NITS
NUMBER
REQUIREDJK"-- I
- 5�__
LOAD /Z
.
!DE§CRIBE WORK TO BE DO�
-
-
" 71
12�21 4_/ 2!�_ L4 LX 911-e
REMARKS
-2
-
PROGRESS INSPECTIONS PER UBC 108/ ISC109 IRC109 FINAL INSPEC11ON REQ'D
VALUATION
32- ES se
Description
FEE
Description
FEE
Plan Check
State Surc harge
HEAT SOURCE ---
T GLAZING %
LOT SLOP I E %
Building Permit,
.
City Surcharge
M
Plumbing
ase Fee
PLAN CHECK NO:
VESTED DATE
_5
Mechanical
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
I=
2
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
Grading
�5
SEPARATE PERMISSION.
Engr. Review
X4
W
PERMIT APPLICATION: 180 DAYS
PERMIT LIMIT 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
Engr. Inspection
f7
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
A PLICANIT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
Fire Review
P
17) J7
NPINTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
Fire Inspection
Receipt #
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
'INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT 3HALL NOT BE
DEEMED TO MODIFX WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
LandscapeInsp
Total Amt. Due
X0
NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION."
4
R
Receipt #
HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
';
APPLICATION
APPROVAL
GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
THE OWNER. I AGREE TO COMPLY WITH CITY. AND STATE LAWS REGULATING CONSTRUC-
CALL
This application is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
Building Official or his/her Deputy: and Fees are paid, and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
FOR INSPECTION
receipt is acknowledged in space provided.
WORKMEN'S 9,Opff�SATION INSURANCE AND RCW 18.27.
(42E) ;
F URE DATE
U
L ". / i
k�� 'd'�l
SIG��U' E ER R AGENT)
DATE SIGNED
T.,
771-0220
/'�
A t^/15'_)
�AELEASED BY bATE
A'ItENTI
EXT 1333
ITISUNLAWFU TO USE OROCCUPYABUILDING OR STRUCTURE UNTILAFINAL
INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF OCCU-
ORIGINAL - FILE YLLON -INSPECTOR
PAN& HAS BEEN GRANTED. UBC109/IBC110/IRC110.
PINK -OWNER GOLD -ASSESSOR
09/03 PRESS HARD -YOU ARE MAKING 4,COPIES
Adak
City of Edmonds
RIGHT-OF-WAY CONSTRUCTION PERMIT
Permit No: 20b
Issue Date:
A.,,_Address or Vicinity of Construction:
B. Type of Work (�e specific): 1,11214
AlAd ownrr* pu -
C. Contractor: I A CKICV\ r-k rr,,
CP) 4- G) �',6 kit cj �YN Ct \__
Mailing Address:tzS�4 nn,, 4 -,n�
State License #j"v'�k VC, I (j- C.)
City Busines� License
D. Building Permit # (if applicable):-,%O (9 oil
Contact:0 k ud I. Q N-JA-k C-k n
kophone: -.9
Liability Insurance: Bond: $ 17,k
Side Sewer Permit # (if applicable):
E. Commercial Subdivision 0 Qity"1ProjedV-",�Ej1-_h1 ]PUD, VERIZON, PSE, COMCAST, OVWSD)
Fj Multi -Family El Single Family F Other
INSPECTOR: m tm Yw iA / Wa vilui i
F. PAYEMENTCUT: EIYES [I NO, G. SIZE OF CUT x
CONCRETE CUT: El YES F-1 NO
Mail Approved Permit E] Call for Pickup
INDEMNITY. Applicant understands by his/her signature to this application helshe holds the City of Edmonds harmless from
i . nj . q�i . 8, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of
Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense
costs and attorney.fees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR.FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BY'eITY FORCES, AT WHICH TIMEA DEBITOR CREDIT WILL BEPROCESSED FORISSUANCE TO THEAPPLICANT.
Traffic control and public safety shall be in accordance with City regulations as required by theCity Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
Restoration is to be in accordance with City codes. All street -cut tren& work shall be patched with asphalt or City -
approved material prior to the end of the workday - NO EXCEPTIONS.
Three sets of construction drawings of proposed work are required with the permit application.
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
I HA VE READ THE ABO VE STA TEMENTS AND UNDERSTAND THE PERMIT REQ UIREMENTS AND A CKNO WLEDGE
THA T I MUST MAKE THE PINK COP Y OF THE PERMIT A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
Signature: Icz..., .................. Bi4te: C-)
(Co��tractor or Agent)
FORCITYUSKONLY
Pj'ht' 4ay',
Approved, by:. zafmnea
g, ...4f- -Fee:�.
Feel
'Time Authorized: Void After Disruptioti: Fiffid4`14:__�,*
I - �. 11. .� 1.� oe �1_ J
,Special, Conditions: 4MqfPyd.— kV 4ns ti - -Feq:-,
pep, iow
(Ijq
L4 J Total Fee:. . UZI 025�
REQUIRED INSPECTIONS:
Call 425-771-0220, Ext. 1326for a 24-hour voice -recorded inspection request line.
FINAL APPROVAL OF PERMITTED WORK: &DND(gom 2- T�itg afe 6k DATE: 0/w /0-7
Inspector's Signature
C:\Documents and SettingsTurtisNy Documents\FonTLs\Engnrng\ROWpemit_.doc Revised 10/01/03
77
� PA
0 AU,
(o
(0
a
J
I H5-
4 viD
,J 0, 4,
2 HH -
4 NI) -
Ha--,
1 HK-
,3,36--t-AK
I LF
1 W14
3 FF
uwH�
I RIC
*:17 1
Z,
4
I
1A
4
I WH
-4
B-61
D
WA~ A
`N,
IN
Is
IN,
N\
11 Au
ro Hi
N
3
n m
...........
AU
13 NID 23 NE)
I PK
N, 1�
5c;
IN
4 BUILDING 4 AU
3 Ic N\
HM
r NE)
15C
3 L6
N',
4 HK
4 L5
0 NN
0
10 AU
—4 NID
I PT
7
_,-4- f5c ------ ----
5 NI)
I KJ :7
- - -------- - - - - - - - - - -
7. 7-
-4 R5 . ..... �_LF-
24 ps -
LF
71, 4 HM -7
AFROVED,
07
APPrlov�_*I) By PLANNING
to 0 5 10 20
j
L? D', 2 7
WILOING DEPARTM&N','
!7FTY r�.F r7l.Tl�.ON,1711!�
41
0
co
0) CO
qg r- , v,
cn
UP
2
<
w CO t
C'j
t: X
.d
0 w
z LL
L)
00
CD M
C,j
cl)
ca
5 "m
V)
w
0
w
V
DESIGN:
AMS
DRAWN:
CHECK:
DC
JOB NO:
05-01
DATE:
4-28-05
RESUB
OCT 18 2005
oulLl),YNOGFOEF-DPAMIO"INMDESNT
CIT
z
Ld
V)
LL-
Lji
0
�g:
(n
Lu
0
N
LL_
(::)
Lj
00
Z
CL
CD
Ld
M
z
V)
N
ui
0
uj
0
LO
Z
_j
W.-
0
CL,
00
Ld
N
LLJ
SHEET:
n
w
n
c>kO17 A��& �V
ga
12
BUILDING WAL
RAIN SENSOR
WALL 5RAC<E
NOTE5:
1. ELECTRICAL: 24 VACi INSTALL, PER
MANUFACTURER WRITTEN SPECIFICATIONS.
2. MOUNT ON WEATHER EXPOSED WALL 0'
ABOVE FINISH GRADE MINIMUM.
3, PROVIDE 1/2" GALV, ELECTRICAL CONDUIT
TPROUGH 5UILDING WALL TO CONTROLLER.
4. FAINT EXPO&ED CONDUIT TO MATCH ADJACENT 6UIRFAC;=.
5.SET ADJUSTMENT AT 1/4" RAINFALL TO INTERRUPT
SOLENOID CIRCUIT.
ro,COORDINATE INSTALLATION WITH ARCHITECT, GENERAL,
AND ELECTRICAL CONTRACTORS.
RAIN SENSOR DETAIL
FINISH GRADE OR
TOP OF MULCH LAYER
FINISH SURFACE
TOPSOIL
I=Of=-Uf=> SPRAY HEAD
PVC SCHEDULE 40 FITTING
RAIN51RD 5PX SWING PIPE ASSEMBLY
WITH I RAINIBIRD 55E-050 SPIRAL BARB
EL50W AT EACH END AND 1 RAIN51RD
MSE MARLEX EL50W AT EACH SPRAY HEAD
PVC LATERAL LINE
SPRAY 145AD DEFTAIL
IRRIGATION POINT OF CONNECTION DETAIL
REMOTE CONTROL VALVE DETAIL
lu
z
I
z
Z
m
(D
Z3
-1
LL
QUICK COUPLING VALVE DETAIL
COPPER MAINLINE FROM
WATER SUPPLY
VALVE BOX
GL05E 5HUT-OFF VALVE
PVC NIPPLE 31, MINIMUM
T"'PICAL
PVC UNION - TYPICAL
FN15H GRADE OR
TOP OF MULCH LAYER
VALVE BOX
P;RE55URE REGULATOR
PVC MAINLINE - TYPICAL
DOUBLE CHECK ASSEMBLY
JUM50 VALVE BOX
TOPSOIL
G4LV. NIPPLE 3" MINIMUM
T'rPIC,AL
G4LV. UNION - TYPICAL
Pvc, MAINLINE TO
IRRIGATION SYSTEM
VALVE BOX EXTEN51ONS
P=A GRAVEL DRAIN
T-F�DICAL
FIN15H GRADE OR TOF' OF MULCH
24" LOOP OF EXCESS WIRE - TYPICAL
WATER TIGHT SPLICE CONNECTOR - TYPICAL
VALVE BOX
TOPSOIL
REMOTE CONTROL VALVE
PVC 5CHEF-)ULE 50 T.O.E. NIPPLE - TYFICAL
PVC 5x& SO DEGREES
PVC MAINLINE NIPPLE
CONTROL WIRE - TYPICAL
PVC
SCHEDULE 40 FITTING
PVC,
MAINLINE
PEA
GRAVEL DRAIN
PVC
UNION - TYPICAL
PVC
LATERAL LINE
FINISH GRADE OR
TOP OF, MULCH LAYER
VALVE BOX
2" MAX. CLEAR
FINISH SURFACE
TOP501L
QUICK COUPLING VALVE
PEA GRAVEL DRAIN
GALV. NIPPLES
PVC SCHEDULE 40 FITTING
CONTROL WIRES - TYPICAL
GALv. STREET ELL (3 TOTAL)
PVC MAINLINE
lu
Z
Z Z
T- Z
SLEEVING DETAIL
NT,5
SLEEVING AND TRENCHING DETAIL
IRRIGATION CONTROLLER DETAIL
SOLID PVC CAP - TYPICAL
DO NOT GLUE - FAINT 5LUE
TEMPORARY
FIN16H GRADE OR TOP OF
MULCH LAYER
PAVING - FINISH SURFACE
COMPACT SUB GRADE
TOPSOIL
PVC SCHEDULE 40 SLEEVE
TEMPORARY TYPICAL
SPECIFIED 5ACKFILL
SO DEGREE ELL - TYPICAL
UNDISTURBED NATIVE SOIL
PVC SCHEDULE 40 SLEEVE
PAVING - FINISH SURFACE
COMPACT SUB GRADE
SPECIFIED 5AC<FIL-L—
FINISH GRADE OR
TOf='OF MULCH LAYER.
TOPSOI
PVC LATERAL LINE
PVC SCHEDULE 40
SLEEVING FOP, MAINLINE
FVC: SCHEDULE 40
5LEEVING FOR CONTROL
WIRING
PVC, MAINLIN
CONTROL WIR
BUILDING WALL
AUTOMATIC IRRIGATION
CONTROLLER - WALL MOUNT
120 V POWER SOURCE BY OTHERS
SEE ARCHITECT DRAWINGS
CONDUIT WALL STRAP - TYPICAL
Q
cq
C3
co
CD co
4,
s -,.,? A
U)
p �; r�
:Ewm
wo C?
(a 'q-
m �; CN
co
0 (a u-
Z =3
co
co
U)
c:
co
z
0
w
I-
<
L<
z
DESIGN: AMS
DRAWN: AMS
CHECK: DC
lk
JOB NO: 05-01
DATE: 4-28-05
PVC CONDUIT FOR CONTROLLER WIRES
SIZE AS REQUIRED - PAINT TO MATCH
WALL COLOR
FINISH SURFACE IN51DE BUILDING
OUTSIDE BUILDING RESUB
FINISH GRADE
SEP 2 -9 2005
F`VC SWEEP ELL CONDUIT - SIZE AS BUILDING DEPARTMENT
REQUIRED - TO LANDSCAPE AREA CITY OF EDMONDS
(3
z
Lli
u-
Li
0
3::
(n
La
F-
(.)
Ez
<
0
uj
1
00
Z
CL
0)
Li
m
a
<
z
V)
"
Ld
0
V)
I
o
Lo
z
-j
v—
0
CL
Co
:2
m
clq
c::)
Li
C4
Li
SHEET:
z
0
0
Li
CL
<
C)
0
7p
<
LANED5CAFE FLANT MATERIAL LEGEND
5YM50L 50TANICAL COMMON NAMES 51ZE NOTES
TREES
ACER CIRCINATUM VINE MAPLE V- 10' HT. 54515 CANES MAXIMUN
ACER, RU5RUM '50WHALL' 50WHALL RED MAPLE 2" CAL. 545,5RANCHED a V,
MATC14ED FORM, STREET
TREE
cm
C)
w
STEWARTIA PSEUDOCAMELLIA JAPONESE STEWARTIA 211 CAL. 545, LOW 5RANCHEV, M co
*m c o Z;
MATCHED FORM o .06 7- T-
c: co 1-
U)
to 'V
m
r
CD cq
STYRAX 05A551A FRAGRANT SNOW5ELL 2" CAL. 545, LOW 5RANCHED, x.
co Z _-3 >
00 cr
00 ca
MATCHED FORM C,4 (n
cl)
ca
THUJA PL ICATA 'EXCEL5A' / EXCELSA WESTERN REID CEDAR I'-&' HT. 545 4 FULL _j
TSUGA MERTENSIANA / MOUNTAIN HEMLOCK 11-al HT. 545 4 FULL
AU ARBUTU'V' UNEDO 'COMPACTA' / COMPACT STRAW5ERRY TREE 2111-2411 HT, FULL, HARVENED/DENCE GROWTH
z
5C 5ERGENIA CRASSIFOLIA WINTER-5LOOMING 5ERGENIA I GAL. FULL 0
CAMELLIA 5A5ANQUA 'JEAN MAY'/ JEAN MAY CAMELLIA 21"-24" HT. FULL, PENCE GROWTH
ry
WH HAt"11AMEL15 MOLL15 / CHINESE WITCH HAZEL 2411-3011 HT, FULL, PENCE GROWTH 0
w
C)
HS
HEMEROCALL15 'STELLA DE ORO'/ DAYLILY I GAL. FULL
oil,
0 HK H05TA KROSSA REGAL'/ NO COMMON NAME 1 GAL. FULL, DENCE GROWTH w
0 HM HYDRANGEA MACROPHYLLA 'LACECAP' / LACECAF HYDRANGEA 2P-24" HT. FULL, PENCE GROWTH
0 Ic �LEX CRENATA 'CONVEXA' / N.C.N. 1811-2111 HT. FULL, PENCE GROWTH V
KJ KERRIA JAPONICA / NO COMMON NAME 21"-24" HT. FULL, DENCE GROWTH 1,1111m,1111 im =Nil Nil
LF LEUCOTL14OE PONTANESIANA / DROOPING LEUCOTHOE 21"-24" HT. FULL, PENCE GROWTH DESIGN: AMS
0 MA MAHONIA AQUIFOLIUM / OREGON GRAPE 2P-24" HT. FULL, DENCE GROWTH DRAWN: AMS
0 ND NANQINA DOME5T ICA 'COMPACTA' / COMPACT HEAVENLY 5AM500 IV-21" HT. FULL, 3 CANES, PENCE GROWTH CHECK: DC
JOB NO: 05-01
PA PENNISETUM ALOPECUROIDES 'HAMELN'/ HAMELN FOUNTAIN GRA65 I GAL. FULL, PENCE GROWTH DATE: 4-28-05
PF PIERIS 'FOREST FLAME" / NO COMMON NAME 2P-24" HT. FULL, PENCE GROWTH
RC RHODODENDRON 'CHRISTMAS CHEER'/ RHODODENDRON 1811-2111 SPR. FULL
RS RHODOI)ENC )RON 'SCARLET WONDER' / RHODODENDRON 1811-2111 5PR FULL 0
Ld
VD V15URNUM DAVIDII / DAVID'S V15UFNUM IV-21" HT. FULL, PENCE GROWTH I I
(3
VINE5
<
PT PARTHENOC15SU5 TRICU5PIDATA / 505TON IVY I GAL. LEAN STAKE ON WALL uj
LS LONICERA 5EMPERVIREN5 / TRUMPET HONEY5UCKLE 5 GAL. REMOVE STAKE AND SECURE
2
TO TRELLIS <
V)
LA_ w
GROUNDCOVER 0 3r.
z
w w 0
ARCTOSTAPHYLOS UVA-URSI KINNIKINNICK 4" POT 1211 ON CENTER 0 cq _j
Lt. < 0
La _3 co n
z (L 0)
................................. ... .................
............................ LLj
.................. FRAGARIA CHILOEN515 WILD STRAWIBERRY 411 POT 12" ON CENTER
........................
..... . ....................... m
z 3: CL
(1) N
Lu 0
PACHY5ANDRA TERMINALIS JAPANESE SPURGE 411 POT 12" ON CENTER (A
0 V)
z
0 Lo
0
VINCA MINOR DWARF PERIUNKLE z
------------- - - - - 411 POT 12" ON CENTER (L 00 m
c1q C) <
LANDSCAPE NOTES: ---------- UJI N UJ
I. ALL PLANTING AREAS WILL RECEIVE A 2-INCH LAYER OF MEDIUM -FINE
EX15TING NATIVE VEGETATION
TO REMAIN, SAVE, AND SESUB SHEET:
WOOD MULCH. PROTECT
2. SOIL AMENDMENTS WILL 5E 5ASED ON A SOIL ANALYSIS 5Y AN SE? �9
APPROVED TESTING LA50RATORY. PROPERTY LINE SOLID WOOD FENCE BUILDING I)EvAfkwr,-_NT
V HIGH, SEE ARCHITECTURAL CITY or- EDMONDS
I SEE SHEET L-4 FOR PLANTING DETAILS. DRAWINGS FOR DETAILS
5
ZX I Ht KUU I t�/A"
DIAMETER
NOTES, PLANT SHRUB HIGH ENOUGH TO ALLOW
POSITIVE DRAINAGE AWAY FROM ROOT5ALL.
ROUGHEN ALL SURFACES OF PIT,
5HRU5 PLANTING
NT5
CONCRETE
ASPHALT PA
T. D 'c
SHRUB PRUNE AS DIRECTED
BY LANDSCAPE ARCHITECT
(o" DIAMETER NO MULCH RING
5ACKFILL PIT WITH 50%
TOP501L AND 50% NATIVE
SOIL, ADD SPECIFIED
AMMENDMENTS AND
FERTILIZER TO MIX.
2" SPECIFIED MULCH LAYER
SPECIFIED PLANT TA5LET5
SCARIFY ROOT5ALL ON
CONTAINER MATERIAL.
REMOVE TOP 1/3 OF
BURLAP ON 545 MATERIAL
REMOVE ADDITIONAL ASPHALT AS REQUIRED TO INSTALL
IRRIGATION HEADS ADJACENT TO CURB AS SPECIFIED
BERM FAf;�<ING LOT ISLANDS
c' p 6� 1
0. lop-
0 q3 0
0
IMPORT TOPSOIL AS SPECIFIED
REMOVE CRUSHED TOP COURSE
AS INDICATED. SCARIFY EX16TING
5U5GRADE TO DEPTH OF (o" AND
5ACKFILL WITH IMPORT TOPSOIL
PER SPEC: IFI CATIONS
CRUSHED TOFCOUR5E
TYPICAL PARKING LOT 15LANID PREP. AND GRADING
NTS
c
t
Z X I Hr- MVV I t:5ALL
I DIAMETER
NOTES: PLANT TREES HIGH ENOUGH TO ALLOW
P051TIVE DRAINAGE AWAY FROM ROOT5ALL.
ROUGHEN ALL SURFACES OF PIT.
LOCATE ALL STAKES OUT51DE OF ROOTBALL.
CONIFER TREE PLANTING ANID 5TAKING
NT5
PREVALING WINE)
ROOTIBALL
TREE TRUNK
STAKE - TYPICAL
=1 ANI \/[=III
UNCUT LEADER
TREE PRUNE AS DIRECTED
BY LANDSCAPE ARCHITECT
ATTACH TO TREE USING
'CHAINLOCK' GUYING
WRAP AND PROTECT TREE
2" CIAMETER TREATED
DGEPOLE STAKE (2 TOTAL)
LOL
12 " 1) IAMETER NO MULCH RING
2" $PECIFIED MULCH LAYER
SPECIFIED PLANT TA5LET5
REt"OVE BURLAP AND/OR
WIRE BASKETS. FROM THE
TOF 1/3 OF ROOT 5ALL,
UNDISTURBED NATIVE 601L
BACKFILL PIT WITH 50%
TOF501L AND 50% NATIVE
SOIL, ADD SPECIFIED
AMMENDMENT5 AND
FERrILIZER TO MIX,
x
I---
I\\
A11
+
It,,
x
I
X SPACING
NOTE, SPACING TO BE TRIANGLE PER DISTANCE
SHOWN ON PLANT SCHEDULE
SPACING APPLIES TO ALL GROUNDCOVER5
AND FORMAL SHRUB ROW PLACEMENT.
TYPICAL PLANT SPACING
NT6
MULCH LAYER
EDGE OF BED
EDGE OF PAVING
u
c(
2x THt ROOT5ALL
DIAMETER
NOTES., PLANT TREES HIGH ENOUGH TO ALLOW
POSITIVE DRAINAGE AWAY FROM ROOTIBALL.
ROUGHEN ALL SURFACES OF PIT.
LOCATE ALL STAKES OUT61DE OF ROOTIBALL.
IDEGIDUOU5 TREE PLANTING AND 5TAKING
NT5
PREVALING WIND
ROOTIBALL
TREE TRUNK
$TAKE - TYPICAL
;=I ANI \/11=111
TREE PRUNEA5 DIRECTED
BY LANDSCAPE ARCHITECT
2" DIAMETER TREATED
LODGEPOLE STAKE (2 TOTAL)
TREE WRAP
ATTACH TO TREE U51NG
'CHAINLOCK' GUYING
WRAP AND PROTECT TREE
12" DIAMETER NO MULCH RING
REMOVE BURLAP AND/OR
WIRE BASKETS. FROM THE
TOP 1/3 OF ROOT BALL.
2" SPECIFIED MULCH LAYER
SPECIFIED PLANT TABLETS
5ACKFILL PIT WITH 50%
TOPSOIL AND �0% NATIVE
SOIL. ADD SPECIFIED
AMMENDMENT5 AND
FERTILIZER TO MIX,
UND15TUR5ED NATIVE 501L
GROUNDCOVER
NO MULCH AROUND PLANT STEM
BACKFILL PIT WITH 50%
TOP501L AND 50% NATIVE
SOIL. APE) SPECIFIED
AMMENDMENT5 AND
FERTILIZER TO MIX,
2" SPECIFIED MULCH LAYER
SPECIFIED PLANT TA5LETS
SCARIFY ROOTBALL ON
CONTAINER MATERIAL.
RESUE3
NOTES: PLANT GROUNDCOVER HIGH ENOUGH TO ALLOW
P061TIVE DRAINAGE AWAY FROM ROOTBALL.
SEP 2 9 200,5
'U"D'N
C,,,,o),%E,p),A,.R_WENT
NDS
GROUNDCOVER PLANTING
OR
orolz
C)
co
CD co
CD
co
ca us
cm
CL
ox
co
0=
Z. U-
co cr
co ca
(n
N cn
mw
-a
r_
co
z
0
V)
w
<
V
"e__
4r
::z I t\1
DESIGN:
AMS
AMS
lDRAWN:
CHECK:
DC
JOB NO:
05-01
DATE: 4-28-05
(10
L;
z
<
Li
m
0
<
V)
z
LA_
0
LjLj
3:
z
V)
ui
0
U—
UJ
<
_3
0
W
Z
CL
LIJ
m
a
Ld
z
3r.
V)
Lu
0
V)
0
uj
>_
v—
a
(A
b
Lo
z
0
_j
CL
V.
00
0
:2
7p
m
cq
a
<
w
C%4
w
SHEE T:
IN
OCT 18 2005
BUILDING DEPARTMENT
CITY OF EDMONDS
)- / 4-Z �
S!-!'-,
BUILDING DEPARTMENT
CITY OF EDMONDS
MIMI
12A A��y (,,�/
14
GRADING QUANTITIES
TOTAL EMBANKMENT 2225 CU. YDS.
TOTAL EMBEDMENT 2020 CU. YDS.
@
TOTAL 4245 CU YDS
Z
NE 1/4, NW 1/4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
27
310.2'
PUD 1310W--±313.�'
16.0'
4!
4-,4' -A. SIDEWALK
130 31 .0'
6. 00
. - - \v \ \ \
-A
'4 4 .4
A 1A A* .-A
A .90 :-4 .4
01
7 7.6'
.28
'BACK IN ON�r
GN
C"
6.
T
13,3o
4V
tj w--
17.8 ABI
RM(ERY (AB)
IW-- 26. -VB)
-- 0 326.
(AB
W
4
/4
0 TOW--310.5! (AB)
BOW--306.5- (AB)
,3J2
EX C13
RIM= 334.10
INV= 332.10
INV= 332.50
3,34 4 PROP D BUILDI
F.F.E.= 32t.f2,5\ (MAIN L VEL)
A (tOWER LE EL
F. F. E. 317. 6,25
4 . 'A
3,36
c�-
-331.0! (AB)
BOW--327.0 (AB) TO -32 .0 -S'
0
U -3 .0
4-
7.12
3 32�
4- 4
32 .125'
INSTALL RW&Y 328
4�'
PER GEOI[EW 4,�
3-42
A4
A ow--32
BOW--±3 .1 334 -BOW--_327.0
336
30
344
REINFWD CONCIETE RETAINING WAM
1
PER STRUCTU TYP.)
co RAt (I
100
4
TOWO±34"'
670 -±327.0
J46 7- -1a6
...................... ........
DrENOTES THE AS -BUILT VALUE
348 3
350
4�'
. ... .... *THESE RECORD DRAWINGS (SPECIFICATIONS) HAVE BEEN
Co. -
352 PREPARED BASED ON INFORMATION PROVIDED BY OTHERS.
T (ENGINEER) HAS NOT VERIFIED THE
THE ARCHITEC
co
ACCURACY OF THIS INFORMATION AND'SHALL NOT BE
RESPONSIBLE FOR ANY ERRORS OR OMISSIONS WHICH
,35o 354 MAY BE INCORPORATED HEREIN AS A RESULT. n
356
I
T
A'F P R 01, No'
G-1 -IEERING
BY E G';
Da -, 0:
-y-
AL112
GRADING PLAN 4M 1110 -ME MEMO :::=
SCALE: 1" = 10' i -1 1
eNGINFmERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
G 17
w
llo-7
'vPlllaj
I EXPIRES: 9/5/2007 1
Z
2m
M
=:)
M
=:)
M
=3
M
=:>
�-
=:>
V)
w
cn
w
C/)
w
en
w
�2
a-
V)
m
m
M
w
w
w
w
w
uj
cn
Do-
a-
CL
a-
a-
-<
-
-
-I
04
u
qs�
00
c )
com)
I
1�
;�=
C)
mom=
DESIGN:
RDJ
DRAWN:
JRP
CHECK:
GAG
JOB NO:
05026.20
DATE:
03/16/05
RECEIVED
JUN
- 1 2007
w
13UILDING DEPT.
Ld
:2
1--
V)
LLJ
LL-
3::
0
u.j
F-
0
z
E
00
LLj
CL
0)
z
Lj
m
z
04
Lu
LLJ
0
cli
o
U-)
z
j
V.-
0
(L
00
M
wool
:m
CN
0
0
UJI
N
Ld
A0
S100",
20
THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555.
@
INSTALL 1)
GRA%-
RIM-EL,=,316.20 E- 315:6
INVERTS UNOBTAINABLE -E- 31011
(IE= ±309.7)
(FIELD VERIFY)
GRATE= 311
It IE= 314
It IE= 314
.0
A
(b
U)
.- k.4
CONNECT FOOTING DRAINS TO
4
DETENTION SYSTEM OUTFALL
Q)
A
CD
ck.
�A
c
4
c� A 4- 1
J
-YARD DRAIN 4
GRATE= 31&0
IE= 316 4
A 4 I -A
�'4
A A
.. A .
GRATE= 326.33/ AB) &WdF- 3271-
CIE= 32��N AB) lE-3ffk3-
4 a IE= \ptws AB) I
�33o
Q�
i7c/)
co
L�C�o/
co
GRATE= 334,22 (AB) EX CB
It IE= 332.02 (NXAB) �.je_
It IE= 33125 (SW)(AB) iH41 ;42.�9
PAINTED ROAD CENTERUNE 334
uj
3,36
338 4-
NE 1/4, NW 1/4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
I CB STD LOCKING MH FRAME
GRII TE= ±31 I CB & COVER MARKED 'DRAIN*
IE= 8 (E) Ral) gYl
Y) RIM=315.35 (AB)
(FIELD %TFY) RIM-±3i 5.
K/ SHEAR GATE
LIFT HANDLE
LADDERRUNG)
/Z A:
16* MIN
OVERFLOW
IE=314.5 W
INSTALL TYPE I C8 STRAP
W/SOLlP LOWNG LID (BOLT CONTROL
Rllilw 4310.0 RIM= 309.85 (AB) STRUCTURE
lf IE= 308.00 (WXAB)
-o' PUD TO MANHOLE)--`
It IE= 307.95 (EXAB)
1.55*0 ORIFICE
M&A (SXAB) ELBOW4
1.09 AB) IE=312.4
. . 4 8' PVC/CMP ADAPTOR
A.14 SIDEWALK
DRAI
,'A
TO1 TI
AM
4! TION PIPF
IM HOLE
lam 31
. - - I ..A
14"
A
2�.3 (N
E
A F^%r _%
'I AB)
2.1'
OUTLET
IE=309.10 (AB) !E--310.3
rO SHEAR GA
8" 0 0.5% TO 21 MIN.
NEW STRUCTUJtREj
OW
8"0 CMP FLOW
DEAD
CONTROL ASSEMBLY
STORAGE
2' MIN.
STRAP
I 'A -A
RESTRICTOR PLATE A
W/ 1.05 0 ORIFICE
ROCKERY (AB)
SHORING
'b
FOUNDATION DRA 4- N
--,YARD DRAIN
<0000�\ IkSTALL FOOTING 2
GRAlE=, 327.0 'b DRAINS -
1340 IE= 3�.5 .. A 32�
4 -0�
jiz
INSTALL ROCW
E0
:. .. 4;r
PER GEOTECH 4. 4. 4,-
I .* ** __ >010<
342
A
334
4 000
J38 336 13'7<
C/) I
YARD DRAM (M)
or GRATE=327.0 J76\
IE---325.0-
340
REINFORCED CONCRETE RETAINING ALL
PER SM ;lyP-) YARD DRAIN_
_GRAM=-__±326.9 -
IE= 324.75 .001�
U)
NOT INS I C/)
J46 / I
28 LF
FINISH GRADE
A
18" MIN
2" AIR VENT I
S-- 0.75% (AB)
5= 0.5%
6" INLET
IE= ±312.9
4! DIA PERFORATED PVC PIPE
WITH 6' OF I' MINUS GRAVEL
ALL AROUND, WRAPPED IN
NON -WOVEN GEOTEXTILE FABRIC,
SLOPE TO DRAIN 1/8' : l-V
MIN. TURN DOWN PERFORATIONS
AS SHOWN
60" TYPE 11 MANHOLE
FINISHED GRADE
2* AIR VENT
e DOWNSPWT TIGHTUNE
TO DETENTION SYSTEM
LINE OF MAX. EXCAVATION. FUMING
IF SOIL IS OVEREXCAVATED,
REPLACE Wl'IH LEAN MIX
CMMETE.
FOOTING DRAIN AND ROOF DRAIN SECTION
NITS
SOLDIER PILE SIZE AND SPACING
.7 _1�0 PER STRUCTURAL
1 348 (AB) DENOTES THE AS -BUILT VALUE
350
IN D
G LID
RIM= �47.46 (AB)
"THESE RECORD DRAWNGS (SPECIFICATIONS) HAVE BEEN
ST]l
UP 352
IE= 96 (No (V . ... : . 1. . . PREPARED BASED ON INFORMATION PROVIDED BY OTHERS.
C�d : % I " *
IE= tO6 (S*) (AB
THE ARCHITECT (ENGINEER) HAS NOT VERIFIED THE
Q;
ACCURACY OF THIS INFORMATION AND SHALL NOT BE
J50 354
RESPONSIBLE FOR ANY ERRORS OR OMISSIONS VMICH
I MAY BE INCORPORATED HEREIN AS A RESULT.
__j
356
SHORING WALL F
3 RrAl E! NTS_
TING DRAIN
-RIM=±317.3
77
EL=313.31 (AB)
6" T
IE- 311.3
IE=309.31 (AB)
&.. b, L 7.
CONCRETE WALL PER STRUCTURAL DRAWINGS
MIRADRAIN 6000 DRAINAGE MATTING FULL
HEIGHT & WIDTH CENTERED BETWEEN PILES,
INSTALLED W/ FABRIC TO LAGGING OR
VERIFY WITH STRUCTURAL
MULTIFLOW DRAINAGE COLLECTOR
ffl-4"O TIGHT LINE CENTERED
BETWEEN PILES
CONC. SLAB W/ REINF. AND SUBGRADE
PER FOUNDA11ON PLAN
SLAB -ON -GRADE SUBGRADE
PER GEOTECHNICAL REPORT
r- EXCAV. LINE
4"0 PVC PIPE TIGHTLINED
TO STORM DRAINAGE SYSTEM
SEE SHEET C4.1
NIOTEDI
6NIGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
1/07
1 EXPIRES: 9/5/2007
0
M
M
M
M
F-
M
M
V)
W
(n
LLj
V)
LLI
V)
LLJ
0-
c/)
w
1=
(n
M
I
V)
Lo
Lo
C)
Lo
u')
U-.)
w
U-)
C)
00
C)
0)
C)
C:)
C)
DESIGN: RDJ
DRAWN: JRP
CHECK: GAG
JOB NO: 05026.20
DATE: 03/16/05
L)
RECEIVED
w
Ld
J U N - 1 2007
-M
I'-
BUILDINr;3
0EPT.
<
V)
Li
LL-
3r.
0
LLJ
Q
V)
N
0
Lj
00
cy)
CL
z
u.j
M
z
LLj
Ld
N
0
LLJ
v
0
ul
z
Z
i
V.-
0
<
-
CL
00
M
C4
LLJ
N
Li
SHEET:
DRAINAGE PLAN
SCALE: 1" = 10' 0' 5' 10' 20 N
THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555.
NE 1/4, NW 1/4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3- EAST, W.M.
RIM—EL.=316.20--------
INVERTS UNOBTAINABLE
(IE= ±309. 7)
(FIELD VERIFY)
ll-�'Z�l 60
W/\, f C.I. LAM
0
EX 3/4! IRRIGATION MEIER
ol� TO BE RELOCATED BY OVWSI).
INSTALL BAMLOW ASSDAILY
, " X'c-�
SACUT EX PAMXNT
4- & REPATCH FOR UTILITY
SERVICE PER CITY OF EDMONDS
APPROX. EDGE
OF ASPHALT
STANDARD DETAIL
DOMMC LINE --,,
2- TAPPING TEE W/ GATE VALW
1D BE INST&O BY OVV6D
T M351 - =ti. I
INSTALL HIGH CAPACITY
111 C.O.E STm[
@ CIP(
v�
ADA
'%AIMP
SEE C. L
DETAIL E2.15
C-)
(SHEET C&
u 4
'3 APPRO)QMAlE PU LT LOCATION
(SEE ELECTRICAL S)
-/A A . �:4.
T 4
051-
.4
PUD
loll
4-
RE WNG W/
DA CONCRM
c,) S E C. 01\ 4 41 (SEE ADI URAL PLAN
L M15 4
FOR MtA�S)
(SHEET C&2)
A:
% -d
.'4
-'7
y I
.1 ir
4 4 A 4: N
4 '3
A
W/
G U
4 1 r -�LW "7C
4.
01
z D MEIER
7 C \LF 2' SIDE
it INSTAWBY OWM
N L, I MIN.
... ..... .
4
GR tAB
To
�1'4.1 (sx
\IE 12-68 (N
SEE
L 15
4.
SH 2)
..... ...
A4'. A.'
PROP D BUILDI
.. cy) A'. 5
EEL= 32 �2 (MAIN VEL)
d< 1-2 - -
5-'-' (tOWER LE EL) W 0 SEP
4
F. F. E. 317.62
1 414 2 (N
32
T 4
4*
3,1 ---
-S.
-106
01
4
00
32
00\0
8 000
Aq..
30
4'
LY
LLJ
336
P
INSTALL CURB/GUTTER1 SIDEWALXS
PER EDMONDS STANDARD DETAILS E2.8 & .00
340 -11)0
E2.13 (SEE SHEET M
<
-0000�
-lao
40,
ja6
040
>e4000'
.00,11
350
. ......... ... ,l ............. ..
................. ..
u
0.
352
<
6d L� P-
354
356
STANDARDFRAME & GRATE
GRATE ELEV. =
i \-- 6" PVC
OILIWATE
J SCALE: N.T.S.
6'X 2' REDUCER
(SCH 40 PVC)
6' - 90" ELBOW
(SCH 40 PVC)
, ro PVC
SPECIAL SANITARY SEWER NOTE:
OLYMPIC VIEW WATER & SEWER DISTRICT TO APPROVE
COND111ON OF EXUNG STUB PRIOR TO RE -USE.
Ao-PH01JE-1) AS NoTE.,D
"JELERING
G tj -,4
WAS
w
'11107
I EXPIRES: 9/5/2007 1
2
:m
m
=:)
m
=:)
m
:D
m
=:)
m
=:)
cn
ui
cn
Lu
V)
ui
En
Li
===5
w
ui
ui
ui
Lu
Ln
Lo
U')
u)
U-)
Lo
r-
w
F-
'cz
Lo
4m
c)
C)
C)
CD
C,
Of
DESIGN:
ago No= am
RDJ
DRAWN:
JRP
CHECK:
GAG
JOB NO:
05026.20
DATE:
03/16/05
RECEIVF-D CL
juN
- 1
2007
BUILDING
DEPT. Z
Ld
m
<
Ld
L)
>
w
0
W
m
<
V)
LL.
Ld
3:
0
LLJ
Q
V)
L)
IN
Li
<
0
u-
LLI
-1
CL
00
cy)
V)
z
Lj
in
c;d
m
z
cq
Ld
0
vi
Ld
>-
v-
0
0
Lo
Z
0
a-
00
m
m
N
a
F-
LLJ
N
Li
SHEET:
U'n Ll'n Y
RrAl F- I"
'E IMPROVEMENT PLAN
Em mm
lo' 0' 5' 10' 2'0 N
THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555.
RECEIVED
JUN - 1 2007
BUILDING DEPT.
6TREET FILE
SCALE: 10-10,
U17CDC)CI)
. J�,
0.
0
0 A;e,o
0 00
on
o
0
1% z, -3A 4. 9
cz) C:) c� C:) 0 0 c� ci �c� C.3,6 A -
ot
C3
C5 C6 2
C.)
.96
c*'ll C�l
TO-POCRAPHICAL SITE SURVEY
FOR CHARLIE 'NATHAN
'LOCATED IN THE ' X E, IA OF THE N. w. IA
OF.SECTION 36* TOWNSHIP 27 NORTH RANGE 3 EASTO W.M.
KING COUYTY, WASHINGTON
RUCK WAL TOP & TOE DETAIL RIM-EL.=31620
LEGEND:
0 - FOUND MONUMENT AS D
0 FOUND'REBAR AS DESCRISI
UnLITY POLE
POWER TRANSFORMER
POWER VAULT
ELECTRIC POWER METER
TELEPHONE RISER
0 GAS VALVE
m GAS METER
MAiL BOX
WA MR VA L VE
FIRE HYDRANT
WATER ME TER
m 'CATCH BASIN
SANITARY,SEWER MANHOLE
WATER SERVICE PAINT
GAS SERWCE PAINT
STORM' DRAJN PAINT
9 sANrrARY SEWER PAINT
SPOT ELEVATION
10 VAR2 IfVACLC
RIWEL.=316.01
IW.� EL.=3i4,51 f12' _0P)
S. INV. EL,=3i4.66 11? PCP)
SITE BENCHMARK. IN
TOP EASTERLY SOLT ON nRE HYDjVA�W. 00
EL.=320.77 U.S. FEET
318.
FOUND CONCRPTP MrAlliAlElIfT Im fmor,
W/ 2" IRON PIPE W1 TACK
(HELD) co
li S49 *37'40'K 156.06,
102ND PLACE WEST
FOUND PK AWL w w
P
0.11S.
RD�-EL._302.96
N. XW. EL.=300.01 (12' Cmp)
FOUND CONCRETE MONUMENT IN CASE
/ TACK
W1 ;r IRON PIPE W TING RIGHT -OF -MA Y S. 1w. EL.=301.01 (12. OF)
N49 I -
.79' '217 09.
5f"E N49 '37407 58.
FOUND PK "L
SPHALT S.
.0. VEAENT Ag tAL T
11\ GRIGNAL PA V MENT
t&;i� rLAf LINE—
, 01 6'
Z� #000 4%
ee:k v,,,
-A
v
A
SLOG-
4# 0 , "
44
X4 i� .,i; I
OaND PL.
WEST
SLOG.
.FoOTppjffr
VIC) ; 1, "1 5* - I /
- A�tj rl?4 C r 4 ASPMLT DRIVEWAY
I P, 80,5�
lovol, 0 % I So. FT.
Ul
4A' N
30,
co
!cJ3
C-) In
ro' Q�
6.0;
6
N*,�� 1.99.06, co
J56 -<
te
-i c,
358
&OZ
�94................
:10
fo
-leo.00,
let,
�vo op wz,
' ftAnk
USED
PG
(S) 40r'0472�
*4Z
30
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
---- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --
- - - - - - - - - - - - - - - - - - - - - - - --
FOUND CONCRUE MONUMENT IN CASE
MEW)
W1 f IRON PIPE W1 TACK
rROJECT NAME, NATHAN R.O.S.ITOPO -
770
FOUND CONCRETE MONUMENT KCASE
W
(HI 2 ACK
ELD� IRON PIPE W1 T
CONTOUR INTERVAL:
ZOO U.S. FEET
SITE
mz
O:ws
LAJ w
>
CCI La. Q
Cw 0 ON
LLJ F-
< W
Ld
0.
cy
Ld
w
tAJ
LLJ
< Z
I
co')
ct:
Z
w 2
Q) z
Ld 0
otoz
0-
cLt:i z
z to, li�z
WL-j
L'i
0: Lu _j
0 >
CL
W
w
D 0
GRAPHIC SCALE I =20'
20 0 20
BASIS OF BEARINGS:
SWINGS SHOWN HEREON ARE BASED ON THE CENTERLINE OF
EDMONDS WAY (SA-104), BEING SOTTH 40-22147- EAST, AS
SHOWN ON THAT RECORD OF suRVEy RECORDED IN VOLUME 16
OF SURVEYS AT PAGE 51, UNDER RECORD No. 820707.5020,
.RECORDS OF' SNOHOMISH. WASHINGTON.
LEGAL DESCRIPTION. -
TRACT A, BLOCK 2, DIVISION NO.. 2 OF WESTGATE PARK,
ACCORDING TO THE PLAT RECORDED IN VOLIUME 13 -OF- PLATS,
AGE(S�' 40 & 41, IN SNOHOMISH COUNTY ASHINGTON.
P
E XCEPT W
THE FOLLOWING PORTION - THtREOF.'
COMMENCING AT THE SOUTHEAST CORNER OF sAID TRACT A -
THENCE NORTH 40*22,4r WEST 87.15 FEET To THE NOR '
CORNER OF SAID TRACT; THEAST
THENCE NORTH 89*484,5 WEST ALONG THE NORTH LINE OF SAID
TRACT 102.08 FEE7;
THENCE CONTINUE ALONG SAID NORTH LINE ON THE ARC OF A
CURVE TO THE LEFT HAVING A RADIUS OF 91.42 FEET- FOR -A
DISTANCE OF, 2Z69 FEET,
THENCE SOUTHEAST IN A STRAIGHT LINE TO A POINT ON THE
SOUTH LINE OF SAID -TRACT A WHICH IS SOUTH 63-0.3'10- WEST
120 FEET FROM THE POINT OF BEGINNING,
THENCE NORTH 6XOJ#lO" EAST 120 FEET To THE SOUTHEAST
CORNER OF SAID TRACT TO THE TRUE POINT OF BEGINNING,
TOGETHER WITH THAT POR77ON OF VACATED 102ND PLACE WEST
AS VACATED IN VOLUME 54 OF' COMMISSIONER'S RECORDS�.O.N
PAGES 140 AND 141, IN SNOHOMISH COUNry S To
WA HING
NOTES:
1. MONUMENTS LAST VISITED 08-,31-04.
VERTICAL DAMM:
ASSUMED'
BENCHWK.- +
TOP EASTERLY SOLT ON FIRE HYDRANT
ASSUMED EL.=320.77 U.S. FEET
-4-J
�,�Y 2 3 -2�05
IlIf COUNTER.
REFERENCE SURVEYS:
f. RECORD OF SURVEY RECORDED IN VOLUME 16 OF SURVEYS
AT PAGE 51, UNDER RECORDING NO. 8207075020, RECORDS OF
SNOHOMISH COUW WASHINGTON.
Z DMSION NO. 2 OF WESTGATE PARK, ACCORDING To THE
PLAT RECORDED IN VOLIUME 13 OF PLATS, PAGE(S) 40 & 41.
IN SNOHOMISH COUNTY, WASHINGTON.
3- RECORD OF SURVEY RECORDED UNDER RECORDING No.
200407155156, RECORDS OF SNOHOMISH 'COUNTY WASHINGTON
�4w
Li
M-10
(D
CL
0
ZY"
ta
co
C)
x
ul
in
C4 t1t)
te) ul
0 C4
00
0)
E
0
0
z
Ile
0) E
'o 0
'W-
, E
In u
-j
>-
M
ice
z
0
m c:l
0
Go
00
ct
I*
�o I
I
04
(o
Lo
ci I
tn
_2
04
z
z
lz 0
a--)
004\2004-166.pro
R POSM CV.PB....
0
RX
N --7Nv,:*EL..=i3 cw) 7. 307-13
3A
FOUND CONCRETE MONUMENT IN CASE
TOPOCRAPHICAL SITE SURVEY
W/ 2" IRON PIPE W1 TACK
ca
N49 '37'40'E 27.51'
(11ELD)
& CONFIRMA TION OF B UILDINC SE TBA CKS 29 0,
--------- -----------
t7
1> %
FOR CHARLIE NATHAN
L 0 CA TED IN 0
0
4
THE N.E. 114., OF'THE N. W. 1/ 0
0 0
OF SECTION 36, TOWNSHIP 27 NORTH.: RANGE 3 EAST .A
W. M,
0
ASPHALT
KING COUNTY
t WA SHINC TON
PA VEMEN T -420
0
0 V, INA
6Rk
0 1;�
�-v
�V
u
vs
GRAPHIC SCALE
1 =8
�73
tvion
8 0
v
8
7'.
c_-)
Lj
"000
BASIS OF BEARINGS: 5.9--
BEARINGS SHOWN HEREON'ARE BASED ON THE
CENTERLINE OF uv
EDMONDS WAY (S.R.-104), BEING NORTH 40-2247- -WEST, AS
SHOWN ON THAT RECORD OF SURVEY RECORDED IN VOLUME 16
OF SURVEYS AT PAGE 51, UNDER RECORD NO. 8207075020,
RECORDS OF SNOHOMISH, WASHINGTON.
v uu.,
xt�
V .
r
co
Vt
vz
�q. 6
t3)
t;' V
1<5
10.00$
A_N
c:j
ci
t-u
IE
v
Iq
V-4
Ci
2
ASPHALT DRIVEWAY
'60 Z C.5
(A
el
40;r PROPOSED.
10,
SUILPING
19,8
04
co
C'�pI T
Ile
0
u
AVERAGE GRADE & BUILDING HEIGHT
v
CALCUATIONS:
POINT-1 ELEVATION- 339m
0 POINT 2 ELEVATION. 328.2s
POINT 3 ELEVATION. 312.75
POINT 4 ELEVATION: 312.34
C, AVER4GE GRADE.
323.30
BUILDING HEIGHT. 34 '30'
C)
8.
C c
czo
C.') c..)
C.
czo (zo C.) czl
CZ)
cz)
C-�
Czpczc.�)
C�p C-1) Q), S674?A Q�
cto CZ)
S6,? -03':to,;V -99 0, 6 0.00
C.) cz) (Zo
ci
PENIT 00 ILIH
cd
PR NAME, N R.C.S.ITOP() CIO OWEN HILLE11CCREATED: Tue Sep 0
2004 Tu&. Maj 10 12;03.-26 200,91PLOMD: Wed, Vai. 'I 1., 200,5,
0
Q) 0
0
V)
x
49
�TE
LLJ
00
m ul
00
E
o
Z 0 1!
0) 3-
00 0 w
, E w
00
V_
LAJ C-4
00
Zr tn
Ld W
ui L_
o _j
La
Z Q 0
0
00
00
N
to
00
N >- c%4
co
0
z z
�4i: I M
w 0
2004-166ARCH.Dro
��-cM7
4-67 7 1144 APPJ, 2t)
2
STHrm"'EET FILE
I
PROPOSED Cup's
-RIM-EL,�31&*of
307.13
N. --'INV.. CW)7-
FOUND CONCRETE MONUMENT IN CASE—, .0 31
TOPOGRAPHICAL SITE SURVEY W1 2" IRON PIPE W1 TACK C*:Pcz)
0
*37'40'E 27.51'
N49
(HELD)
u - - - - - - - - - - - - - - - - - - - - -
& CON -FIRMA TION OF B UILDING SE TBA CKS
0
ARLIE NA THAN
FOR CH
o �k
17 "A LT: 0
L 0 CA TED IN THE N. E. 114., OF THE N. W. il4p $PHA
P 0 0
0
139 A VEMENT
0 0
OF SECTION 36, TOWNSHIP 27 NORTH., RANGE 3 EA S T) W. M.
.1. . . ' " ASPHALT
0 0 PA VEMEN T -40
ING CO UNTY 0
K WASHINGTON 0 01
M'v. -V.
. IV 6RIG-1-NAL
E7
7 TPLTT LA: 0 '1
0
GRAPHIC SCALE I =8
l000
CN
8 o 8
L
A?-
!;a�..orj
BASIS OF BEARINGS: 0-
JI'
019:0. olp
P,
BEARINGS SHOWN HEREON ARE BASED ON THE CENTERLINE OF
—104), BEING NORTH 40-22'47- WEST, AS Ve 11 V'
EDMONDS WAY (S.R.
SHOWN ON THAT RECORD OF SURVEY RECORDED IN VOLUME 16 V
OF SURVEYS AT PAGE 51, UNDER RECORD NO. 8207075020, t'
ool
RECORDS OF SNOHOMISH, WASHINGTON.
�V
k
V
�7
r
. 17: t>
cp
t; v'.
V
'.'o 7q.
0_7.13
110,
0 0
2s
tu
NT
C-i cli
3r
uj E-4 r-b
P _hj
MN
'4
c',
2
C-4
ci N
CD - Co ASPHALT DRIVEWAY It
' \X1
(A
113 PRO Q)
407- 4Re m Po
19,80,5 ILDIIqG Ni c6
A-
3Q' 477'.
V1 T
cl�
<0
urX
LLIJ
0
AVERAGE GRADE & BUILDING HEIGHT
7. Z) CALCULATIONS.
v
POINT 1 ELEVATION: 339.83
328.28
POINT 2 ELEVATION.
POINT 3 ELEVATION. 312.75
POINT 4 ELEVATION: 312.34
AVERAGE GRADE. 323.30
ca C.)
C:;
cz) BUILDING HEIGHT. 348.30
C:) C.
c�
c) c) C) C�)
C� cz, C�
(Z� C*)
S6,p 03 S61"BA Cy 10.00y
'OCAZ-, ca Cz�
c� cl) C� Q) CZ� -f99-06'
R ice, E, u I
MAY 10, 2'CO")
PERMrr
STREET FILE
PROJECT NAME. NATHAN R.O.S.ITOPO C/o OWMEN HILL—ElICREATED. Tue Sep 07 09:04:05 Tue May 10 12:03:26 200,PIPLOTTED: Wed., May. 11, 2005, 8:16:25 \\Joe\c\TMode
00411PREV. PLOT.
0)
LLJ
0
CL
Q) V)
I-
0
04
O-N
x
ol
Lo
u')
04
in Ld
00 t__
K) Ln
0 C14
00
T
E
0
Z 0
w
cn
eo
, E
ol 20 (n
4k 0
. G @ :�
w c'4 *E C6
I- e-% 0 .
in
<
ir
z tAJ
Uj
C.) o
3:0
z u cn
to
.2
00
co
cq
Lo
00
OIN 'I
tt) -i 0
10 ..0
04 >_ CNI
IM .:
0
z z
B::
< m
IX 0
07
2004-166ARCH.pro
t I
&Fw% A*'% fw�& == 104F%ND PLACE WEST
zzbl b z
EDMONDo, WA 980zu
OYMER/APPLICANT CONSULTANTS U11LIlIES LEGAL DESCRIPTION
CHARLIE NATHAN ARCHITECT CIVIL ENGINEER SOILS Dom POWER: NATLqVL 60 TRACT A, BLOCK Z DIVISION NO. 2 OF WESTGATE PARK,
NATHAN CONSTRUCTION COMPANY CHRISTIANSON DESIGN RESEARCH CG ENGINEERING GEO GROUP NORTHWEST, INC. SNOHOMISH COUNTY PUBLIC UTILITY PUGET SOUND ENERGY SERVICES ACCORDING TOIHE PLAT RECORDED IN VOLIUME 13 OF PLATS,
9792 EDMONDS WAY, 2610 204TH ST SW 250 47H AVE. &, SUITE 200 13240 NE 20TH ST, SUITE 10 DISTRICT NO. 1 1122 75TH ST SW PAGE(S) 40 & 41, IN SNOHOMISH COUNTY, WASHINGTON.
PMB 1266 LYNNWOOD, WA 98036 EDMOND% WA 98020 BELLEVUE, WA 98005 21018 HWY 99 EVERETT, WA 98203 EXCEPT THE FOLLOWING PORTION THEREOF:
EDMONDS, WA 98020 425.77&9233 425.778.M FAX n8.5536 CONTACT- ADM GASTON EDMONDS, WA W26 425-356-75M BENCHMARK
CONTACT: DENNIS CHRISTIANSON CONTACT* ROSS JARVIS 425-70-8391 COMMENCING AT THE SOUTHEAST CORNER OF SAID TRACT A; TOP USIMY BOLT ON FIRE HYDRANT.
LANDCSAPE ARCHITECT MECHANICAL ENGINEER ELECTRICAL ENGINEER TELEIrdw WATER & SEWElb THENCE NORTH 4O7Y47' WEST 87.15 FEET TO THE NORTHEAST ASSUMED EL=320.77 U.& FEET
ARTHUR SEIDEL KEEN ENGINEERING TRAVIS FITZMAUMcE & ASSOCIATES VEPJZON NW` OLYMPIC MEW WATER & SEWER DIS11RICT CORNER OF SAID TRACT;
1526 NE HAWTHORNE SQUARE 1932 FIRST AVENUE, SUITE 307 701 DEXTER AVENUE N, SUITE 400 2312 W CASINO ROAD 23725 EDMONDS WAY THENCE NORTH 89'48!43 WEST ALONG THE NORTH LINE OF SAID
ISSAQUAH, WA 98029 SEATTLE, WA 98101 SEATTLE, WA 98109 EVERETT, WA. 98204-1400 EDMONDS, WA 98026 TRACT 10108 FEET;
425.681.6458 206.770.7779 FAX 206.770.5941 206.285.7228 FAX 206.285.7294 425-710-4115 425.774.7769 FAX: 425.670.1856 THENCE CONTINUE ALONG SAID NORTH LINE ON THE ARC OF A
- CONTACT: KEVIN E. WARTELLE CONTACT: DOUG SUNDIN CONTACT: ROGER EBERHART CURVE TO THE LEFT HAVING A RADIUS OF 91.42 FEET FOR A
CONTACT. RICK GROVE DISTANCE OF 27.69 FEET;
STRUCTURAL ENGINEER THENCE SOUTHEAST IN A STRAIGHT LINE TO A POINT ON THE
CT ENGINEERING SOUTH LJNE OF SAID TRACT A WHICH IS SOUTH 6310310' WEST
180 NICKERSON STREEt SUITE 302 120 FEET FROM THE POINT OF BEGINNING;
SEATTLE, WA 98109 THENCE NORTH 63TIS10' EAST 120 FEET TO THE SOUTHEAST
206.285.4512 FAX 206.285.0618 CORNER OF SAID TRACT TO THE TRUE POINT OF BEGINNING:
CONTACT: PETER HART TOGETHER WITH THAT PORTION OF VACATED 102ND PLACE WEST
AS VACATED IN VOLUME 54 OF COMMISSIONER'S RECORDS. ON
PAGES 140 MD 141, IN SNOHOMISH COUNTY, WASHINGTON.
SHEET INDEX
C1.1 COVER SHEET & GENERAL NOTES
C2.1 DEMOLITION & TESC PLAN
C3.1 GRADING PLAN
C4.1 DRAINAGE PLAN
C5.1 UTILITIY & SITE IMPROVEMENT PLAN
C5.2 SITE IMPROVEMENT DETAILS
A2.0 BASEMENT PLAN
NTS
PROJECT SITE
2 3 � S vi
IL f"L
CITY OF EDMONDS STANDARD NOTES
GENERAL KOM EROSION CONTROL, N07ES S70RM DRAINAGE NOTES
PIPES
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND 11130.050 DEVELOPMENT APPROVAL STANDARDS FOR EROSION AND SEDIMENTATION 10. ESC MINIMUM REQUIREMENT - CUT AND FILL SLOPE& CUT AND FILL SLOPES SHALL BE
CITY OF EDMONDS STMDARDS, THE FOLLOWING SPECIFICATIONS AND CODE% OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM. CONTROL (ESC) PLAN. DESIGNED MD CONSTRUCTED IN A MMNER THAT WILL MINIMIZE EROSION. IN ADDITION, 1. ALL STORM SEWER PIPE SHALL CONFORM WITH CURRENT EDITION OF WSDOTS
AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODE% NO FOOTING MD SUBFLOOR DRAINS SHALL BE CONNECTED TO DETENTION SYSTEM. SLOPES SHALL BE STABILIZED IN ACCORDANCE NTH BC REQUIREMENT NO. I STMDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION MD TO
RULES AND REGULATION& Ill CONTRACTOR SHALL OBTAIN MD PAY FOR ALL PERMITS REQUIRED FOR A. ESC MINIMUM REQUIREMENTS. ALL ACTIVITIES NECESSITATING A CLEMNG OR GRADING 11. ESC MINIMUM REQUIREMENT - CONTROLLING OFF -SITE EROSION. PROPERTIES AND CITY STANDARD&
-2003 INTERNATIONAL BUILDING CODE INSTALLATION OF ALL STE IMPROVEMENTS INDICATED ON THESE DRAWINGS. PERMIT AND ALL U11UTY PROJECTS CONSISTING OF MORE THAN 500 LINEAL FEET OF, WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION I Ali PIPE SHALL BE PLACED ON STABLE EARTH, OR COMPACTED GRAVEL MATERIAL
-CURRENT EDITION WSD0T/APWA STANDARD SPECIFICATIONS FOR ROAD, 19. AS A MINIMUM REQUIREMENT, All DISTURBED AREAS ON AND OFF SITE TRENCH EXCAVATION SHALL HE REQUIRED TO CONTROL EROSION AND SEDIMENT DURING DUE TO INCREASES IN THE VOLUME, VELOCITY, MD PEAK FLOW RATE OF STORM WATER I BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE OR PIPE -ARCH
BRIDGE MD MUNICIPAL CONSTRUCTION SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION CONSTRUCTION AND TO PERMANENTLY STABILIZE EXPOSED SOIL RESULTING FROM RUNOFF FROM THE PROJECT STE IN LAYERS NTH A LOOSE AVERAGE DEPTH OF 6, MAXIMUM DEPTH If, THOROUGHLY
-WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWAIER MANAGEMENT IN ACCORDANCE NTH APPROPRIATE REQUIREMENTS MD STMDARDS. CONSTRUCTION. PROJECTS INVOLVING A CRITICAL AREA MAY ALSO BE REQUIRED TO COMPLY 12. ESC MINIMUM REQUIREMENT - STABILIZATION OF TEMPORARY CONVEYANCE CHMNELS TAMPING EACH LAYER. COMPACTED LAYERS MUST EXTEND FOR ONE DIAMETER ON
MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER WITH ANY COMBINATION OF THE ESC MINIMUM REQUIREMENTS. COMPLIANCE WILL BE AND OUTLETS. AIL TEMPORARY ON -SITE CONVEYANCE 04ANNELS SHALL BE DESIGNED, EACH SIDE OF THE PIPE OR TO THE SIDE OF THE TRENCH. (REFER TO WSDOT .
2. STMDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER ACCEPTABLE METHODS FOR THE PREVENTION OF ON-STE EROSION AFTER THE DEMONSTRATED THROUGH THE IMPLEMENTATION OF AN APPROVED ESC PLAN. GUIDELINES CONSTRUCTED MD STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF STANDARD SPECIFICATION 7-04.3(3) AND STANDARD SPECIFICATION 2-03.3(14)C,
TO WSDOT STANDARD PLANS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION. COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC FOR PREPARING ESC PLANS ARE PROVIDED IN THE MANUAL THE PLAN MUST ADDRESS THE . FLOW FROM A TWO-YEAR, 24-HWR FREQUENCY STORM FOR THE DEVELOPED CONDITION. METHOD B & Ill
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER GRADING MD EROSION CONTROL REQUIREMENTS. FOLLOWING REQUIREMENTS: STABILIZATION ADEQUATE TO PREVEhIT EROSION OF OUTLEIS� ADJACENT STREAM BANKS, 4. BACKFILL AROUND PIPE MUST BE COMPACTED TO A SPECIFIED AASHTO T-99
CONSTRUCTION IS IN PROGRESS. 21. THE W41RACTOR SHALL KEEP OFF-STE STREETS CLEAN AT ALL TIMES BY SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL DENSITY OF 9OX USE REMABLE CARE IN HANDLING AND INSTALLATION.
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF SWEEPING. WASHING OF THESE STREETS ELL NOT BE ALLOWED WITHOUT PRIOR 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE. CONVEYANCE SYSTEMS 5. ALL DRAINAGE PIPE COUPLINGS, FITTING% ADAPTERS & APPURTENMCES SHALL BE
REM AND THE LOCAL GOVERNING AUTHORITY. APPROVAL ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL 13. ESC MINIMUM REQUIREMENT - STORM DRAIN INLET PROTECTION. ALL STORM DRAIN SPECIFICALLY DESIGNED FOR THE INSTALLED PIPE AND SHALL BE INSTALLED PER
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT BE STABILIZED NTH QUARRY SPAUS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM MANUFACTUIRE!S RECOMMENDATIONS.
ON A SET OF *AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT MD IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. , SEDIMENT ONTO PUBLIC ROAD& IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACF, THE WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING 6. ALL CATCH BASINS SHALL HAVE VANED GRATES WITH LOCKING LIDS
CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
OWNER PRIOR TO PROJECT COMPLETION AND ACCEPTANCE. CONTOURS OR SPOT ELEVATIONS SHOWW. REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A 14. ESC REQUIREMENT - REMOVAL OF TEMPORARY EIMPS. ALL TEMPORARY EROSION AND CATCH BASINS AND MMHOLES
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE SEDIMENT CONTROL EIMPS SHALL BE REMOVED 91HIN 30 DAYS AFTER FINAL STE
7. THE LOCATIONS OF ENSTING UTILITIES MD STE FEATURES SHOW HEREON SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. STABILIZATION IS ACHIEVED OR AFTER THE TEMPORAY EIMPS ARE NO LONGER NEEDED. 1. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE NOTED.
25. CONTRACTOR SHALL BE RESPONSIBLE FOR MD SHALL INSTALL AND MAINTAIN Z ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE DISTURBED SOIL AREAS
HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM 2. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW LINE SHALL BE A m m
AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY SHORING MD BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BIMM RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED. TYPE 11 CB OR LARGER (MANHOLE). 0 = =5
BUILDINGS, SFaA WALKWAYS, UTILITIES AND OTHER EXISTING AND INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC 15. EROSION MD SEDIMENT CONTROL REQUIREMENT - DEWATERING CONSTRUCTION SITES. F- =m 'wn
AND NOT NECESSARILY COMPLETE IT IS THE SOLE RESPONSIBILITY OF THE PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING COVERING, OR MULCHING. ALL BMIPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. I THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MMHOLE. INLET, 0- cn Q�
CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF ACCORDANCE NTH THE MANUAL THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO 16. EROSION AND SEDIMENT CONTROL REQUIREMENT - CONTROL OF POLLUTANTS OTHER AND CATCH BASIN FRAMES AND GRATES PER CITY STMDARDS JUST PRIOR TO FE
LOCATIONS SHOWN MD TO FURTHER DISCOVER AND PROTECT ANY OTHER POURING OF CURBS AND PAVING. 0 '5 FE
AN THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT U) w w m
UTILITIES NOT SHOO HEREON 041CH MAY BE AFFECTED BY THE IMPLEMENTATION SHORING AND BRACING, AS REQUIRED. AN APPROVED TIMETABLE (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE TH OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A 4. ALL GRATES SHALL BE DEPRESSED 0.1 FEET BELOW PAVEMENT LEVEL w III Lu Lu
OF THIS PLM. CONTRACTOR SHALL VERFY LOCATION, DEPTH, SIZE, TYPE AND 26. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTION% UTILITY TWO DAYS FROM OCTOBER I THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM 5. ALL TYPE 11 CATCH BASIN MANHOLES, INLET, AND CATCH BASINS SHALL HAVE o a. 5- 5-
CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS RELOCATIONS AND/01? SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND MAY I THROUICH SEPTEMBER 30). MANNER THAT DOES NOT CAUSE CONTAMINATION OF STOW WATER. LOCKING LIDS I L I I I I -
BEFORE TRENCHING FOR NEW UTILITIES. CG ENGINEERING ASSUMES NO APPROPRIATE UTILITY COMPANIES. CONNEC11ONS TO EXISTING UTILITIES SHAL. 17. EROSION AND SEDIMENT CONTROL REQUIREMENT - FINMCIAL LIABILITY PERFORMANCE U-) Lo Lo
A . 3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES. ADJACENT 6. STANDARD LADDER STEPS SHALL BE POLYPROPYLENE MD PROVIDED IN ALL CATCH C:) CD C:)
RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING BE MADE ONLY NTH THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNINO PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL ui
27. ENSTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL BASINS MD MMHOLES EXCEEDING 5 FEET IN DEPTH.
UTILITIES MD STE FEATURES PRESENTED ON THESE DRAWINGS. VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY 7. ALL CATCH BASINS WITHIN THE CITY RIGHT-OF-WAY SHALL BE LOCKING VMED < <- Z� 4�
& CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOWS EXPENSE AND A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMIPS GRATES. OlLo 00 m
CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND U11UTIES LOCATION 2& NEV ujuTy LOCATIONS ARE GENERAJLY SHOWN By DIMENSION, WHERE NO 4. ESC MINIMUM REQUIREMENT - MAINTENMCE ALL EROSION AND SEDIMENT CONTROL C) 0 C>
SERVICE (I-BOD-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. DIMENSIONS ARE INDICATED, LOCAIONS MAY BE SCALED FROM DRAWINGS. FIFID BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONSTRUCTION SEQUENCE
ADJUSTMENTS SHALL BE APPROVED BY OWNEWS REPRESENTATIVE. CONTINUED PERFORNMCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE MD REPAIR
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS MD DIMENSIONS AT THE SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL 1. CALL THE CITY OF EDMONDS ENGINEEFJNG INSPECTION LINE 0 <
PROJECT SITE BEFORE STARING WORK AND SHALL NOTIFY OWNER'S 29. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 61 OR LESS, 771.0220 EXT. 1326 TO SET UP A PRECONSTRUICTION METING.
PLACE POLYETHYME PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 5. ESC MINIMUM REQUIREMENT - OTHER BMPS. AS REQUIRED BY THE CITY, OTHER 425. loam E= OEM Ma" WIEZ mm
REPRESENTATIVE OF MY DISCREPMCIE& APPROPRIATE BMIPS To MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. (CALL 24 HOURS IN ADVANCE FOR INSPECTIONS)
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE MD MAY CHANGE DUE TO 30. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE 6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY 2. CALL FOR UTILITY LOCATION& DESIGN: RDJ
FIELD CONDITION& UTILITIES WITHIN THE BUILDING. C014STRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY 3. THE CONTRACTOR SHALL PROVIDE AMPLE WATERING TECHNIQUES TO DRAWN: JRP
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT 31. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL ADDRESS THE FOLLOWING: RELIEVE THE PROJECT STE FROM PRODUCING EXCESSIVE DUST.
(WHERE APPLICABLE) MD SHALL THOROUGHLY FAMILIARIZE HIMSELF NTH THE WORK. A. ERMON CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS; 4. REVIEW ESC NOTES. CHECK: GAG
CONTENTS THEREOF. ALL STE WORK SHALL BE PERFORMED IN STRICT 32. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR STE IRRIGATION B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND 5. RAG LIMITS OF CONSTRUCTION. JOB NO: 05026.20
COMPLIANCE NTH THE RECOMMENDATIONS OF THIS REPORT SYSTEM. SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; 6. INSTALL EROSION CONTROL MEASURES.
Il STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE 33. STREET CLOSURES WILL NOT BE PERMITTED. CONTRACTOR SHALL PROVIDE C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT 7. DEMO EXISTING BUILDING UTILITIES ON SITE DATE: 03/16/05
RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. PROPER TRAFFIC CONTROL TO INSURE TRAFFIC FLOW IN AND AROUND THE PONDS, OR OTHER ACCEPTABLE MEANS�- & INSTALL SHORING IF REQ!D. ---
13. MANHOLES, CATCH BASINS, UTILITIES AND- PAVEMENT SHALL BEAR ON INTERSECTION. D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING: 9. EXCAVATE FOR FOUNDATION&
MEDIUM DENSE To VERY DENSE NAIVE SOIL OR COMPACTED STRUCTURAL FILL. 34. THE CONTRACTOR SHALL BE RESPONSIBLE TO MINIMIZE DUST CREATED BY E DAILY CLEANUP AND STREET MAINTENMCE 10. CONSTRUCT BUILDING.
IF SOIL IS DISTURBED, SOFL LOOSE, WET OR IF ORGMIC MATERIAL IS CONSTRUCTION MD MAINTAIN DEVICES AND/OR PROCEDURE TO REDUCE DUST 7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW 11. FOLLOW ESC N07E #2 DURING CONSTRUCTION.
PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED UNTIL THE WORK IS COMPLETE. DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF 12. REMOVE ALL TESC FACILITIES ONLY AFTER
STRUCTURAL FILL PER GEOXCHNICAL REPORT. 35. CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR AND OLYMPIC VIEW WATER GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION To MEEIING THE MINIMUM SIX HAS BEEN STABILIZED.
14. SEE SURVEY MD ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS SEWER DISTRICT (OVWSD) 72 HOURS IN ADVANCE OF ALL WATER SERVICE
OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE INTERRUPTIONS, HYDRANT SHUTOFFS, OR OTHER UTILITY RESTRICTIONS. REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. Sm"TREET FILE
FEATURES. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE MY HYDRANTS THAT ARE NOT & ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD,
15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAIN& ON THE APPROVED PLANS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM OVW.10. MARK CLEARING LIMITS MD/OR MY EASEMENTS, SETBACKS, SENSITIVE/CRITICAL AREAS
FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER STE DRAIN LINES AND 36. TRENCH BACKFILL SHALL BE COMPACTED TO 95% MAXIMUM DENSITY COMPACTION MD THE BUFFERS, TRES MD DRAINAGE COURSE&
SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED REPORTS TO BE PROVIDED TO THE CITY PRIOR TO PAVING. 9. ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING. PRIOR TO LEAVING THE STE, STORM
ON THE PLANS WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR 01HER
16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, RESUB
OPERATION PRIOR TO INSTALLATION OF MY PAVEMENT UNLESS OTHERWISE MD OTHER BMIPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A
SEP 2 3 2005
BUILDING DEPARTMENT
CITY OF EDMONDS
ci
V)
0
LLJ 0 4d V)
0 c*4 Ld
0
co
LLJ CL 0") LLJ 0
z LLI
Z 3:-. 'r
CA V)
Ld0 aft
LAJ V_ V)
0 Lo z Uj Ld
0 > z
00
APPROVED FOR CONSTRUCTION N 0 0 w
W C% L) 0
4 W
SHEET:
ASSISTANT CITY ENGINEER DATE
cl mi
THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555.1
Z4
\0
RIM-EL.=316,20
EX CB\
INVERTS UNOBTAINABLE RIM= 316.01
(IE= ±309.7) INV= 314.51
(FIELD VERIFY) INV= 314.66
00
C)I/
P)
IV
Ck cd
'4v
co
P�U)
j3 ;�s
3o /
co
EX CB
RIM= 334.10
INV= 332.10
INV= 332.50
3,34
Q111-1
el--�i -
CATCH BASIN
SENOT PROTECTION
338 4—
0
NE 1/4, NW 1/4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W-M4
om Smw 9
PROIC70 FOR 010TING
NEW CATCli BASIN ONCE IN
MOVE & mum\
E)L STM DRAIN & CB
(SEE SIM C4.1)
)INSTALL MRRARY VA CA TED 102ND PL. W.
PER VOL. 54, PGS. 140 & 141
CONSTRUCTION ENTRANCE
10 c 0
U) OF COMhfISSIONER'S RECORDS
71
�o
Lo"
0
(D SEDIMENT PROTEC*
FOR \KW BAN
L
ORIGINAL PLAT LINE
N89*48'43"W 102.08'
e..
all % Rad=91.42'
c�
? 17'21'18"
Arc=2769'
A
-A
kam
%p
G
FENCE
ROCI(ERY
ICA
3r
DENO EX
SIDE SEWIR
CAP 0 R.O.W.
LINE
- - - - - - - - A :.W.
k
Ci
(:Y>. $ - �0
A"
P
l\x
<\ -
xx
1� '316
X
;Z\
X,
.
3 2 2
-MO EXISTING BUILDING FILTER FABRIC FENCE
kFCUNDA7N
318
>c
324
15,527+1- SQ. FT.
.0
srol;
191-
-106
7p
S.
342
LLJ >C J7<
yll
J76
01-1) c� , 'jG
co 4-s
1 34.4 0,
cz ft d 111 Ar
I 5Q) T AP
<=t� ?es)
EX C8 cv srol: OSA ---1
RIM=/ 346.65 to oy �tpl- 000011 �qo\- A15% --,
INX 344.90 c/) 11 so -,30
IN 344,95
Ole
SQ.
c/) Q: cv
040
W/ Sam -136
34 15 -110
Al".
348 All", 350
352
Flo
co 354
350
356
FILTER FABRIC MATERIAL
MIRAFI 10OX OR EQUIVALENT
6' MAX.
BURY BOTTOM OF FILTER
MATERIAL IN 8!xl2m TRENCH
FILTER FABRIC
NTS
CULVERT IF REQUIRED
NOTES:
1. CONTRACTOR SHALL MAINTAIN AND CLEM
TEMPORARY CONSTRUCTION ENTRANCE ON A
REGULAR BASIS,
2. PROVIDE ADDITIONAL QUARRY SPALLS
AS DIRECTED BY THE CITY.
3. LOCATE CONSTRUCTION ENTRANCE AT THE
PERMANENT ENTRANCE FOR THE PROPOSED
DEVELOPMENT.
4. A GEOTEXTILE SEPARA71ON LAYER MUST
BE INSTAWED BETWEEN THE QUARRY SPAM
AND THE UNDERLYING SOILS.
APPROVED FOR CONSTRUCTION
2*xexl4 GAUGE WELDED
WIRE FABRIC OR EQUAL
ot
e-6' QUARRY
SPALLS
FILTER FABRIC MATERIAL
WIRE MESH SUPPORT FENCE
FOR SLIT FILM FABRICS
BACKFILL AND
COMPACTED
TEMPORARY CONSTRUCTION ENTRANCE
NTS
REMOVE & REPLACE
CATCH BASIN GRATE
TO INSTALL INSERT
FOSS ENVIRONMENTAL
STREAMGUARD CATCH
BASIN SEDIMENT INSERT
MODEL #3003 OR EQUAL
REPLACEASNECESSARY
DURING CONSTRUCTION
ASSISTANT CITY ENGINER DATE
J NTS
NEWLY GRADED OR
DISTURBED SIDE SLOPE
PROVIDE 3le-1.5!
WASHED GRAVEL BACKFILL
IN TRENCH AND ON BOTH
SIDES OF FILTER FENCE
FABRIC ON THE SURFACE
STEEL POSTS 6' OFF CENTER
10"
4! MIN.
2-6
8! MIN.
MIN.
PROVIDE FULL WIDTH OF
INGRESS/EGRESS AREA
EXISTING CATCH BASIN
FILTERED WATER
NOTES,
1. DO NOT ALLOW COLLECTED SEDIMENT TO FALL INTO
CATCH BASIN SUMP WHEN REPLACING FILTER.
2. OVERFLOW HOLES ARE REQUIRED AT THE TOP OF
LFILTER SOCK, WITHIN THE CATCH BASIN.
BASIN SEDIMENT PROTECTION
z m m
2 m
cn
F- => LLJ Lu
a- V) w- ne
ll� I �= I �= I F--
Lij ED Lu Lu
0 CL CL CL
F-
< 04
L L'
DESIGN:
RDJ
DRAWN:
JRP
CHECK:
GAG
JOB NO:
05026.20
DATE:
03/16/051
BUILDING DEPARTME T
C17Y OF EDPAONDS N
4E-SUB
SEP 2 3 2005
Z
iWING DEPARTMENT
CITY OF EDMONDS
0
V)
0
0
z
0
0
V)
LLj
LL-
0
3:
WZ
Ld
0
0
04
00
z
LLJ
z
z
m
z
0
Ld
C*44
Ld
Ld
0
o
Lo
z
0
LLJ
0
V)
CL
oC)
M
Ld
LLI
04
N
0
LLj
88
SHEET:
NE 1/ f 41 NW 1/4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
I
CIO
o
RIM—EL.=316-20
INVERTS UNOBTAINABLE
(IE= ±309.7)
(FIELD VERIFY)
'C
-�3
)3 -�A
A
1-�12
10)
'A
tA)
C:� 'A
Q1,' 14 A:
Q) 4
I/t 4 A
4 A
A
CD\ A
4 'All
Cb
0-1
4.
lz�
A
'A
-A-
. 4
16. A -4
To A
A-A
. .1 / - 4.4
128
kc
co
A330 I
�0,
co
,3J2
co
EX C13
RIM= 334.10
INV= 332.10
INV= 332.50
t
3,34 4
336
A'.
co
4 .4 . A d
4.
338
u)
340
WALL
342
Z\
1 344
4
c/)
346
T—
U)
co
s �IN7 SIDEUX
�1]10*�115.0!
OW--313.0\
INSTALL EMONE WALL
wc GEOIECH
.01.= 317.1'
B.O.W.= 312.0'
32�
----------
GRADING QUANTITIES
TOTAL EMBANKMENT 2225 CU. YDS.
TOTAL EMBEDMENT 2020 CU. YDS..
TOTAL 4245 CU YDS
.6" TOPSOIL OR
BLOCK
CAP GROUTED, IN, PLACE
GRAVEL OVER GEOTEX11LE
FILL IN
VOIDS W/, 1-/2" TO 3/4
.
MINUS
CRUSHED ROCK OR PER
Ou
#:IV
MANUFACTURER'S RECOMMENDATIONS
3c
0
GEOTEXTILE
FILTER FABRIC
�E
0
ROAD SURFACE
BACKFILL BEHIND WALL WITH
l'—O" MIN WIDTH OF CLEAN,
WELL DRAINING GRANULAR'
FIH PER MANUFACTURER Is
(DI)
RECOMMENDATIONS
7
it 60
4189 ulolm--i
328
INSTAL R000r
PIM GEOIECH -A
f A
TbV-331 5' ---&0
TOW=32
CLASS "B" ASPHALT CONCRETE
B0W=±30. NW=-�27.0
A A A� WEARING COURSE (WSDOT STD.-
1338 SPEC 5-04.0) 18 f-O"
A'.
340
IRSINFUM CM&M
2.0
pm sm= —
00
00 00 00 00
0 00 00
-lao c I :) oo� 0
T- W=±3*",
BO*--±327.0
-1ja CRUSHED SURFACE BASE
COURSE
(WSDOT STD. SPEC. 9-03.9(3))
EXTRUDED CURB PER I
L SE.
STANDARD DETAIL E
(SEE DETAIL ON SHEET C5.2)
ml
000� 016 UITABLE NA MATERIAL FILL
TOP 12" COMP ED TO A MIN. OF
000 95% RELATIVE CO C ON USING
1 348 Al 350
v� . AASHTO T-180 (AS Dl 557).
co
I UNSUITABLE NATIVE M RIAL SHALL
CC)
pp* PppI Arllp*n
6 PERF PIPE
000�
C3 :.,:. . : ".. . , ` , ... . . i . ." ---- ---- -- -� 352 CONNECT TO OUTFALL
I L/ j I . - J. 1 . . . . . I ... ---- UF ULILVI"Ulli alalLffl'
C) 100 354
350
U)
3 5 6
o o
12"
MIN.
GEOTEXTILE
FILTER FABRIC
muo
d
3 1
RN AROUND CROSS SEC11OR
IRMI F: 1/2- 1 APPROVED FOR
1 CONSTRUCTION.
4
HlEsus-
OCT 13' 2005
BUILDING REPARTMENT
CITY OF EDMoNDs
6NGlNr=F.RlNG
250 4TH "E. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
G
17,
I EXPIRES: 9/5/2DO7 I
<
z r-
M
2 mm m,,)
�- =) LLJ LLJ
a- V) ck:
W Lu LLI LLJ
() CL a- ca-
F L -
.14-
-0�
lc:)
00
A
C>
DESIGN:
RDJ
DRAWN:
JRP
CHECK:
GAG
JOB NO:
05026.20
DATE:
.03/16/05
At
0
m
uj
Ld
LL.
3:
LLJ
0
V)
L)
04
00
LLJ
CL
cr)
z
LLJ
m
z
04
Lu
0
uj
0
Lo
z
I
v.
0
0-
00
:2
:2
04
n
ui
C*4
Lai
SHEET:
0 1
<
ry
MIIIIW�]
j I
it 11
@
\ "D /' r4ISTALL -n
J) fic� �' � GRAZ= 31
RIM-EL.=316.20 E= 31&6
INVERTS UNOBTAINABLE IE= 314.66
OE= ±309.7) IE= 310.2
(FIELD VERIFY) E= 31111
k2' 0
cp I
1_0
0
0
(o c� �b
-10 RD
,CD
__LE
Co
4. A, N-4
MNECT F007M DRAINS M
DEIMION SMW OUTFALL
.4
Q)
4
4�
ck. &
0 A
A�
,",YARD DRAIN
14)
%% GRATE= 31&0 w 7. '4
E= . 4 -q 4
4�
!�� �4
4"
clo
r
(1119- YARD DR
40 LF. 6*0 PVC 1671 0
10ITLINED TO lb
DETENTION SVSMf I
E= 3m3:i ...............
1330 1
1,332
EX C13
RIM= 334.10
INV= 332.10
INV= 332.50
3J4
3,36
C/)
co
338 4-
co 4
340
4
u)
342
C/)
1 344
co
"J
C/)
J46
Cl
GRA .7
0
GO .. .. ..
0
NE 1/4, NW 1/4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
I CB SM LOCKING MH FRAME
COVER MARKED 'DRAIN*
IE= RCP)
(FIELD RIM=±315.8
SHEAR GATE
LIFT HANDLE
fqrf%l Ipm fw
LADDER RUNG)
A*
OVERFLOW Ak
IE=314.5 W
UWALL TYPE I CB
STRAP
W0 M LID (BOLT CONTROL
V0.0 ING STRUCTURE
E=
TO MANHOLE)
4.
1.55*0 ORIFICE 14
ELBOW
IE=312.4
8' PVC/CMP ADAPTOR
Ll'
OUTLET
IE=310.3
8*0 SHEAR GATU.-
r 0 0.57. TO 2' MIN.
NEW STRUCTURE -
IECT ROOF DR Ile
eO CMP FLOW DEAD
ION S
CONTROL ASSEMBLY
STORAGE
2MIN.
4! ON PIPE STRAP
RESTRICTOR PLA11E
W/ 1.05*0 ORIFICE
RIM
L
A
FLOW CONTROL STRUCTI
NTS
4
cp
76
'RUP \D IL I
= 32 .�2 %\ (MAIN L VE Q
:317.6,25" (tOWER LE EQ
A..4
vayb-lawl
4'.
-28 LF
FINISH GRADE
4
180 MIN
2' AIR VENT 1 2" AIR VENT
-20 1
4'0 ADS
2'
S__ 0.5%
INLET
IE=310.3
V INLET
IE= ±312.9
TANK -
4! DIA PERFORATED PVC PIPE
WITH C OF I' MINUS GRAVEL
ALL AROUND, WRAPPED IN
NON -WOVEN GEOTEXTILE FABRIC,
SLOPE TO DRAIN 111r : f-0'
MIN. TURN DOWN PERFORATIONS
Alq _q4
60" TYPE 11 MANHOLE..'r
113 Le, y1j, �
,,-e DOWNSP T113HTLINE
TO DETENTION
0 .0
06- TO 0
0 0 77,
C)c) 0 0 0 0
000 zo.0
00 00 1 �cb
00 - 00
06 .0.0 0
4E OF MAX. EXCAVATION. 1 FOOTING
SOIL IS OVEREXCAVATED,
REPLACE WITH LW MIX
CONCREM
FOOTING DRAIN AND ROOF DRAIN SECTION
NTS
Q� SHORING
---,YARD DRAIN
ihSTALL FOO)ING 2
GRATE= RW\ DRAINS -
327.0
3�4.5
00
A :'4
.4*
7
J�34
.00, -1,7
4 A
338 --- 000
A". YA"MOt-L \ J76
00 GRAIE=327.0 -176\
340 IB-�-O_
YARD DRAIN- _lax
jGRAlE=-__±=9 040
E= 324.75 -1jo
N
< -IJ6
SOLDIER PILE SIZE AND SPACING
>0000, PER STRUCTURAL
.00
V
. iv
D
0000�� 350
LID
100
.01. 352
344.9
350 354
co 4
356
411
'If
11
.11
4
If
if
11
1
I
�lk 4
.4
4
4
4
411
4 4
_ SHORING WALL F001ING DRAIN ap
-) �ft , M
3
RIM=±317.3
2'
6* INLET
IE=310.5 IE= ±311.3
CONCRETE WALL PER STRUCTURAL DRAWINGS
MIRADRAIN 6000 DRAINAGE MATTING FULL
HEIGHT & WIDTH CENTERED BETWEEN PILES,
INSTALI ED W/ FABRIC TO LAGGING OR
VERIFY NTH STRUCTURAL
MULTIFLOW DRAINAGE COLLECTOR
(l)-4!'O TIGHT LINE CENTERED
BETWEEN PILES
CONIC. SLAB W/ REINF. AND SUBGRADE
PER FOUNDATION PLAN
SLAB -ON -GRADE SUBGRADE
PER GEOTECHNICAL REPORT
EXCAV. LINE
00
30000
06
4�O PVC PIPE TIGHTLINED
TO STORM DRAINAGE SYSTEM
SEE SHEET C4.1
Lu
CL
cm
APPROVED FOR
C. N TRUCTION
_j
Ir
z
OM
mm
=:)
=)
m
KLJ)
V)
F-
(I
=
V)
m
LLI
C=
m
m
5-E
C=
C=
ED
a.
G3
0�
ED
CL
w
Lo
Lo
u)
<
L0
00
0)
CD
c:)
CD
DESIGN:
RDJ
DRAWN:
JRP
CHECK:
GAG
JOB NO:
05026.20
DATE:
03/16/05
RESUB
SEP 2 3 2005
BUILDING DEPARTMENT
CITY OF EDMONDS
Lj
V)
W
0
LLJ
0
V)
C.)
N
0
00
LLJ
CL
z
LLJ
m
z
C*4
La
0
V�
Ld
>_
v-
a
0
Lo
z
j
V_
0
CL
oo
:2
:x
c%4
a
Ld
"
Ld
SHEET:
I
RE,SUE3
OC TI 2 4 2005
BUIDIN, AIITMc:NT
Cl_fy 3 D�p
OF EDMONO;
r -Ic-
LWO.
(2) 30# DIAJ HOLES
11V 4'-4" 6v—orl
40
W1
co EXCA
325.1 L Ki
t
'S1'3
_Z_
T V
4
J,
N
69
110roMi ]A-7-
Z
6'/
/ X
kA3 W5
.7
B
V-11" 14*�3
LOT
L A
ARL_/�Ii.'
y
(1,
EF T. Y-1
'C53
"V-11 1
'ZI-1-1
r26.2 5
W10 Will VW#1
IN
ry 'J
- 4,-0.
1 f-AL- _L,
..0
S17 :
25'
\�M_A�
co z
%
%
%
%
%
%
ROCJ<ER'r
BY OTHERS NL
6'_1 1 "
L. 5F
-77
,c)
'x
771
(71)
t
"e,
W
15 A zz�
f 10 R INAL 16
iL Ix I \
7v IUM I- V% N,
A
4AII
X,'
.1Z <11
0,2RAGIE
SID
%
X %
'PLEV 17-6,25!
W
3
S16 6)
"N'
El F A T 13 R
7
00 k,
A _0
to
V
%
(L
41
7- IL
N1
00,
7
S15/ '6 -0-
J 17% �r,74y4- 7"
/I r k <
ul .4:
=3 P .
%
CIO % -N-
L
N11 <
—00
. . . ....... W18.
10
Z.
B/EXCAV %
CID
'J"o \\ %
316.12Y -v
L
%
(1) 30, 011� B EXCX %
. ........
1 OWE"R OBBY 2
N
5' %
325.1 's�
Sl� %
S14 ?�6251
4S 3'
4'U HOLE OOF
I TOR
M-1 J_
; —IT Ez,-Lc C %
8V 0
7*-8)C 89- 07P V
S9 / t, 4<
8 3f 9- /8�- ,
i ge
I 97� �
.41
%
7 - 7jY4"
ux %
W9
W22 W23 7�
N.
'i 92, W24
W8
1Z
V:oL V: - ��%j -1 / I \11�__ - _�� 1 +_7 - - - -
W26 r'
N
A, 8/EXCAV % %
_L3,X3XV4,/ 'V/EXCAV %
B/EXCAV,, 316.125! T.'rp
A65.011T
316.126'
_ry i
J
%
%
f
%
%
%
4" %
79-0" %
..........
W13
%
--------------
.B/EXCAV K'1 77A4 6'-0" DO I
316.125' UNTI�
7%7 7n SUB
I- 6-W V
.- __1 7r
%
f I
TIMBER LAGGIli BUTTED 0
a CORNER BY STAGGERING
BOARD IN EACH DIRECTION.
300 D14METER
%
015
.00
PER ELEVATIONS
24, DVMETER Ur- SOLDIER PILE
1.11i SOLDIER PILE .1 �
FILL VOIDS BEHIND FILL VOIDS BEHIND (3) 20cl "L6
%
X LAGGING W1 FREE PER ELEVATIONS LAGGING Ill FREE CENTERED IN HOLE PER BOARD \N
CENTERED IN 44OLE 4' jj�
DRAINING MATERIAL DRAINING MATERIAL A UP TO 15 FEET
(6) 20cl "L5
N
5
"ff % ".'x
4—
%
I El
15ELOW - i
L roxr0X518
71
%
%
lip 4X12 LAGGING P.T. 4XI2 L TT LAGGING BOARDS TIGHT
P.T. 4XI2 L I P.T. ING PT 4XII LAGGING NOTE AT THIS CZNDITION 5L1 B/EXCAV
AGAINST ADJACENT STEEL PILES, a CORNER - BACXFILL
314.6' %
1 1/2' Mli
1 1/26 li VOIDS AS EXCAVATION PROCEEDS DOWN W/ F E
MOVE LEAN MIX T� ,.EAN MIX
TY AS RECUIRED TO DRAINING MATERIAL
REQUIRED TO TYPAk 7�
INSTALL LAGGING
INSTALL LAGGING
-1/2* MINIMUM)
(2 -1/25 MINIMUM) (2
f �N TYP. OET
A�
SCALE; 3/4' 1' 0' SCALE: 3/4' 1' 0' SCALE: 3/4' 1' 0"
T_
T Y P. 24' DIA. PILE 30'm DIA. PILE t �BUTTED CORNER
LJ4,X 12 DI. ER
G .30 411ETr Q
L ING <
F
ILU PILE
SEE PLAN.
A
.4 PER PLAN UJIS PILE
ft. LLIF SOL
PT 4 X 12 MR PLAN DIER PILE
1<
LAGG ING - 4 PER ELEVATIONS
U4 PILE V 4
<.. . 4
FILL VOIDS 5121-IM CENTERED IN HOL��-
LAGGING 11111 FREE
X
4
PT 4 X 12
V i i PILE
PER PLAN 305 DIA L X4 We DRAINM MATERIAL t HOLE
A
LAGG
ING <
A
&
4t HOLE
Ul
4
rigffkif
(11; LLF P.T. 4XI2 LAGG P.T. 4X12 LAGGIW-s i
T
!,k 1 1/2, MIK-, 1ki I
:T 4o'
11 — LEAN MIX
Typ.� BY GEOTECHNICAL ENGINEER OF FCORD
5 AS RIEQUIRED TO
11)2 1111
mli LAGGING L
3/1& V4" oA 1/2' MIN, CAVATION, GRADING, AND SITE PREPARATION
R d -4/2' MINIMUM) I. EX
y 1 2. DEWATERING
X
z f .,�eTYP-
3. SHORING INSTALLATION AND MONITORING (per Sheet SS2)
Z 4. AUGER CAST PILE INSTALLATION
I N T 5
(L /004 SID6 CORNER DET. ro'5� c 0 N E R DETAIL tooro�CORNER DETAIII r YP. 30" DiA. PILE SUBSURFACE DRAINAGE
N
/SCALr- 3/4' 1' - 0' SCALE- 3/4' 1' - 0' SCALE. 3/4' a I' - 0* 7
SCALE: 1'- 08 11 11 -1 7. SOIL BEARING VERIFICATION
S. GENERAL SITE MONITORING BY THE GEOTECHNICAL ENGINEER OF RECORD
cw - 11 . f DURING WET WEATHER CONSTRUCTION
Vk f %bz R&LAA;V�r S� .
----------------------- BY MATERIALSTESTING AND CONSULTING
I t
"'ARAGE '55 1 We, T�A�j
9. ALL SPECIAL INSPECTIONS LISTED ON 6/S1 OF THE APPROVED PLANS
rMWA tie?
On
EXCLUDING GEOTECHNICAL ITEMS (including but not limited to concrete c struction,
[ELEV. -625 1
L .
-30 5ftA I I structural steel construction, welding, anchoring systems, wood construction, concrete and
R;5p�ber 0-uly- welding for shoring installation per Sheet SS2)
L '< L
XjF.#'V6E7
7.75, BY 3TRU [_'TU AL ENGfNF.P.R nr pipd-niD
A10- I
C_ 601�17 0-25E T_ 1?4r�a &t?
10. STRUCTURAL OBSERVATION PER 6/SI OF THE APPROVED PLANS (See inspection
_M�rl
MP1Z0y'5S> - schedule notes 7, 8, 9, & 10)
--- - '0 le7_ r--oA.- I--- on . , 6 '� I
Z' T- C'*L.- f C-'-�
J- PRIOR TO FINAL INSPECTION, FINAL SPECIAL INSPECTION REPORTS ARE
REQU11RED FROM ALL SPECIAL INSPECTORS (Geotechnical engineer of record, Materials
J+-
Testing & Consulting, Structural Engineer of Record for Structural Observation as noted on 6/Sl)
'01 T3A1\__1K ---------
SUBMIT SPECIAL INSPECTION FIELD REPORTS ON A WEEKLY BASIS TO THE CITY
BUILDING DEPARTMENT:
City of Edmonds Building Division
121 5th Ave North
I CIT)
Edmonds, WA 98020
Attn: Mike Snook, Senior Combination Building Inspector
........ ...
P
71 201
0 6 S71 164.52
J'j 04 L_
L LL�d
k C)
2 APPROVE[) By PLANNING
CITY
BUI ING D TMENT
WORK
ADDR
OWNER
C32003 Edition IRC w1WAC Anlendrnen's
912003 Edition IBC w/kVAC Amendrncnts SHORING PLAN NOTES:
912003 Edition UPC wAkAC Arnend1nents M<�� L SEE SHORING NOTES 652 RESUB
and Appendices A, B, Q -1 .0 C 16'CALE.- 114' a I' - 0'
912003 Edition IMC w1WAC Anwndments
122003 Edition 1FGC WIWAC Amendmuts PERMW NUMBER S E P 2 3 2-15
192003 Edition 1FC wjwAC Amendnimts BUILDING DEPAFaMENT
003 Edition vjAQ WAC 51-13 CITY OF EDMONDS
ow Emon WSEC WAC 5 1-11
.q � 3 11
0
CD
4
CIO
0
4j
-0
Cd
Q)
U2
r.,
C',
00
0
CQ
4
LO
00
C�?
CQ
C
4
LU
C(I
4--
0
C\2
14
00
C\2
W
cc)
—4
62
LIJ
U)
C)
U)
0
U)
0
'%-.
—
C-4
0
0)
Cn
(1)
04
LLJ
=!
M
0
LL_
0
z
0
Li
>
LL11
1z
0
_J
Z
0
M
5
Ld
Cn
1AJ
cr
Ix
7(
0
Q
0-
z
z
o
C\2
E4
0
Co
(M
U)
W
!�::
z
0
Fi
114
U)
Z
>-q
C\2
U)
c)
0'-q
0
M
ii
z
LO
0
00
045i
C/I
W
CQ
CV
(::I
W
CQ
ME
�' 9101,1BM Zl�
CODE REQUIREMENTS
ALL DESIGN 4 CONSTRUCTION SHALL CAONFORM TO THE
INTERNATIONAL WILDING CODE (15C), 2003 EDITION, AS AMENDED 5Y
THE CITY OF EDMONDS
DESIGN LOADS
DESIGN LOADS FOR T44E SHORING DESIGN ARE AS SPECIFIED BY GEO
GROUP NORTHUEST, INC. IN THE GEOTECI-INICAL REPORT DATED
1/11105p AND 2/28/06� AND AS INDICATED BELOW. T14E SHORNG SYSTEM
IS PERMANENT
MATERIALS
STRWTURAL CONCRETE Vc = 4000 PSI( 0 28 DAYS)
BELOW THE 50TTOM OF EXCAVATION
LEAN CONCRETE (11/2 SACK MIX)
ABOVE THE BOTTOM OF EXCAVATION
STRUCTURAL STEEL ASTM A3(o (N = 3& KSIXPLANTES)
ASTM ASS2 (Fg- 50 KSIXPILES)
TIMMIR.LAGGINGS DOUG FIR NO. 2, 4X
TIMBER LAGGING3 514ALL BE PRESERVATIVE TREATED WITH WATER
BORNE PRESERVATIVES IN ACCORDANCE WITH AWP5 LP-22 MINIMUM
RETENTION OF 04L5S/CU FT ANY SAWN ENDS OF: SUCH TREATED
LAGGING SHALL BE FIELD TREATED WITH TWO COATS OF: THE SAME
PliZESERVATIVE.
WELDING
WELDIW-i $HALL COW-ORM TO AWS, 01-1 'STRUCTURAL WELDING
cocms� wrml-Dws ELECTRODES $WALL BE ElOXX. ALL WELDING -044ALL
BE PERFORMED BY WABO AND AWS CERTIFIED WELDEI;Z&
UTILITIES 4 ADJACENT PROPERTIES
STABILITY 4 EROSION PROTECTION OF EXISTIW-v 4 CUT SLOPES, AND
T14E COORDINATION OF THE EXCAVATION, SHORING 4 OTHER WORK
WITH ALL UTILITIES AND ADJACENT PROPERTIES IS THE
RESPONS151LITY OF: THE CONTRACTOPL
EXCAVATION
AFTER THE SOLDIER FILE INSTALLATION 15 COMPLETE AND APPROVED
By THE GEOTECW ENGSINEEP, EXCAVATION or- THE SITE MAY BEGIN.
EXCAVATION SHALL PROCEED TO A DEPTH NO GREATER THAN SHOWN
ON THE PLANS- PLACE LAGGW-s AS EXCAVATION PROCEEDS,
MAXIMUM UNLAGGED FACE OF 5 FEET. REMOVE LEAN MIX FROM THE
PILE TO ALLOW FOR PLACEMENT Or- LAGGW-%
A DEWATERING SYSTEM, IF REQUIRED, SWALL BE INSTALLED AND
SMALL BE IN OPERATION PRIOR TO S14ORNG WORK TO FACILITATE
INSTALLATION OF THE SHORING WALL
TEMPORARY CASING OR OTHER APPROVED METHODS $HALL BE USED
AS REQUIRED FOR SOLDIER FILE INSTALLATION TO MINIMIZE GROUND
LOSS $HmLo CAVING $OIL CONDITIONS BE ENCOUNTERED.
ANY VOIDS BETWEEN T14E FACE OF THE EXCAVATION AND THE
LAGGING S14ALL BE FILLED WITH A PERMEABLE, FREE DRAININS
MATERIAL TO MINIMIZE LOSS OF GROUND AND PREVENT THE BUILD UP
OF WATER PRESSURE.
SLOPE PROTECTION
THE CONTRACTOR SHALL PROTECT CUT SLOPE$ WITH PLASTIC IF
CONSTI;WCTION, OCCUR$ DURING WET WEATHER PLASTIC SHEETIWS
614ALL BE OVERLAPPED AT LEAST 12 INCHES. SURFACE DRAINAGE
AROUND THE EXCAVATION SHALL BE C40NTROLLED BY THE
CONTRACTOR TO PREVENT WATER FROM FLOWINS INTO THE
EXCAVATION.
SOLDIER FILES
SOLDIER FILES ARE: TO BE INSTALLED IN PREDRILLED HOLES PER PLAN
AND 5ACK17-ILLED WIT14 CONCRETE OR LEAN Ml>t SHOULD CAVING
SOIL CONDITIONS BE FiNcoixiii;mo, TEMPORARY cASM SWALL BE
USED AS REQUIRED FOR SOLDIER PILE INSTALLATION TO MINIMIZE
GROUND LOSS.
ALTERNATE PILE PLACEMENT AT I -EAST 24 WOUI;ZS TO ALLOW
CONCRETE TO SET PRIOR TO DRILL[Ws ADJACENT PILES.
INSTALLATION TOLERANCES ARE AS FOLLOWSt
PLAN DIRECTION 3 INCHES PARALLEL TO WALL
I INCH PERPENDICULAR TO WALL
VERTICAL DIRECTION 11/2 OF TOTAL LENGTH
CORROSION FROTECTION
PERMANENT SOLDIER PILE SURFACES AZOVE TWE EXCAVATION LNE
SHALL 14AVE A I(o MIL OF: EFoxY HIGH BUILD COATING: CDEVITAR 5A) OR
EQUAL. Z>o NOT APPLY CORROSION PROTECTION TO SURFACES TO BE
CONTACT WITH STR:UCTUfZAL CONCRETE. ANY COATIW3 REMOVED FOR
WELDING SHALL RECEIVE TWO FIELD COATS OF SAME AS ABOVE.
SPECIAL INSPECTION
CONTINUOUS OBSERVATION BY THE GEOTECWICAL EWGINEER IS
REQUIRED FOR DRILLING OF FILE 44OLES AND INSTALLATION OF
SOLDIER PILES, PLACING OF STRIZUCTURAL 49 LEAN CONCRETE, AND
INSTALLATION OF TIMBER LAGGING.
SPECIAL INSPECTION OF CONCRETE PLACEMENT (CONTINUOUS) ANO
FIELP WELDING (PERIODIC) SHALL BE PERFORME0 IBY A QUALIFIED
SPECIAL NSPECTop-
MONITORIWG AND QUALITY CONTROL
THE OWNER $HALL PROVIDE F:UILL TIME 05SERVATION MONITORIW.2
OF THE SHORIWx WANI-1-0, ADJACENT GROUND SURFACES AND
5UILDM OR. STRIJCTURES. A LICENSED SURVEYOR SHALL ESTABLISH
BENCHMARKS AT T14E DIRECTION OF: THE SOIL ENGINEER AND $WALL
SUf;ZvSY THESE MARKS PRIOR TO COMMENCEMENT Or- S�KCAVANTION-
ONCE SOLDIER PILES ARE IN PLACE, ESTABLISH MONITOR[W-1 POINTS IN
THE TOP OF EVERY TWIRD PILE. THE BENCHMARKS SHALL BE
MONITORED ON A WEEKLY BASIS UNTIL IT IS DETERMINED THAT
THERE IS NO MOVEMENT. BOTH LATERAL AND VERTICAL
DEFLECTIONS SWALL 5E MONITORE0.
A VISUAL A PHOTOGRAPHIC SURVEY $14ALL BE MADE OF ADJACENT
5UILDMS PPJOR TO CONSTRUCTION.
TESTING
CONCRETE CYLINDERS SAMPLES $WALL BE OBTAINED 4 LABORATORY
TESTED.
SEISMIC
1014 PSF
LACTIVE - 35 PCF LEVEL
'45, PCF (25% SLOPE)
&O, PCF (5014 SLOPE)
3BO PcF
EF.P. ON 2X 5SARING
HOLE DIA 24'# 43 TONS
30'# 64 TONS
NOTE ON LOADING:
zzzzzxaaxzaaua
1. TOP I FT. OF PASSIVE 16
NEGLECTED FOR TEMPORARY
CASES, BUT HAS BEEN USED FOR
PERMANENT LOADING CASES.
2l-4GGNG LOADING 50%
SOIL PARAMETERS AT
ILEVER PILE
in
�0�
(DI
342'
PILE NOS. 1, 2 4 3 OMITTED
4�
S8
e7m 9-5" 6'-6= 6*-6= 67-6=
6 A
3-8
.4 .4 10
S13 34:27
W6 S9
sio
sli
S12
340'
MAGGING
340!
338'
338'
336'
T/ EXIST-
GRADE—
-
336'
334!
.334!
3327
C
332'
00
X
co
X
330'
3111
w
04
3:
330!
328'
A
T/ EXISI_
GR-ADE—
70
911
.
tu
t--
A 328
-u
326'
T
0)
C14
tj/ tA AV
B/EXCAV
325.15"
Lu
-6
326'
Lu
324!
324!
ER1
EIIE
�
322'
L
3227
=3
.320' 1-
;a
z -320'
u
318,
f.-
318'
316'
316'
314'
314'
312'
312'
310,
310'
B/PILES
3019�
30V
306'
BALES
306'
306.0!
304!
1
304'
B/PILES
302'
3of
300'
300N
298'
��305 01A I
BANILES 29V
296' 296'_
294! 294!
(PERMANENT SHORING)
SOUTH- ELEVATION.
n2 03 553 scALE; 1/4- - I- - o-
4-4* j,
Jo
3427 wi
6v-0w 6v-010 67-0"'
&1— or
ws
.342'
J-
�ILAGGING W2
W3
W4
T EXIST.
4 X'
GAA—D L
�
336'
336'
334!
334'
�e
3327
qt
332'
331Y
33Cr
-X�
328!
Go
A-0-AV 'x
325.157
t
00
00
UJI
328!
3261
326'
324!
324!
T#!4
1!
1 kgml
H MIMI=
9
1
9
mm 1] N. Umax= 4�=Ill!:!:!
3227
_jw
3-
3227
F
320'
320'
318'
318'
316'
316'
314!
T-
31,V
312!
312'
311T
310'
3OW
309
,M6'
B/PILES 306'
306.15'
304!
B/PILES 304!
BAILES
304.15'
30z
3W 300,
(PERMANENT SHORING)
SCIS TION:
_7ATION
A
nc
I@
334'
ZY47 7'— 10)67 7'— 10)67 6*-8" 69-8"
A
334!
40
W9
10
S14
10
S15 S16
T/ FYI-qT S17
uj
z
GRADE
—0
.B21
-
UJI
3.32'
0.
lir—
z
of
.328'
TYPILE
AV
B/EXCAV
328'
.2 .295-
7
2=�LT-OFF PILE
= A.
323.125'
..IAN I
325.15"
�XjlC5
,!o
0-�m I &—. - - ;'
C -
FOR apAp
- -
5r=Am
326*
326'
324!
F- 324!
322'
322'
320'
lu
320'
318!
B/EXCAV
H E
318'
G
31C
316'
ali
314!
31:t
31T
316'
311Y
306
301T
306'
306'
3"
304!
302!
30T
30V
30(Y
298' BAILES
B/PILES 2915'
2911125'
298.125!
296"
(PERMANENT SHORING)
SOUTH ELEVATION (AT GRID 2
82 scALE: v4.- r - o-
p
RESUB
S E P .3
BUILDING DEPARTMENT
CITY OF EDMONDS
co
0)
cf2
rX4
00
—4
co
Lo
co
c\2
C\2
�4
UJ
(n
0
C\l
Lo
(u
co
C'2
q
co
—4
CQ
0-
F
Lo
in
10
ui
o
o
0)
f-,
0
ell
4n
0
L0
4m
a
z
0
LLI
W
ui
z
-03
a.
>
Ld
0
CL
-j
Z
J
z
0
m
5
Ld
Ld
V)
0
Q
LLJ
CL
CL
I
(:i
HHI
i
0
z
z
LAJ
ENNNN--�
o
>
C\2
CD
cn
co
m
z
1
0
Z
Dq
F-4
0
FaQ
U
z
cr)
z
>-q
c\2
cri
0
0
'-q
f::l
1-4
Z
Lo
0
cf)
c\2
c\2
r:�
�4
0
0
02
w�
10
324!
5v-2Y47 3'— 6 A 7
0 7 L;1-4)'
4AV 47
'o .4 10 10
7'-0"
7 -Y47
to
.0
0
C3
322'
w
z
Lu
320'
8
FF it! I !e*;
I
318'
x
E CAV
7316.125'
314!
—&/f-XCAU
312.125'
31:27
Lu
31V
-I
1411L�
WT-
t I
rr
308'
306'
1
It
304!
302'
300'
298'
B/PILES
B/PILES
29&125
296'
294!
292' B/PILES---
-FEU
H
-Li
B/pus
292-125!
29Z125'
29D,
2
(PERMANENT SHORING)
R I ! �VA�T I �ON
u
401
ol
342'
10
w
61-11
6'—1 1
V-1 I"
V-11" 7r—ov %7 V-017
2'-6Y,7
V-2W
6--0-
Wl 8' wig
S-4147
z
C3
342'
w10
wi I
W12 W13
W14
tz
0
U..
60
W15 W16
0
0
u-
10
+4
Ck
W17 u-
10
34V
34C
33V
338,
336'
336'
w
3341
331V
332'
T EE :YJ ST.
—�G E—
332'
330'
330'
328!
T/plLf
3 y
— --
— —
— — — — — — --
328'
326'
326'
32,V
32,V
.322'
322'
xX
X
G
x
r�l
x
r�l rlr-
x X
-
------------
I
co ro
x X
32V
w
320'
.318'
v--
316.125'
Lu
— — — — — —
318'
316'
316'
B/EXCAV--
314!
312.125'
314'
312'
w
31f
rn
z
310'
0
310'
308!
308'
306'
306'
3041
304!
302'
302'
300'
300'
298'
BALES
B/PILES
B Zf �ES
!ZELLES
298'
296'
29&125'
298.125'
29&126'
29&125'
296'
20A,
29,V
29f
_gjTj �ES
B/PILES
292'
LVI-1 La
z9z-lzb�
290' 290'
10
LLJ
0-10
10
334!
8!�on
8*- 3"
40 .4 �o
—A
LAJ
'Z
0
LL.
W7 W8 W9 334!
W6
T EXIST-
x ^OADE--
332'
3M
CUT-OFF PILE 0 323.125
A FTER GA&TNG WAL6
330,
���E 5EAM
32V
328'
326.2957
T/ EXIST.
326*
—"RADE-
326'
32,V
32,V
A
co
3&
32T
.320!
tu 320'
B/EXCAV
318!
318!
316s
316'
jrT
1
314!
Item
314!
312'
312'
3W
u
310'
308!
3ow
306'
306'
304!
0
304!
304.00
30f
302'
30V
29W
-B/PILES
I
I
III
-OLPILES 298'
29&125' 1 29&125!
296'
296'
[AJ
PERMANENT SHORING)L
WEST ELEVATION - (AT GRID
SCALE: 1/4' 1, V - 0*
(PERMANENT SHORING)
,WEST ELEVATION (AT GRID D)
i SCALE, 1/4" a I' - 0'
FAI
I
lu
326'
w
-1 5 6
T/PILE
326.295'
J# 9'-OY47 6-oft 8'-o" 6- 4'-4"
?-.-0- 8#-0" 8'-0"
N3 N4 N5 326'
W20 W21
�o
W22
T25--5'W23
W24
324'
324'
T/WALL
3230
322'
T/LAGGING [--CUT-OFF
SHORING 322'
AFTER COMPI
320'
T/-WALL
OF WALL
320!
ft-
31&0'
T/ EXIST.
318!
B/EXCAV
GRADE
-X
318!
316'
B.EXCAV.
316'
31,V
314!
Tat
3121
312'
Lu
31V
310!
308'
308'
306'
306'
30,C
304!
302'
3V
3DO'
300'
298' B/PILES
29W
29&1257
1
298.125'
296' 29V
(PERMANENT SHORING)
WEST ELEVATIO N (AT GRID
533/ SCALE: 1/4- - I- - CIE
o,
RESUB
SEEP 9 3 2TIF
BUILDING DEPARTMENT
CrTY OF EDMONDS
.. . ... . I
A
vol
Noun
n
----------
4
TPA
c
Ld
m
4m
W
CN
(7)
,
It
0)
Ld
-1
0
LL.
to
0
ll�
0)
0
Lf)
Ld
cn
>
Ld
0
0-
-J
CL
7-
0
LAJ
z
o
to
5
m
w
LLI
ix
cx
C.)
CL
I
I
I
ci
z
(D
LLS
CIZ
�l
C6-
TOE DETAIL
ALL RIGHTS RESERVED, PROPERTY OF CHRISTIANSON DESIGN RESEARCH.
USE OR REPRODUCTION PROHIBITED WITHOUT PRIOR WRITTEN PERMISSION.
THE GENERAL CONTRACTOR SHALL REVIEW THE DOCUMENTS FOR CONFOR—
MANCE WITH CODES & BY—LAWS.AND SHALL AD\fISE THE ARCHITECT OF
ANY DISCREPANCIES. THE GENERAL CONTRACTOR SHALL CHECK & VERIFY
ALL DIMENSIONS 41c REPORT ALL ERRORS & OMMISIONS TO THE DESIGNER -
DO NOT SCALE THESE DRAWINGS. THESE DRAWINGS ARE INTENDED FOR
ARCHITECTURAL UDE ONLY.
SPECIFIC PURPOSE DRAFT COPY
TOPOGRAPHIC SITE SURVEY
PlM-EL.=_lt5_20
0)
INVERTS UNOBTAINABLE
S17rF agu�w�. A,
Z00 E4S�TZIDI, )� eQ1 T-0 R g; RZQR� (1E= 309.7)
F1RE_ HY,5R,AN,T,., (FIELD VEPlFPlM-EL.=31E.2Q
EL.=320.77 U.S. FEET INVEPTS UNOBTAINABLE
EX. B SANITARY SEWER 7.89% cq
31 ecl
Go
WWl 2 " 45RNPR 2VII TA kK
FOR CHARLIE NATHAN rHE;�bj PE TA C
LOCATED IN THE N.E. 114, OF THE N.W. 114, (HELD) CD
C-4
OF SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.,
AYIVC COUNT!', WASHPVCTON
SCALE: 1 10' S49 37'40"W 156.06'
r 9.34 S49 374OW 155.05'
31
BASIS OF BEARINGS: 102ND P
319.34 1 aM fECE WEST
A SSUMED
TION 11
BEARINGS SHOWN HEREON ARE BASED ON THE CENTERLINE OF 60. FOUND PK NAIL 29
,3A 1)9' 1
3A W1 FLASHER
EDMONDS WAY (S.R.-104), BEING SOTTH 40*22'47" EAST, AS 5
110 P.TM-EL.=302.95
oc� 11SED CVPP�
SHOWtI ON T RECORD OF SURVEY RECORDED IN VOLUME 16 �po�� :'l ;.... ��
q
R--OK',�_OWVR'FL
OF SbRVEYS AF PAGE 51, UNDER RECORD NO. 8207075020,
�FOU�ND`ai 3RETE MONUMENT IN CASE 6
�314.51
IRON PIPE W1 TACK FOU16-�--C EXISTING 4GHT-OF-WAY
RECOFD 7 2 IRO -ONCRETE MONUMENT 34V. 4'122 CID)
S OF SNOHOMISH, WASHINGTON. ON PIPE W/ TAW N49 3 "C- 7.5
7.5
_T
N49 _�u E
,-- *. . 9 37'40"E 5B.09'
1 .4, FOUND PK NAIL
N4
2 1-"%
4
---------------
OAVERAGE GRADE. BOW 0. 1'� S.
3.0'
FA VVOK
I(D 324' +Q 318' 642' R v 0
VEMEN
316.
31(.
642'12= CE) 32 1'
L
-)314 +0314 n E-E
0 5,39.83 -13321 +(C TOW 3 N. F
-4 = 32-2.2' AVU.
288.83
+31 0'
_OWER FLOOR 317.625' w
UPPER F'_OOR 327.1 4 0
AVERAGE GRA @ 322.2'
+ 25'-0"
VAXIMUM BUILDING HEIGHT 347.2'
RET W WAY
425'
V'. �4 OW 3
��2, \J
p
@
(Ja.
-B
BO �l 5.
Y
7
A; -
Nit' L
.4 T 'W 31*Q,4.':.
I . 'W:.g
B 4 313
2YO'
A %
0
lo'-
-cf)
//4 2 H G
RDRAIL
ZI
C)
cl,
4 H r�PU RDRAIL
3 H HA DRAIL
B �OW
y
ASPHALT DPIVEWA
El
<
TOW STONE WALL
1,0
329 R lGEOTECH
ril BOW 32�0 L_-cj
W = 317.1'
19'a = 312.0'
sc).
C111))
IN�\TAL 'R -KE\Ry
PER\1GE TEC
ul
T�w 33 .5/
BO�X -�32
rr� .. q
: A
ZZ
C A
co
CN
@
4 REIN
CONIC. RETAINING WAL�_
ER STRUCTURAL (TYRN
OW ±341.0'
±327.0' 1), L?
69 170
6' HIGH WOOD FENCE
ON PROPERTY LINE 1-9-9.06, T W 2 8. 0 7&
t:2Z ;!�;;j BO 3 7 0'
0,3
356 .10,
Corner_Flag�
hjgu�ired Actual
A SS EVA TION 0/_0j ---------
ST front
358 ---------
Sides -----
FONOW --------- -------- LID
Other
0. _2' -----------
Z,
Sac? 0_�
1_�l `\ '�I�l '11`�ll I
<
DI at OCA12,
W4*Z%IV
N�
SO
(vot. ;� Gg
40,V
(Vo�-'131
(S) 40 4
iv -10
'p. -,
4c>
30'
R)
N
i2a
La
I
I
tzj
FOUND CONCRETE MONUMENT IN CASE
W1 2" IRON PIPE W1 TACK
FOUND CONCRETE MONUMENT IN CASE
"EX ACK
�)IRON PIPE W1 T
8331
7ECIT
An re,
MrATE OF V;A_!'l4NN'CTC7v','*l
CHRISTIANSON DESIGN RESEARCH
2610 204th St. S.W. TEL: (425) 778-9233
LYNNWOOD, WA. FAX: 1 928 223 6830
98036 E-MAIL:
CHRIS-nANSON—DENNIS@YAHOO.COM
�ROJECT TITLE:
EMPLOYEE BENEFITS
OF AMERICA
PROJECT NO:
05-12
DRAWING SCALE: DRAWING NO:
11" = 10'
DATE: AUG 31, 2005 A10.0
DRAWN: KK
FILE: EMP-A10-0
RELEASED FOR:
BUILDING PERMIT
AUGUST 31, 2005
TOE DETAIL
ALL RIGHTS RESERVED. PROPERTY OF CHRISTIANSON DESIGN RESEARCH.
USE OR REPRODUCTION PROHIBITED WITHOUT PRIOR WRITTEN PERMISSION.
THE GENERAL CONTRACTOR SHALL REVIEW THE DOCUMENTS FOR CONFOR—
MANCE WITH CODES & BY—LAWS AND SHALL ADVISE THE ARCHITECT OF
ANY DISCREPANCIES. THE GENERAL CONTRACTOR SHALL CHECK & VERIFY
ALL DIMENSIONS & REPORT ALL ERRORS & OMMISIONS TO THE DESIGNER
DO NOT SCALE THESE DRAWINGS. THESE DRAWNGS ARE INTENDED FOR
ARCHITECTURAL UDE ONLY.
RIM-EL.=-�E.20
0)
31#F INVERTS UNOBTAINABLE
sgu�l�� (IE= 309.7)
SPECIFIC PURPOSE DRAFT COPY MP�-599TERLV.SOEEEON FIRE HYDRANT. (FIELD VEPLFV
M_EL.=316.20
TOPOGRAPHIC SITE SURVEY EL.=320.77 U.S. FEET Qlb INVEPTS UNOBTAINABLE
EX. 8" SANITARY SEWER @ 7.Bg%
Q)
eo
31 . -4
VL�� b(RDC@tl,90)�NEM,96NU,�i#l�T'IVNCt�§E
IQ I 1� WOW 2 43RNpr�2VIT�6kK
FOR CHARLIE NATHAN X E
L 0 CA TED IN THE N.E. 114, OF THE N. W. 114, (HELD) Q)
OF SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.,
=C. COUNT!', WASMNCT02Y
SCALE: 1 10'
S49 37'40"W 155.05'
r c:= I I I
BASIS OF BEARINGS: 319.34 S49 37'40 "W 15E.05
102ND 106� 'ANCE WEST
'46 319.34
A
4!,
L-Ic: VA TION
BEARINGS SHOWN HEREON ARE BASED. ON THE CENTERLINE OF a F60ND PK NAIL
W1 FLASHER
EDMONDS WAY (S.R.-104), BEING SOTTH 40-22'47" EAST, AS fnk
22969" ff 1 �i a PIM-EL.=302.95
SHOWPI ON THAT RECORD OF SURVEY RECORDED IN VOLUME 16 -mPR O$EL� CURg,
17 7 A
V - - . ...:: !_ . . -
Rb�f [fW' '.R F L.
OF SURVEYS AF PAGE 51, UNDER RECORD NO. 8207075020,
FOUND CRETEE MONUMENT IN CASE
30
-4 LIJ.- I
2" IRON PIPE W1 TACK '?ETE MONUMENT 4Z
FOQ EXISTING kIGHT-OF-WAY
RECOFDS OF SNOHOMISH, WASHINGTON.
W ON PIPE W1 TAW N49 3
74
2 1
:4 4'
4 — — — — — — — — — — — — — — —
v)
N49 '�O E
N49
-5 37'40'E 5B.09'
4� FOUNDI PK NAIL
Asft& �. 1� S.
OAVERAGE GRADE:
BOW 3.0/ 0-1
�A V T1 0
v
324' + 318' 642' Rrm
4.
Jib.
VEMEN
64�'12= CE) 32 1' 1
1A
AA
ED]
0 339.83 -L(D321 + C314 + V14 OW
A. . . . . . . . N.
HE
288.83 /_4 322?2' AVG kl�l . .. ":.
_OWER FLOOR 317 625' "A
_�A 9 322.2'
+31 .0'
UPPER F'_OOR 327 L__j 316.5'
WERAGE �GR
+ 25'-0"
�AXIMUM BUILDING HEIGHT 34 7.2'
'4
'AY
,��U �?UIL G HE HT 34 .425 -4 N RLT W
ON I
2
"In v
, AA
Ow
-A'
17,
4.
t"i
3!�1.0`
4 �O* 3 2 r3' I "" . :
..7
E
P W
14
T5.0'
I> 0//
S. 0 T3 u
co
1.4 B 313
— 4 ' '7�
v0l
Q_
4
c� c�
00 CL
2" H G RDRAIL
A
to
kJ1
CL
H U RDRAIL
H HA DRAIL
Cf) c
(fj B �Ow
u_j ASPHALT DRIVEWAY
ASPHALT DRIVEWAY
FOR PARKIN IN ORMATI NI EX
AND LAYOUT
TOW 329 REFER TO P n )TONE WALL
CL
BOW 32�0 R GEOTECH
uj
W = 317. 1'
19,
4 4 IL
312.0' 1-5
SQ. �Z� I
x
A� I Nl�\]T A L R K�Ry
PER�GE TEC
"o L&
T 3 5'
Lo
B - �3
Cli
7)?A
A :Tj
19,80,5,
CN
co
4)Q
.4 "A.
cli
REINFDINED
CONC, RETAINING WALk_
ER STRUCTURAL (TYRN I
:�'�OUND 112
±341,0'
±327.0
T- r 6' HIGH WOOD FENCE S6,--1 03,10'�V
ON PROPERTY LINE .199. 7,&A C,�-
06, T W 28, 1
\N11 0 BON= 7.0
9
-1-9
cl)
30'
bi)
Lo
LT)
�Ll
FOUND CONCRETE MONUMENT IN CASE
W�2" IRON PIPE WJ TACK
ND CONCRETE MONUMENT IN CASE
OEZ�)IRON PIPE W/ TACK
8331
A rev7l r sti011s-
STATE CO3
CHRISTIANSON DESIGN RESEARCH
2610 204th St. S.W. TEL: (425) 778-9233
LYNNWOOD, WA. FAX: 1 928 223 6830
98036 E—MAIL:
CHRISTIANSON—DENNIS@YAHOO.COM
PROJECT TITL.E:
EMPLOYEE BENEFITS
OF AMERICA
DRAWING TITLE:
SITE PLAN &
PROJECT NO.
05.12
DRAWING SCALE: DRAVONG NO:
1 10'
DATE: AUG 31, 2005 A10.1
DRAWN: RF
FILE: EMP-AID-0
RELEASED FOR:
BUILDING PERMIT
AUGUST 31,2005
g\
0
NE 1/4, NW 1/4, SECTION 36, TOWNSHIP 27 NORTH, RANGE .3 EAST, W.M.
�7, /7 ///X
\r" A
SIDE SEVVER
C:�y -uction requires a pamit and the papet of a fee- -ethe
1. Al private side se&erconsb The parnit application will raquir
oornpae legal description, address, and the dirnensicns cf the propety to be saved.
n� 2. Al construction in the public lRight-d-Way rnust be done by a licensed seAer cortacbor,
RIM I \ \ \ �A 0
INVERTS UNOBTAINABLE e
(IE= ±309.7) 3. Al house Ournbi rig outlets niist be connected to the sanitary seAter.
')3
(FIELD VERIFY)
4. No downspout or storm drainage rray be cornrted to the sanitary seAter.
6' a�tANOUT 5. ]Aaterial: Pipe - Gasket jcinted M - SDR 35 or ASTM D-3034
W/\ 12' C.I. LAMPHOLE COVER - Gasket jd nted Ductile Iron Class M
Fittings - Gasketed PVC ASTM D-3034
.4
- Ductile Iron VO AVVWA C153
A I fitb rigs MJST be gasNebed
4..4
00 6. Mnirnurn slope: 4-inchdian-der Ope- 2%(1/4 inch fall perfoot)
C) C� 1 .4 6-inch diameter Ope- 1% ninimurn grade
N MaArrurn slope: All pipe 50%
7. Pipes shall be laid in straight line between bends. rvbke all change in lineorgrddewilth less than or equall to45 degrees.
4.
k.4
8. Increases in pipe size shall be rnade by manufactured fittings.
PUD
C-) 4 4 9. Pipeshall be bedded from undisturbed tra-ich iivall to urdsturbed ti-ench wall on each side of the Ope and from 2 inches
-e Ope vvith pea gravel or dean free draining sand.
4 below to 2 inches above t!
.4 4
4
EX 3/4! IRRIGATION METER
Ile
M BE RELOCATED BY OVM. 10. M-e side samy shall be inspected bi�(Dstrict staff prior to backfilling. The side seAer shall be plugged and filled with
4' lApF� 4-- 11; 4-4-4; 4
Main DAWLAM PZZM13LT N�
27 DOMESTIC LINE
2- TAPPING TEE W/ GATE VALVE
TO BE INSTALLED BY OVWSD
SAMUT EX PAVEMENT
& REPATCH FOR UTILITY
SERVICE PER CITY OF EDMONDS
STANDARD DETAIL
2-1 IIESTIC METER
tE NkZ� BY OVVIISD
0
9130
C/)
00 J�
3__2
EX CB
RIM= 334.10
INV= 332.10
INV= 332.50
'4
.
JJ4
PAINTED ROAD CENTERLINE
A
4'
j -76
4:..
4
J38 4-
4
co
342
INSTAI
04. PER E
1 3144 1--
4i M13
C/)
FA I%A %.Q I 1�j nga pe=ueu==Inur_presenoed u&u_NncLjrjsp5ax. Lea0gerdtesralnot
exceed 0.31 gal/hour for 4-inch pipeand 0.47 gal/hour for 6-inch pipe, pErlOOfeetof pipe.
11.
Saiver lines shall have a Dstrict approved cleanout at eley adle 45 degrees of ber4 at least every 100 feet� or at etay
increase in Ope size.
ILD�12.
A 6-inch side saw will be allowed W serve a n-eArrurn of foLr (4) single-farrily residerxes.
X
G U
E31
75
13.
A 4-inch side semr will be allowed W seve only one (1) single-f�rnily residence.
14.
Parallel water and seiver lines shall be separated by 10 feet horizontally wheever possible Water and seAter lines shall
.-4
have a vertical separation of 18 inches if a crossing is necessary.
.\4
15.
Rgh�d-Way reaoration shall equal or exceed the criginal condition.
A
16.
Trench badfill under paved area shall be5/8-inch rninus crushed surfxng top murse; full tre-ch depths cornpacted in
12-inch lift.
. A
T P N GAR
INTO PR SI
4 PIC
IE= 3. \ � V�_ 1\ OLYMPIC VIEW WATER, & SEWER DISTRICT
REVISIONS STAN DAR D D ETAI L
LF SIDE ZFE
MIN. Side Sewer Specifications
DATE SCALE
W 10/2 nts No. S-1
I CP V
W !W/ EPAR
0
40
1. 3 .25
POSED BUILDI
27.125) (MAIN L VEL)
E I
7.625' (LOWER LE EL) W O/� SSEP
GRATE �-- 31 .5 V
1 5.0
_z V,
IN",
32
\%
-0p
32�
4
328
41 30
334
6
338 1�76'
J7,9\
--j %
>
4
J46
T_ .00
-1510
A
350
U) 000�
400� 352
Q
Q!)*
1000
J50 .00
BUILDING
BUILDING I
CLEANOUT-_ I
a-
0
z
CLEANOUT WITH 45-
:;�
M
BEND AND CAP
Uj
(n
-GENERAL CLEANOUT___\1,
NOT TO EXCEED 100'
BETWEEN CLEANOUTS
12" Maximum
\-WATER TIGHT CAP
IS
i U\__RISER 40 OR 6"
SIDE SEWER
GtENERAL CLEANOUT DETAIL
CLEANOUT (WYE W/ CAP
& LAMPHOLE COVER)
U 1
Maximum
�7_
X
LAMPHOLE COVER
W
TO MATCH EXISTING
0.
0
GRADE
X -Z
a_ _j
MInIrium Depi
12* PVC 12' Under
R1 FFVE Landscaping
6" RISER 18' Under
WTE AND Driveways
45 BEND
6 ISTr
- D
DISTRICT STUB
4" OR 6"
SIDE SEWER __7
12" Maximum CLEANOUT DETAIL AT
'ASPHALT SURFACE PROPFRTY LINF Ar R[ju nINr.
LAMPHOLE COVER
6n RISER/ (OLYMPIC FOUNDRY CO
120PVC SLEEVE MODEL 5931 OR EQUAL)
PVC CAP NOTE:
SIDE SEWER JOINTS SHALL BE
TYPICAL CLEANOUT GASKETED .
UNDER ASPHALT
SEWER CLEANOUT DETAILS
NTS
OLYMPIC VIEW WATER .&. SEWER DISTRICT
REVISIONS STANDARD DETAIL
--Sewer. C(eanout Detail,
DATE SCALE DWO NO.
10/23/02 1 nts I S-2
(FOR FUTURE DEVELOPEMENT) .
PLACE 2X4 AT END OF SIDE SEWER STUB AND CUT TO LENGTH TO
.INSURE 3 FEET EXTENDS ABOVE GRADE. PAINT TOP 18 INCHES WHITE.
!N 3 INCH HIGH LETTERS STENCIL THE NUMBER OF EVEN FEET FROM
GROUND ELEVATION TO THE SEWER STUB INVERT. 8 GAUGE WIRE TO BE
DOUBLE WRAPPED AROUND PIPE AND 2X4 STAKE AT OR ABOVE FINISHED
'GRADE.
Lij
z
LOCKING LAMPHOLE COVER
TO BE PLACED AT FINISHED
GRADE (SEE STD SEWER
CLEANOUT DETAIL)
a- I
0
CL
6" WYE AND 45' BEND
6" LATERAL SEWER LINE 6" TEE
SLOPE- 2% MIN. TO
50% MAX POSSIBLE
SEWER MAIN
I LOCATION
RUBBER JOINT BISCUIT
PLUG OR OTHER APPROVED
WATERTIGHT PLUG
22.5' OR
45* BEND
N 0 T E:
WHEN TAPPING INTO EXISTING MAIN
A SADDLE AND TAP SHALL BE USED.
PLACEMENT OF TEE SHALL DEPEND
ON DEPTH OF SEWER MAIN. AS A
MINIMUM, THE TEE SHALL BE PLACED
AT A 45 DEGREE ANGLE.
6" TEE
P OSSIBLE
SEWER MAIN
LOCATION
TYPICAL SIDE SEWER
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STAN DAR D D ETAI L
TYPICAL SIDE SEWER
DATE SCALE DWG NO.
10/23/02 nts S-3
GRATE ELEV. = PER PLAN
7
T1.
- 6"0 PVC
6" PVC
STANDARD FRAME & GRATE
t.
6"X 2" REDUCER
(SCH 40 PVC)
6" - 90* ELBOW
I(SCH 40 PVC)
6"0 PVC
ELI
ER & SANITARY SEWER PLAN OIL R SEPAIAT01
1"= lor_� sc4:WN!
10 0 5 10 20 N
THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555.
D C 7 _J
BUILDING DEPT.
_j
z
2 Mm
M
(If
V)
W LU
r') 0-
CD
<
00
DESIGN:
RDJ
DRAWN:
JRP
CHECK:
GAG
JOB NO:
05026.20
DATE:
08/30/05
0
V)
W
U_
0
LLJ
0
N
C
00
Lj
CL
CY)
z
W
C)
M
z
1
CN
LIJ
0
V)
Ld
>_
v--
0
0
Lo
z
..D
T.-
0
CL
Co
:2
M
C%4
in
Li
Cq
LLj
SHEET:
I'm v
n
0:�
V)
V)
4d
ry
T